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2600 CARLSBAD BLVD; ; CBC2018-0655; Permit
city of Building Permit Finaled Carlsbad Com mc!c!a1_Permft _ Print Date: 09/02/2020 Permit No: CBC2018-0655 Job Address: 2600 CARLSBAD BLVD, CARLSBAD, CA 92008 Status: Closed - Finaled Permit Type: BLDG-Commercial Work Class: New Parcel #: 2030543300 Track #: Applied: 11/21/2018 Valuation: $537,893.52 Lot #: Issued: 12/19/2019 Occupancy Group: B Project #: DEV16034 Finaled Close Out: #of Dwelling Units: Plan #: Bedrooms: Construction Type:VB Bathrooms: Orig. Plan Check #: Inspector: PBurn Plan Check #: Final Inspection: 09/02/2020 Project Title: ARMY/NAVY STUDENT ENRICHMENT CTR Description: ARMY & NAVY ACADEMY: NEW 4,296 SF SCHOOL BLDG W/ 480 SF DECK Applicant: I Property Owner: DODGE DESIGN GROUP ARMY AND NAVY ACADEMY CARLSBAD JOHN DODGE CALIFORNIA - 2750 HISTORIC DECATUR RD P0 BOX 3000 SAN DIEGO, CA 92106-6016 CARLSBAD, CA 92018 (619) 930-9830 FEE AMOUNT BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRE E Occupancies New GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL 581473 GREEN BUILDING STATE STANDARDS FEE SDCWA SYSTEM CAPACITY 0.75" (3/4") Displacement SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION-COMMERCIAL SWPPP INSPECTION FEE TIER 1- Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM TRAFFIC IMPACT Commercial-Industrial Outside CFD WATER METER FEE 3/4" Displacement (P) WATER SERVICE CONNECTION FEE 3/4" DISPLACEMENT (P) WATER TREATMENT CAPACITY 0.75" (3/4") Displacement $2,151.00 $1,505.70 $242.00 $1,188.00 $175.00 $104.00 $22.00 $5,267.00 $1,256.96 $150.61 $246.00 $55.00 .•. $13,770.00 $246.00 $6,251.00 $146.00 Total Fees: $32,776.27 Total Payments To Date: $32,776.27 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 660206), 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 1 760-602-2700 1 760-602-8560 f I www.carlsbadcä.gciv ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: EIPLANNING DENGINEERING DBUILDING [--]FIRE DHEALTH DHAZMATIAPCD I Building Permit Application Plan Check NoW_O(D55 Est. Value Tity of 1635 Faraday Ave., Carlsbad, CA 92008 krfc Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. DeposItCdisbad email: building@cartsbadca.gov Date www.carlsbadca.gov JOB ADDRESS 2600 Carlsbad Blvd, Carlsbad CA 92008 lSUlTE#/SPAcE#/UNIT# I APN 203 - 054 - 33 - 00 CT/PROJECT # #OFUNITS ItJJT BUSINESS NAM E CONSTR. TYPE 0CC. GROUP 1LOT# 1PHASE# I J#BEDROOMS (# BATHROOMS —7 I Army and Navy Academy I V-B I B DESCRIPTION OF WORK: include Square Feet of Affected Area(s) The project consist of a new 2 story wood framed structure at the south end of the Athletic Complex at the Army/Navy Academy in accordance with previously approved Coastal Development Permit # RP 16-12! CDP 16-28 approved on 4/25/2017. Building Area = 4,296 SF Deck Area = 480 SF EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I DECKS (SF) I FIREPLACE lAIR CONDITIONING I FIRE SPRINKLERS NONE I Student Center I 0 0 I 480 IYESD NO[Z] YES NO DJ YESIZINOD APPLICANT NAME Dodge Design Group (John Dodge) Primary Contact PROPERTY OWNER NAME Chairman of the Board, Barry Shreiar ADDRESS 2750 Historic Decatur Rd, Studio 205 ADDRESS 2605 Carlsbad Blvd. CITY STATE ZIP San Diego CA 92106 CITY STATE ZIP Carlsbad CA 92008 PHONE PHONE IFAX (619) 930 9830 I (760) 547-5227 1 EMAIL . john@dodgedesigngroup.com EMAIL DESIGN PROFESSIONAL Dodge Design Group (John Dodge) cONTRACTOR aus. NAME in Y- ADDRESS ADDRESS 2750 Historic Decatur Rd, Studio 205 - /?)7P 4verue c' S (Cv1e CITY STATE ZIP San Diego CA 92106 CITY STATE ZIP -efa PHONE (619) 930 9830 1FAX PHONE 10700 FAX I EMAIL EMAIL johndodgedesigngroup.com ISTATEL STATE UC.# I °'.i Ir CLASS/ cfly BUS. UC.# I?:)t-c tv-u (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its Issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (ChapterS, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 9®&U (®O®() Workers' Compensation Declaration: I hereby affitin under penalty, of perjury one of the following dedamffons k I I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and will maintain workers' compepsation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers compensation insurance carrier and policy umber are: Insurance Co._L-4) i (1)' I IA1ClA CL ( Cj) - Policy N . ? I 17 (j($( Expiration Date I I / I / This section need not be completed if the permit 6 for one hundred dollars ($100) or less. !1J C 7- '1 3o'7 l 15-03[J 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 criminal penalties and civil fines up to one hundred thousand dollars (6100,000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE []AGENT DATE ®fl?)O@)l(1 )@ 170®(9 I hereby affirm that lain exempt from Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). [] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] lam exempt under Section Business and Professions Code for this mason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes r:INo 2.1 (have I have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address! phone Icontractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/address! phone/contractors license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone/type of work): £'PROPERTY OWNER SIGNATURE J71Y' EJAGENT DATE 11/20/2018 ______17()O3 1?00)( P®D ®OI?O O(UO)O)® (PG)O 0S1 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration bun or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 10 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? I] Yes 9 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. @00017CD(MV000 11@0000@ I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name Lender's Address O€ OO17O® IcertifythatI have read the app cation and statethatthe ation infornaftisconect and th ithe InformationontheplaiwbaLimte. I agreeto complywith all Oty ordinances arid State Ian latingto buildingconstniction. I here authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavAirts over 5ff deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the p ons of this Code shall expire by limitation and become null and void if the building or exrrk authorized by such permit is not commenced within 180 days horn the date of such pemitiorLtheding orwork authorized by such pemiit is suspended orabanduned atanyline atterthewortciscommencedfora perIod of 180 days (Seon 1064.4 Uniform Building Code). LAPPLICANT'S SIGNATURE 7)._J3_ DATE 11/20/2018 Permit Type: BLDG-Commercial . Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New • . . Issue Date: 12/19/2019 Subdivision: Status: Closed - Finaled . Expiration Date: 01/13/2021 Address; 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date. StatUs Wednesday, September 2, 2020 . . . . . Page 9 of 9 Permit Type: BLDG-Commercial Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision: Status: Closed- Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date . Status Checklist Item COMMENTS . Passed BLDG-Building Deficiency August 132020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture setup - only. Final inspection approval sign offs at completion of pending inspection items. Door threshold at rear side of building needs to be lowered to half inch max height. Mechanical AC unit condenser motors need portal locking caps installed. 5. Rest of work —OK. BLDG-Plumbing Final September 2, 2020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up and final occupancy inspection-approved. Final inspection approval sign offs at completion of pending inspection item completed and final inspection approved. 3. All items on TCO addressed, completed, and given final approval. BLDG-Mechanical Final September 2, 2020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up and final occupancy inspection-approved. Final inspection approval sign offs at completion of pending inspection item completed and final inspection approved. 3. All items on TCO addressed, completed, and given final approval. BLDG-Structural Final September 2. 2020: • Yes • 1. Temporary certificate of occupancy approved for employee training and stocking, and furniture set up and final occupancy inspection-approved. 2. Final inspection approval sign offs at • completion of pending inspection item completed and final inspection approved. 3. All items on TCO addressed, completed, and given final approval. BLDG-Electrical Final September 2, 2020: • • Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up and final occupancy inspection-approved. Final inspection approval sign offs at completion of pending inspection item completed and final inspection approved. All items on TCO addressed, completed, and given final approval. Wednesday, September 2, 2020 . Page 8 of 9 Permit Type: BLDG-Commercial. Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision: Status: Closed - Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD lVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0910212020 .09102/2020 BLDG-Final Inspection 137248-2020 Passed Tony Alvarado Complete Wednesday, September 2, 2020 . Page 7 of 9 Permit Type: BLDG-Commercial Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision: Status: Closed - Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency August 11, 2020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up - only. Final inspection approval sign offs at completion of pending inspection items. BLDG-Plumbing Final August 11, 2020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up - only. Final inspection approval sign offs at completion of pending inspection items. BLDG-Mechanical Final August 11, 2020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up - only. Final inspection approval sign offs at completion of pending inspection items. BLDG-Structural Final August 11, 2020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up - only. Final inspection approval sign offs at completion of pending inspection items. BLDG-Electrical Final August 11, 2020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up - only. Final inspection approval sign offs at completion of pending inspection items. 0811312020 08113/2020 BLDG-Final Inspection 135591-2020 - - Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency August 132020: Yes Temporary certificate of occupancy approved for employee training and stocking, and furniture set up - only. Final inspection approval sign offs at completion of pending inspection items. Door threshold at rear side of building needs to be lowered to half inch max height. Mechanical AC unit condenser motors need portal locking caps installed. Rest of work—OK. 08/1912020 08/19/2020 BLDG-Fire Final 136020-2020 Passed Felix Salcedo . Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes Wednesday, September 2, 2020 Page 6 of 9 Permit Type: BLDG-Commercial Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBS8 CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision: Status: :Closed - Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency July 6, 2020: Yes Gas pipe and gai pressure line under test-Approved. Gas meter release to SDGE. 07117/2020 07117/2020 'BLDG-34 Rough 133023-2020 Partial Pass Tony Alvarado Reinspection Incomplete Electrical '.. Checklist Item COMMENTS Passed BLDG-Building Deficiency July 17, 2020: Yes Transformer grounded properly, lugs torque down and verified, transformer unit/Metal housing box anchored correctly per plans - approved. Verified breaker location at existing switchgear location —approved. 07/22/2020 07/2212020 BLDG-Final Inspection 133538-2020 Failed, Paul Burnette ' Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Buiiding Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 08111/2020 08111/2020 BLDG-Final Inspection 135234-2020 . Partial Pass Tony Alvarado Reinspection Incomplete Wednesday, September 2, 2020 Page 5 of 9 Permit Type: BLDG-Commercial Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision: Status: Closed - Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, complete all electrical, No mechanical & T-grid. BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 06116/2020 06/1612020 BLDG-84 Rough 130273-2020 Passed Tony Alvarado Complete Combo(14,24,34,44) - - Checklist Item COMMENTS Passed BLDG-Building Deficiency June 16, 2020—overhead T-bar grid ceiling Yes and mechanical, plumbing, electrical scope of work approved. BLDG-14 June 16, 2020 —overhead T-bar grid ceiling Yes Frame-Steel-Bolting-Welding and mechanical, plumbing, electrical scope (Decks) of work approved. BLDG-24 Rough-Topout June 16, 2020 —overhead T-bar grid ceiling Yes and mechanical, plumbing, electrical scope of work approved. BLDG-34 Rough Electrical June 16, 2020 —overhead T-bar grid ceiling Yes and mechanical, plumbing, electrical scope of work approved. BLDG44 June 16, 2020 —overhead T-bar grid ceiling Yes Rough-Ducts-Dampers and mechanical, plumbing, electrical scope of work approved. BLDG-85 T-Bar, Ceiling 130272-2020 Passed Tony Alvarado Complete Grids . Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, complete all electrical, No mechanical & T-grid. BLDG-Building Deficiency June 16, 2020 —overhead T-bar grid ceiling. Yes and mechanical, plumbing, electrical scope of work approved. 07106/2020 0710612020 BLDG-23 131861-2020 .. Passed Tony Alvarado Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency July 6, 2020: Yes Gas pipe and gas pressure line under test-Approved. Gas meter release to SDGE. BLDG-Gas Meter 131860-2020 Passed Tony Alvarado - - Complete Release Wednesday, September 2, 2020 Page 4 of 9 Permit Type: BLDG-Commercial Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision: Status: Closed - Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0510612020 0510612020 BLDG-16 Insulation 126641-2020 Passed - Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05113/2020 05/1312020 BLDG-17 Interior 127333-2020 Passed Tony Alvarado Complete - Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency May 13, 2020: Yes Exterior lath nailing and caulking scope of work-Approved. Pending lath paper at exterior front entryway-(only). Drywall nailing on vertical wall surfaces approved. OK to tape. Pending ceiling lids at front entry way area and bathrooms. 05/2112020 05/21/2020 BLDG-22 Sewer/Water 128216-2020 Failed Peter Dreibelbis Reinspection Incomplete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-31 128217-2020 Failed - Peter Dreibelbis Reinspection Incomplete Underground/Conduit - Wiring - -.------------- Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/26/2020 05/26/2020 BLDG-17 Interior 128473-2020 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency May 26, 2020 —interior drywall completed Yes and approved. 06/04/2020 06104/2020 BLDG-22 Sewer/Water 129164-2020 Passed Tony Alvarado Complete Service Checklist Item COMMENTS - Passed BLDG-Building Deficiency June 3, 2020 —sewer lateral line from point Yes of connection at building and clean-out aeas to point of connection at sewer lateral line at sidewalk-approved. 06/11/2020 06/11I2020 BLDG-85 T-Bar, Ceiling 129857-2020 Failed Michael Collins Reinspection Incomplete Grids, Overhead - - - - - - - - - - Wednesday, September 2, 2020 • Page 3 of 9 Permit Type: BLDG-Commercial Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision: Status: Closed - Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency April 14, 2020: Yes Partial approval for shear panels/nailing at lower perimeter sections of building located at architectural-skirt detail areas. Approved two columns at lobby entrance/front entryway approved for framing, and OK to wrap with shear panels. 0412012020 0412012020 BLDG-24 Rough/Topout 125029-2020 Failed Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficienty April 20, 2020 —Scope of rough No plumbing/top out plumbing work not ready. BLDG-83 Roof Sheating, 124996-2020 Passed Tony Alvarado - Complete Exterior Shear (13,15) - - - - Checklist Item COMMENTS Passed BLDG-13 Shear Panels-HD (ok Yes to wrap) BLD-15 Roof Yes Sheathing-Reroof 05/0112020 05/01/2020 BLDG-84 Rough 126202-2020 Passed Tony Alvarado - Combo(14,24,34,44) - - Checklist Item COMMENTS Passed BLDG-Building Deficiency May 1, 2020: Yes Rough combination inspection-approved. Mechanical/ducting one hour rated shaft needs to be double layer drywall and fire rated insulation materials between floor levels. Fire sprinkler head missing under stairwell. Two new proposed ducting locations interfering with exterior edge nailing shear-wall diaphragm 2x Blocking at wall dbl. top plates area.. Structural engineer to require revision detail for framing/blocking and strapping around two new proposed ducts. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers Complete LI Wednesday, September 2, 2020 . Page 2 of 9 Building Permit Inspection History Finaled (Pty of Carlsbad Permit Type: BLDG-Commercial Application Date: 11/21/2018 Owner: ARMY AND NAVY ACADEMY CARLSBP CALIFORNIA Work Class: New Issue Date: 12/19/2019 Subdivision:, Status: Closed - Finaled Expiration Date: 01/13/2021 Address: 2600 CARLSBAD BLVD IVR Number: 15611 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Stait Date Status 01/06/2020 0110612020 BLDG-SW-Pro-Con :115338-2020 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/07/2020 01/07/2020 BLDG-21 115549-2020 Passed Paul Burnette Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/19/2020 02119/2020 BLDG-11 11 9760-2020 Partial Pass Tony Alvarado Reinspection Incomplete FoundationlFtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency February 19,2020: Yes foundation/slab steel reinforcement scope of work per engineer plans and foundation footing details-approved. Need to verify pad certification from from geotechnical/soils engineer. Need Deputy inspector Report to be verified. 03/17/2020 03/1712020 BLDG-14 122344-2020 Partial Pass Paul Burnette Reinspection Incomplete Frame/Steel/Bolting/We Iding (Decks). Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/03/2020 04/0312020 BLDG-22 Sewer/Water 123972.2020 Failed Peter Dreibelbis Reinspection Incomplete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-34 Rough 123973-2020 Failed Peter Dreibelbis Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/14/2020 04/14/2020 BLDG-I3 Shear 124641.2020 - Partial Pass Tony Alvarado Reinspection Incomplete Panels/HD (Ok to wrap) Wednesday, September 2; 2020 Page 1 of 9 -- .. ...' ,. P - I •4._ _________ -- n0ppp4t. .rrm t (.ki.U.f . IP IPP14 tALl .11 ., 23 I.ILiIP.P. p1; nP:,P 1. PPUI PIP tlI 915C 1114 .• )Olt ;. tI.'III •.fij%p • III ef L M .. . 1.1 iif 1. ppt .n1.; M. h 0604 PM. F MUCOIR L C=o Y AD INSPECTION RECORD IJi CJLU IILtU!U CAHU WI IONA !1Ui& I MANS I.411 IL NLJT as TH( IOU ILALI urrnu :l ion r.i ICT wol"K I0rUILb1PU4D, c*i GCiOZ-Z 72 5 AvC CBC2O18.OS 2CALSAa 3LVD CBC201 8-0655 ' )IlR Atli Cd • - DCt.I!1 *1 TIP t.T ijo,43.1 I PT TiIS4IIP - i: )(.L -- i - - • I* IPVU..II1LAP L UI P%ttlffklll( l.r%P•'•' -' IlI P.0 PV! w, si ç 2•. D 4.P!!..T.It?1%hhi. mb IlIULGCtIPIPP CHRISTIAN WHEELER- EN G IN EER. ING August 13, 2020 Army and Navy Academy CWT- 2180688.07 2605 Carlsbad Boulevard Carlsbad, California 92008 Attention: General Art Bartell Reference: Army-and Navy Academy - Student Enrichment Center 2600 Carlsbad Boulevard, Carlsbad, California Permit #CBC2018-0655 Subject: Final Testing and Inspection Report Ladies and Gentlemen: Christian Wheeler Engineering has provided testing and special inspection of reinforced concrete, reinforced masonry, reinforcing steel, and wood shearwalls on the above referenced project as described in reports dated December 18, 2019 through April 20, 2020. The work requiring testing and special inspection was, to the best of my knowledge, in conformance to the approved plans, specifications, other construction documents, and applicable workmanship provisions of the California Building Code. If you have any questions, please do not hesitate to call me at 619-550-1700. Sincerely. CHRISTIAN \VHEEJ 1 R ENGINEERING &2v Charlie G. Carter Jr., R.C.E. 61968 cc: john©dodgcdcigngroup.com tprravis@tcco.com dsliaiiks@tcco.com City of Carlsbad 0FESSi0 7/ 61968 0 r IC AL-IS OV 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 City of Carlsbad CBR2019-0409 _rt 3IO6/2O19 DEC 19 SPECIAL INSPECTION Development Services CriY OF CI L 3AJ~2~> Building Division CITY OF AGREEMENT 1635 Faraday Avenue BUILD" ' 'cPI RAfl B-45 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. 'roject/Permit: CR C2i3 '—OS;ect Address:140() Ccç t5 kiaJ THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-bJ,er you must also complete Section B Name: (Please print) ' .'P' ' ,001 Mailing Address: Email_ / C & —'- Phone: d' j3_ S 55 I am: Property Owner OProperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number'/ P Expiration Date:___________________ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, constrTn materiaj1çsting and off-site fabrication of building components, as prescribed in the statement of special insptiris k4d on teprved plans and, as required by the California Building Code. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name:IJC iAC.f C... Please check if you are Owner-Builder 0 Name: (Please print) 'P*.Ld'.. (First) "'' (Lost) Mailing Address: .o Sr— tvce Szt Cal, I Zt2 Email: JTrA5€TCO1CCJ Phone: _58 8(,'4 243 State of California Contractor's License Number: —7 1.0 40 5I Expiration Date: / /t.c' 24 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will nrnvidp a final rnnnsl/ Mttr in enmnllanen with (R( Aprtinn 17t 12 nrinr fri ,wn,tinn final t 2-/t ~ Ll ? 5-45 Page 1 of I Rev. 08/11 EsCd A SAFEbuitt Company DATE: NOV. 26, 2019 JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0655 SET: IV PROJECT ADDRESS: 2600 CARLSBAD BLVD. APPLICANT JURIS. PROJECT NAME: ARMY NAVY ACADEMY - STUDENT CENTER ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. . EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JOHN DODGE Date contacted :111241 Iy:r) Mail Telephone Fax In Person Telephone #: 619-930-9830 Email: iohndodpedesiqnqrouD.com REMARKS: 'The applicant met with Cônnor Reuss at EsGil to wrap up the remaining comments in person. The applicant brought x2 sets individually folded. At EsGil, the plans were unfolded. and bound together by the applicant. Please get the applicant to do the same procedure at the City for the remaining x2 sets submitted directly to the City. By: ALl SADRE, S.E. Enclosures: EsGil 11/26/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 C EsGil A SAFEbuilttompany DATE: FEB. 181, 2019 JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0655 SET: III PROJECT ADDRESS: 2600 CARLSBAD BLVD. D APPLICANT U JURIS. PROJECT NAME: ARMY NAVY ACADEMY - STUDENT CENTER ADDITION LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. PLEASE SEE BELOW LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: LII EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JOHN DODGE Telephone #: 619-930-9830 Date contacted: (by: ) Email: iohndodgedesigngroup.com Mail Telephone Fax In Person REMARKS: Please see attached for remaining items from previous list. PLEASE DO NOT RESUBMIT ANY MORE SLIP SHEETS. By: ALl SADRE, S.E. Enclosures: EsGil 2/11/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 18-0655 FEB. 18, 2019 GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring IM corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. PLANS City Policy requires their Special Inspection Agreement Form be completed, signed & returned to the City. MISCELLANEOUS Please see attached for P/M items. The jurisdiction has contracted with EsGil at 9320 Chesapeake Dr., #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALl SADRE, S.E. at EsGil. Thank you. PLUMBING AND MECHANICAL COMMENTS PLAN REVIEW NUMBER: cbc18-0655 SET: III PLAN REVIEWER: Connor Reuss PLUMBING (2016 CALIFORNIA PLUMBING CODE) Please address the following bullet points below: I Please provide a Utility Plan within the Civil plans upon next submittal. Please show the location of all manholes, their corresponding rim and invert elevation, and the finished floor elevation. I For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0: Civil sheet 2 shows the finished floor level on the new building to be 47.40' yet the upstream manhole is shown to have a rim level of 51.37'. Therefore, backwater protection is required. CARLSBAD CBC20 18-0655 FEB. 18, 2019 Per CPC 710, 2nd story plumbing fixtures cannot discharge through the required backwater valve. Please correct the plumbing plans to show the 1st level plumbing fixtures discharging through the backwater valve and the 2nd level plumbing fixtures bypassing the backwater valve. Civil sheets 2 and 3 do not show the point of connection for the water and waste systems near the building. Sheet 2 shows a significant gap between keynotes #14, #16, #18 and the actual building. Please address. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 7. Response states, "Discussed with architect and that is not a rated wall," yet sheet A2.1 clearly shows the walls separating stairway #1 and classroom #1 as a 1-hour fire rated partition. Sheet M2.1 shows mechanical registers penetrating this wall. Please provide fire dampers to these penetrations. I Sheet A2. I shows the walls surrounding stairway #1 as a 1-hr fire rated wall which duct registers on sheet M2. I are shown penetrating without the use of the proper fire/smoke dampers. Also, Slit. M2.2 (2nd floor mechanical plan) was not provided with this set. I Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) dampers and/or shaft protection and identify installations on the mechanical plans themselves. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGV il A SAFEbuiItCompany DATE: JAN. 31, 2019 JURISDICTION: CARLSBAD U APPLICANT U JURIS. PLAN CHECK#.: CBC2018-0655 PROJECT ADDRESS: 2600 CARLSBAD BLVD. SET: II PROJECT NAME: ARMY NAVY ACADEMY - STUDENT CENTER ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. PLEASE SEE BELOW LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JOHN DODGE Telephone #: 619-930-9830 Date contacted: (by: ) Email: johntdodgedesigngroup.com Mail Telephone Fax In Person REMARKS: Please see attached for remaining items from previous list. By: ALl SADRE, S.E. Enclosures: EsGil 1/23 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBC20 18-0655 JAN. 31, 2019 GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring IWQ corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. PLANS on Sht. SI.0, revise Concrete Note #1, to state that mm. concrete compressive strength at 28 days is F'c = 3,000 psi, instead of 2,500 psi, as noted. Table 1808.8.1. This was not done, as per response list. City Policy requires their Special Inspection Agreement Form be completed, signed & returned to the City. MISCELLANEOUS Please see attached for P/M items. The jurisdiction has contracted with EsGil at 9320 Chesapeake Dr., #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALl SADRE, S.E. at EsGil. Thank you. PLUMBING AND MECHANICAL COMMENTS PLAN REVIEW NUMBER: cbc18-0655 SET: II PLAN REVIEWER: Connor Reuss PLUMBING (2016 CALIFORNIA PLUMBING CODE) Please provide a Utility Plan within the Civil plans upon next submittal. Please show the location of all manholes, their corresponding rim and invert elevation, and the finished floor elevation. I For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0: Mandatory: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. CARLSBAD CBC2018-0655 JAN. 31, 2019 Regarding the women's bathroom, sheet P2.2 shows a 4" waste down to the 1st floor yet sheet P2.1 shows a 2" waste pipe at the same location. Please address. I Please show the sizes of each waste pipe shown on sheet P2.1 and P2.2. No pipe (vertical or horizontal), leader, or gutter sizing calculations were provided in sheet 2 of 6 of the civil drawings. Please review CPC Tables 1101.8, 1101.12, and 1103.3 and provide the proper sizing calculations on sheet A2.3 I Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1106.0. Sheet P4.1 and sheet P3.1 do not show the proposed gas pipe size. Please specify what size gas line is to be used. I Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. CPC 1216.0. Item not addressed. Water hammer arrestors are required when flush valves WCs are proposed. I All water supply systems that have quick closing valves installed therein (washing machines, flush valve fixtures, etc.) shall have devices installed as close to the fixtures as possible to control the effects of water hammer. Please detail. CPC 609.10. MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Sheet A2.1 shows the walls surrounding stairway #1 as a 1-hr fire rated wall which duct registers on sheet M2.1 are shown penetrating without the use of the proper fire/smoke dampers. Also, Sht. M2.2 (2nd floor mechanical plan) was not provided with this set. I Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) dampers and/or shaft protection and identify installations on the mechanical plans themselves. Sheet M2.2 (2nd floor mechanical plan) was not provided with this set. Please provide upon resubmittal. I The Title 24 energy calculations on sheet M4.1 state that heat pump HP-1 is supplying 686 CFM of outside air and heat pump HP-2 is supplying 551 CFM of outside air, yet the heat pumps have no duct work and the indoor fan coils have no ducting to the outside (keynote #3 on sheet M2.2 that discusses outside air is never used). Please address. Sheet M2.2 (2nd floor mechanical plan) was not provided with this set. This comment will be checked upon the submittal of sheet M2.2 I Please provide an access detail for the attic fan coils on sheet M3.1 per CIVIC 304.4. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGi[,-~ V/ ! A SAFEbui(ttompany DATE: DEC. 05, 2018 JURISDICTION: CARLSBAD O APPLICANT U JURIS. PLAN CHECK #.: CBC2018-0655 PROJECT ADDRESS: 2600 CARLSBAD BLVD. SET:! PROJECT NAME: ARMY NAVY ACADEMY - STUDENT CENTER ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JOHN DODGE Telephone #: 619-930-9830 Date contacted: (by: ) Email: iohndodqedesiQnQroup.com Mail Telephone Fax In Person LI REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 11/27 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC20 18-0655 DEC. 059 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0655 PROJECT ADDRESS: 2600 CARLSBAD BLVD. CONSTRUCTION = V-B; SPRINKLERS = YES; STORIES =2; HEIGHT = 33'; AREAS: = 2,616; 2ND = 1,680'; OCCUPANCY: B (EDUCATION ABOVE 12TH GRADE)! E (EDUCATION- UNDER 12TH GRADE)! SI (STORAGE); DECK = 480 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 11/27 DEC. 05, 2018 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC20 18-0655 DEC. 059 2018 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? 0 Yes 0 No PLANS 4. Sheet S1.3, as per content of the plans is missing in the Sheet Index on GI. 5. On Sheet Al. 1, under Site Plan Legend, 1st Box, last note, complete references to X/A.X. 6. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 7. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. Section 11 B-502.8.2. The sign shall be 2:17" x 22" with lettering not :5I" in height. The required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or special license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at _ or by telephoning ." Revise Note 1-C, on Sheet G2 accordingly. 8. Show, or note, on the plans that accessible urinals meet the following requirements, per Section II B-605: Add to detail on bottom left corner. Sht. G2: The rim of at least one urinal shall: i) Project at least 13%" from the wall. The control mechanism is to be located 44" above the floor. 9. Show that the water closet is located in a space which provides: Show 60" between the sink and the wall adjacent to the WIC on Sheet G2: a) A clear space in front of the water closet measuring 60" wide by 48" in front. Section 1I13- 604.3.1. Seethe following figures. i) Please notice that the 28" clearance required in the previous code (between the water closet and the lavatory) has been changed to a 60" clearance as shown in the figure. CARLSBAD CBC20 18-0655 DEC. 059 2018 CENTERLINE OF FIXTURE CENTERLINE OF FIXTURE 18U MIN. /6ITOEDCEI1 __IrT iI FLUSH OWATCR - ACTIVATOR CLOSET = ON WIDE LO SIDE ui / 18" _\ 32MIN MIN. \CLEAR CLEARANCESAT WATER CLOSET: 10. The window designations on Sht. A2.1, do not match what is noted on Sht. A8.2. II. Specify tempered glass in windows less than 5' to stairs & landings. Sec. 2406.4. 12. On detail 1/A9.2, clearly dimension 60"40" landing for door 2H. Similarly, for that on Sheet A2.2. CBC, Fig. 11 B-404.2.6(a). CARLSBAD CBC2018-0655 DEC. 059 2018 13. On detail 14/A7.0, specify Braille is required under text descriptors. Also, show that Braille is flush left, or centered with the text, as opposed to bottom right corner, as depicted. Sec. 11 B-703.3.2. STRUCTURAL 14. Note on plans that surface water will drain away from building. The grade shall fall a minimum of 6" within the first 10'. Section R401.3. 15. City Policy requires a soils report for this project. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Please do not resubmit without a soils report. 16. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and C) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 17. Provide a letter from the soils engineer confirming that the foundation/ grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the plans. 18. Please label the pad footing on Sheet S2.0, near grid point A-4. 19. City Policy requires the attached Special Inspection Agreement Form be completed, signed and returned for this project. 20. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Alternatively, add trusses to the list of deferred items on the title sheet of the plans. 21. Please provide evidence that the engineer-of-record has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC, Sec. 107.3.4.1. 22. Please specify the concrete minimum F'c = 3,000 psi. Table 1808.8.1. Concrete Note #1, Sheet SI.0. MISCELLANEOUS 23. Please see attached for P/M!E items. 24. The jurisdiction has contracted with EsGil at 9320 Chesapeake Dr., #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALl SADRE, S.E. at EsGil. Thank you. CARLSBAD CBC20 18-0655 DEC. 059 2018 PLUMBING AND MECHANICAL COMMENTS PLAN REVIEW NUMBER: cbc18-0655 SET: I PLAN REVIEWER: Connor Reuss PLUMBING (2016 CALIFORNIA PLUMBING CODE) 25. For backwater valve review, please show the upstream sewer manhole rim and finished floor elevations. CPC 710.0 Mandatory: Fixtures installed on a floor level below the next upstream manhole cover require backwater protection. Provide calculations to show compliance with CPC 422.0 and Table 422.1 "Minimum Plumbing Facilities" using the occupant load CPC Table "A". Please include the occupancy classification and the number of occupants. Please show the sizes of each waste pipe shown on sheet P2.1 and P2.2. Please review the proposed vents sizing per CMC 904.1: Individual fixture: Vents are required to be no less than I VI' or not less than half the size of the waste pipe it is venting. Overall BuildinQ Sewer: For each drainage piping system connected to the public sewer that is vented by one or more vent pipes, the combination of the cross-sectional area of all vents that terminate through the roof cannot be less than the cross-sectional area of the largest waste pipe in the drainage system. Note: The cross-sectional area of a 4" diameter waste pipe is 12.57". The cross-sectional area of 2" diameter vent pipe is 3.14". CMC 904.1 Include the main and overflow roof drainage design: Roof area, rainfall rate, pipe sizing, and drain locations on the plans. CPC 1106.0 Specify if there is a mop sink in the storage closet on the 2' floor. If there is not, please remove the "MS-I" on sheet P3.2. Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. CPC 1216.0 All water supply systems that have quick closing valves installed therein (washing machines, flush valve fixtures, etc.) shall have devices installed as close to the fixtures as possible to control the effects of water hammer. Please detail. CPC 609.10 All domestic hot water piping to have the following minimum insulation installed: V2" pipe (1/2" insulation); W pipe (I" insulation); I"-I 1/2" pipe (I 1/2" insulation). CPC 609.11 & ES 150.00) CARLSBAD CBC20 18-0655 DEC. 059, 2018 MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Sheet M2.1 shows a horizontal bathroom exhaust fan terminate above the outdoor condensing units. Detail #6 on sheet M3.1 shows the air out of the condensing unit directly up. This will not allow the exhaust to work properly. Please correct design. Please provide smoke detection in the supply air duct of any "air-moving system" (equal to or greater than 2,000 cfm) to shut-off the equipment for smoke control. CMC Section 608.1 An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. Note: Fan coil #1 and fan coil #2 are both shown to supply air to the lobby. Review with the architect the locations that require (fire/ceiling radiation/or fire/smoke) dampers and/or shaft protection and identify installations on the mechanical plans themselves. Specify what is to be stored within each storage room. An exhaust system may be required. The Title 24 energy calculations on sheet M4.1 state that heat pump HP-1 is supplying 686 CFM of outside air and heat pump HP-2 is supplying 551 CFM of outside air, yet the heat pumps have no duct work and the indoor fan coils are no ducting to the outside (keynote #3 on sheet M2.2 that discusses outside air is never used). Please address. Please provide an access detail for the attic fan coils on sheet M3.1 per CMC 304.4. Specify compliance with CMC 603.4.1 for length limitations for factory made flexible air ducts (6) and use (not to be used for rigid elbows or fittings). Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Provide a single line diagram for the new service. Include the following information: CARLSBAD CBC20 18-0655 DEC. 059 2018 Specify the Utility fault current available at the service equipment and the service AlC ratings. Emergency illumination is required to be installed in electrical equipment rooms. Please provide. CBC 1008.3.3 CEC 700.16. Egress (emergency back-up) lighting is required for exterior landings of required exit doors/exterior stairways located at other than the level of exit discharge. Please add to the plans. At least (1) convenience receptacle outlet shall be installed within 50' of the electrical service. CEC 210.64. A minimum overhead clearance distance of 6' shall be maintained above electrical equipment (panels, distribution boards, MCC, and Services). Please review the plans. CEC 110.26(E). ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) Please provide Local control, Multi-level Control, Shut-Off Control, Daylighting Control. ES 130.1. Each floor, each space (not exceeding 5,000 square feet), and each type (general, display, and ornamental) of lighting shall be individually capable of being automatically shut-off when the building is unoccupied. Include the control design. Automatic time switch control requires a 2-hour override. ES 130.1(c). Occupancy controls are required to shut off all lighting in classrooms of any size. ES 130.1(c)5 Generally, automatic daylighting control with multilevel lighting ability is required for general lighting in daylit zones. Please provide the locations and control design. ES 130.1(d). Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed. CARLSBAD CBC20 18-065 5 DEC. 05, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0655 PREPARED BY: AL! SADRE, S.E. DATE: DEC. 05, 2018 BUILDING ADDRESS: 2600 CARLSBAD BLVD. BUILDING OCCUPANCY: B/81/E; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) EDUCATION 4296 BALCONY 480 Air Conditioning Fire Sprinklers TOTAL VALUE 537,893 Jurisdiction Code 1GB IBy Ordinance I 1997 UBC Building Permit Fee v 1997 UBC Plan Check Fee Type of Review: o Complete Review o Structural Only Repetitive Fee Repeats Other Hourly Hr. @ * EsGil Fee 1,312.27 Comments: Sheet 1 of 1 '4 . CITY OF CARLSBAD FIRE PREVENTION BUILDING PLAN CHECK FIRE PREVENTION BUREAU FIRE DEPARTMENT 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 1/17/19 PROJECT NAME: ARMY NAVY ACADEMY - NEW CLASSROOM STRUCRCEIvED PROJECT ID: JAN 182019 PLAN CHECK NO: CBC20I8-0655 ADDRESS: 2600 CARLSBAD BL CITY OF C?ARLSBAD BUILDING DIVISION This plan check review is complete and has been APPROVED by the FIRE PREVENTION Division. By: DENNIS GRUBB & ASSOCIATES A Final Inspection by the FIRE PREVENTION Division is required Z Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Dennis Grubb 951-772-0007 dennis@dassocates.or Dennis Grubb&. Associates, LIC Date: January 7, 2019 I. 6560 Van Buren Blvd., Suite B Riverside, CA 92503 Regarding:. Army a nd Navy Academy 2600.Carlsbad Blvd. Carlsbad, CA 92008 Carlsbad. PC Number: CBC2018-0655 The intended use.'óf the structure mentioned above is a Classroom for more tlan 6 students Upr to the 12t1 Grade. The.space will also serve as a classroom for students of adult age. The movable partition walls are for combining the two smaller classrooms into a larger classroom. Al seating and table arrangements are loose and can be I arranged into many configurations. The. exiting requirments far both configurations have been analyzed using square footage factor based on CBC Table 1004.1.2. Though the net area is allowed to be used; since seating arrangements can be reconfigured, the m conservative gross floor area was used for .th39iirernents. FrJ(Monteleo) Board of Trustees . MOD.RNFOL1Y A IRMA Cornpoy Reference: Class A Fire Rated Materials To Whom It May Concern, The combustible components of the Modernfold Acoust i-Seal 900 series panels that require classification have been tested and qualified under ASTM E84. They maintain a Class "A" Flame Spread Index of 0-25 and Smoke Developed Index of 0-125. These ratings apply to standard Modernfold materials. Modernfold cannot certify COMs (Customer's Own Materials) classifications; this is the responsibility of the customer. MDF panel skins are excluded. One-hour fire rated models 911 and 012 are constructed according to. Underwriters Laboratory file R8498 procedures. If UL certification is required, it must be specified at the time of order. Sincerely, MODERNFOLD, INC. Brad Jonêj Direct or of Engineering / Purchasing Modernfold Inc. 215 West New Road Greenfield, Indiana 46140 Telephone: 800-869.9685 Fax: 866-410-5016 Internet: www.modernfold.com A DORMA Group Company SOUTHWEST RESEARCH. INSTITUTE® 6220 CULEORA RD. 78230-5168 • P.O. DRAWER 28510 78228-0510 S SAN ANTONIO. TEXAS, USA • (210) 684-5111. •. WWW.SWRI.ORG CHEMISTRY AND CHEMICAL ENGINEERING DIVISION FIRE TECHNOLOGY DEPARTMENT WWW.F!RE.SWRI.ORG FAX(210) 522-3377 ci ASTM E 84 .10 INVESTIGATION OF THE SURFACE BURNING CHARACTERISTICS OF A NOMINAL 0.018-IN. THICK JACQUARD WOVEN WALLCOVERING, ADHERED TO,0.5-IN. THICK GYPSUM WALL- BOARD USING DYNAMITE iii ADHESIVE MATERIAL II): F-0192279 FINAL REPORT Consisting Of 5Pàges SwRI! Project No: 01.16045.01.032. TestDate: November 3, 2010 Report Date: November 30,2010 Prepared for: VALDESE WEAVERS 1000 PERKINS ROAD, SE. VALDESE, NC 28612 .Prepared by: 44.1 Anthony-L. Sauceda Group Leader Material Flammability Section Appioved,by: Matthew S. Blais, Ph.D. Director Fire Technology Department this report is for the information of the client. It may be used in its entirety for the purpose of securing product acceptance from duly constituted approval authorities. This report shall not be reproduced except in full, without the written approval of SwRL lieither this report nor the nanieof the Institute shall be used in publicity. oradvertislng. HOUSTON. TEXAS (713) 977-1377 0 WASHINGTON; 06(301)881-0226 INTRODUCTION This report presents the test results for a specimen submitted by Valdese Weavers, located in Valdese, NC, and tested at Southwest Research Institute's (SwRI's) Fire Technology Department, located in San Antonio, Texas. The test is conducted in accordance with the procedure outlined in ASTM E 84 - 10, Standard Test Method for Surface Burning characteristics of Building Materials (NFPA 255, ANSI/UL 723 and UBC 8-1). This test method is applicable to exposed surfaces, such as ceilings or walls, provided that the material or assembly of materials, by its own structural quality or the manner in which it is tested and intended for use, is capable of supporting itself in position or being supported during the test period. The test is conducted with the material in the ceiling position. The purpose of this test method is to determine the relative burning behavior of the material by observing the flame spread along the specimen. Flame Spread and Smoke Developed index are reported. However, there is not necessarily a relationship between these two measurements. This standard should be used to measure and describe the response of materials, products, or assemblies to heat and flame under controlled conditions and should not be used to describe or appraise the fire-hazard or fire-risk of materials, products, or assemblies under actual fire conditions. However, results of the test may be used as elements of a fire-hazard assessment or a fire-risk assessment which takes into account all of the factors which are pertinent to an assessment of the fire hazard or fire risk of a particular end use. Test specimens are conditioned as appropriate in an atmosphere maintained between 68 and 78 °F and 45 to 55% relative humidity. Immediately prior to the test, the specimen is mounted in the furnace with the side to be tested facing the test flame. Cement board is placed on the unexposed side of the specimen to protect the furnace lid assembly. Sometimes, because of the nature of the material undergoing testing, additional support (e.g. wire, wire and rods, rods, and/or bars) is used to ensure that the specimen will remain in position during the test. The use of supporting materials on the underside of the test specimen may lower the Flame Spread index from that which might be obtained if the specimen could be tested without such support, and the test results do not necessarily relate to indices obtained by testing materials without such support. The flame front position and light obscuration are recorded throughout the 10-minute test and used to calculate the Flame Spread and Smoke Developed indices. The temperature at 23 ft is also recorded. The Flame Spread and Smoke Developed indices reported herein are relative to the results obtained for mineral fiber-reinforced cement board and select grade red oak (moisture content between 6 and 8%). The mineral fiber-reinforced cement board is the calibration material used to obtain 0 values for Flame Spread and Smoke; red oak decks are used to obtain 100 values for Flame Spread and Smoke. The results apply specifically to the specimens tested, in the manner tested, and not to the entire production of these or similar materials, nor to the performance when used in combination with other materials. Two model building codes (2009 International Building Code®, Chapter 8 Interior Finishes, Section 803 Wall and Ceiling Finishes; NFPA 5000, Chapter 10 Interior Finish, Section 10.3 Interior Wall or Ceiling Finish Testing and Classification) classify materials based on the Flame Spread and Smoke Developed indices. For reference purposes, the classification criteria are listed below: Classification Flame Spread Index Smoke Developed Index A 0-25 0-450 B 26-75 0-450 C 76-200 0-450 Valdese Weavers 2 SwR1 Project No: 01.16045.01.032 ASTM E 84-10 REPORT CLIENT: VALDESE WEAVERS SWRI PROJECT NO.: 01.16045.01.032 TEST DATE: NOVEMBER 3, 2010 DAILY TEST NO.: 1 DESCRIPTION OF SPECIMEN DATE RECEIVED: October 11, 2010 MATERIAL ID:* F-0192279 DESCRIPTION: Jacquard woven wallcovcring with a latex compound backing COMPOSITION:* 47% polyester, 35% olefin, 18% recycled polyester THICKNESS: 0.018 in. (nominal) UNIT WEIGHT: 8.77 oz/yd2 (nominal) COLOR: Beige (*Natural Color) SUBSTRATE:* 0.5-in, thick type X gypsum wallboard ADHESIVE:* Dynamite 111 Heavy-Duty Clay adhesive SPECIMEN SIZE: Three panels, 24.0 in. wide x 96.0 in. long PREPARED BY: SwR1 staff on October 26, 2010 CONDITIONING TIME: 7 days at 70°F and 50% relative humidity * From Client's material description and/or instructions Valdese Weavers 3 SwR1 Project No: 01.16045.01.032 ASTM E 84-10 REPORT CLIENT: VALDESE WEAVERS SWRJ PROJECT NO.: 01.16045.01.032 TEST DATE: NOVEMBER 3, 2010 DAILY TEST NO.: 1 TEST RESULTS FLAME SPREAD INDEX (FSI): 20 SMOKE DEVELOPED INDEX (SD!): 50 TEST DATA UNROUNDED FSI: 22 UNROUNDED SD!: 49.6 FS*TIME AREA (Ft*Min): 42.8 SMOKE AREA (%*Min): 46.5 FUEL AREA (OF*Min): - 5398 OBSERVATIONS DURING TEST IGNITION TIME (Min:Sec): 00:22 MAXIMUM FLAME FRONT ADVANCE (Ft.): 4.5 TIME TO MAXIMUM ADVANCE (Min:Sec): 0:39 MAXIMUM TEMP. AT EXPOSED TC (°F): 589 TIME TO MAXIMUM TEMP. (Min:Sec): 10:00 TOTAL FUEL BURNED (Cu. Ft.): 52.0 DRIPPING (Min:Sec): 00:43 FLAMING ON FLOOR (Min:Sec): None AFTERFLAME TOP (Min:Sec): None AFTERFLAME FLOOR (Min:Sec): None SAGGING (Min:Sec): None DELAMINATION (Min:Sec): - None SHRINKAGE (Min:Sec): None FALLOUT (Min:Sec): 00:43 CALIBRATION DATA RED OAK SMOKE AREA (%*Min): 82.1 RED OAK FUEL AREA (°F*Min): 8499 GRC BOARD FUEL AREA (°F*Min): 5340 Valdese Weavers 4 SwR1 Project No: 01.16045.01.032 F' ASTM E 84-10 REPORT CLIENT: VALDESE WEAVERS SWRI PROJECT NO.: 01.16045.01.032 TEST DATE: NOVEMBER 3, 2010 DAILY TEST NO.:1 100 75 C 0 50 .0 0 C) 25 LIGHT O :j4IJ I [I] N., ILJRiUUR__ Red Oak -- Specimen ' Red Oak -- Specimen 0 1 2 3 4 5 6 7 8 9 10 Time (Mm) Valdese Weavers 5 SwRT Project No: 01.16045.01.032 Army Navy Academy - Student Center 2600 Carlsbad Boulevard Carlsbad, CA 92008 Structural Calculations - 18222 0 c1 Quails Engineering Structural Engineering Services Schuss-Clark-Brandon Architects, Inc. 9845 Enna Road, Suite 205 San Diego, CA 92131 Phone: 858 578-2950 Quails Engineering Sheet Structural Engineering Services Project: Army Navy Academy Job #: 18222 Engneer Andrew Lelia Date: DESIGN BASIS GOVERNING CODE: 2016 CBC CONCRETE: Pc = 2500 PSI (MINIMUM) REINFORCING STEEL: ASTh(A615, F7 =60 KSI STRUCTURAL STEEL: ASTM A992, Fy =50 ksi ("W" SHAPES ONLY) ASThI A36, Fy =36 ksi (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTh[ A500, GR B, Fy = 46 ksi (STRUCTURAL HSS TUBES) SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2016 CBC. ENGINEERED WOOD BOISE CASCADE OR EQUIVALENT BCI WOOD "I' JOISTS - ICC-ESR 1336 BC VERSALAM 2.OE/LVL/LSL - ICC-ESR 1040 PROJECT SCOPE Project consists of a proposed approximate 4,500 square foot two story student center- with covered deck located at 2600 Carlsbad Boulevard, Carlsbad, CA 92008. The proposed student center is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, 2x stick framed roof, and typical slab on.gtade.with turned down footings. There has not been a soils report provided for this project therefore the foundation design will be based on minimum soils values per 2016 CBC chapter 18. Quails Engineering Structural Engineering Services Sheet: Z. Project /414&M Y AJ4.IY ACb4?Th4IfY Job #: )tz&t Engineer: AIL-K&&..) LEt 7WI Date: Desi2n Loads: Pitched Roof: Floor. Dead Load (DL) Roofing 10.0 psf 1/2" Plywood 1.8 psf Truss Framing 4.0 psf Insulation 0.5 psf 1/2" Gyp. Bd. 22 psf Mech./Elec. 0.5 psf Misc. 1.0 psf DL E= 20.0 psf Live Load (IL) IL 20.0 psf (Reducible) E DL + LL 40.0 psf. Dead Load (DL) Flooring 9.0 psf 3/4" Plywood 2.3 psf Framing 2.0 psf Insulation 0.5 psf 5/8" Gyp. Bd. 3.0 psf Mech./Elec. 1.5 psf Misc. 1.7psf DL = 20.0 psf Live Load (LL) LL 40.0 psf DL + LL =. 60.0 psf Deck Dead Load (DL) Dex-O-Tex 6.0 psf 3/4" Plywood 2.3 psf Framing 3.2 psf 5/8" Gyp. Bd. 3.0 psf Misc. 5.5 psf DL F_= 20.0psf Live Load (IL) LL = 60.0 psf EDL+IL= 80.0 psf Walls: Stud Walls Exterior Walls 15.0 psf Interior Walls 7.0 psf Stair Corridor. Dead Load (DL) Flooring 9.0 psf 3/4" Plywood 2.3 psf Framing 2.9 psf 5/8" Gyp. Bd. 3.0 psf Misc. 2.8 psf DL '20.0 psf Live Load (LL) = 80.0 psi ZDL+LL= 100.0 psf Allowable Soils Bearing Pressure: ASBP =1,000 psf ® 12 inches below lowest adjacent finished grade Seismic: Site Class: D Ss = 1.169 Fa = 1.033 SM = 1.207 SOS = 0.805 S1 = 0.449 Fv = 1.550 SMI = 0.696 SDI = 0.464 Response Redundancy Cs Cs Occupancy Importance Mod. Factor Factor, SDs/(R/I) S0s/(R/1) Category Factor, I R rho (LRFD) (ASD) II 1.00 6.5 1.3 0.161 .0.115 Wind Load: (ASD) Basic Wind Speed: 110mph Exposure: C Importance Factor 1.00 P = (0.6) Lambda xKxIxP,0 Lambda = 1.35 14.3 psf 1< 1.0 P,0= 17.7 Components & Cladding P = (0.6) Lambda x K, xix P,,0 P,,0 27.2 P= 22.0 psf Quails Engiieering Sheet: 3 Structural Engineering Services Project: fl rn h i v c oô e rj job #: i82-2.2-. Engineer,-B tiflqotIç Date: Vertical Design LeveL -Roo f DL =__Z c psf LR =2D psf LL = psf Member: R P - )41 RL= lbs R= 9L51 lbs Vmax 250 Is M= 70 ft-lbs Iiieqd = 2o j4 Use: 91 e..)6 "o Va. 2c&i lbs Mjj= ft-lbs 1= - j4 WI= N33CQc'420 SSPLF W2 = PI= -'LQ-9y- I" f,,3q:zC;, Pl= Use: ) 3/LV 1- V. 0 lbs V= 'L Is Mmax = L4 I 10 ft-lbs Ma11 = 9 0 ft-lbs Ireqd = I0 _in4 I = 214 L j4 w1= C220TO?LF W2= Pi= Use: J2LsO. = 10 0 lbs Va11 S20 6 lbs M. = 3 CD ft-lbs Mjj =J1 152- _f-lbs I_1 = _j4 I = I I I W,= W2= PI= P2= Use: V =24 23 lbs V211 = lbs ft-lbs Lq'd 19 LA I = 2 L4 j4 Member: i R -2 TITTrThT. RL= ILj30 lbs RR= fl5 lbs Member: PR-3 1' 725' RL= 9c lbs __lbs Member: B -i =2615 Is RR='2$ lbs Quails Engineering Sheet: LI Structural Engineering Sesv.ices. Project: Ar'.iw.'r A14 Job #: /8 Z L 2. Engineer_____________________ Date: Vertical Design Level: _______________ DL = 2-0 psf LR = 2O psf LL = psf Member: 1 — W1 1' 1' p3; 1 f se: V. = 7-1 SD Is Vu = 2.75b lbs = — ft-lbs Ma11 = — ft-lbs 9_70 lbs Lq'd — iii I = j4 Member:P9-3 EreYCcJJC. 4' Pl= r r q %yO) .1 I aln ppr Use:sILDrtI 76 y 2- = 3$1 Is Vaii = 5 2 S lbs & = 22 5 Is M = ft- Ma =1 ' oct ft-lbs R=Sl lbs Iaqd — __in4 j4 Member:RP—L, S Trci. .pRebcor Io3 P2= use. 4) PFt C I Vmax = tI S lbs Va11 = JL 0 lbs & = S i c Is M =_31 S C) ft-lbs Man .= I ? t) L ft-lbs Rat = lbs Leq•d = 7 C) iii4 I = 97 j4 Member: = lbs RR lbs W,= W2= Pl= P2= Vmax lbs Mmax _____________ft-lbs Leqd = j4 Use: Va11 lbs Ma11 = ft-lbs 1= j4 Quails Engineering Structural Engineering Services. Sheet: S' Project: I1rn 1'-Icts s4 JCô t? L~4 Job #: I.22-2. Engineei B-6 a r' Date: Vertical Design LeveL 1oôc DL = 2o psf LR = 2o psf LL = psf Member: R H 4Lj!Lj RL= 272 lbs RR= 1(,O lbs Yam = 27 15_lbs ft-lbs Inq'd = LI Use: R PF-Sd! V= 7L444 Is ft-lbs 0/ 1= -ôO in4 WI = 2tcPLF W2= P1= Re -ioc 1c)rr :- P2— Member: _R H - -i '=' °' .1 vy-aen t20+0 3/ 2= 1 Use:________ & = Is bs V = lbs = 5'L4LS. lbs ¶t-lbs VIa11= 9)3 ¶t-lbs R Member: W1= W2= 'T P= I I RL= lbs RR lbs Member. " ibs lbs WI= W2= P1 = P2= Vmx = lbs Mmax _____________ft-lbs Irq'd = j4 Use: Vaii .lbs ft-lbs 1= j4 Use: Vjj= Is Ku ft-lbs 1= j4 V = lbs Mniax = ft-lbs liq'd = j4 Quails Engineering Structural Engineering Services Sheet: (i Project: f y in 1 J Miii \ C n e Job #: ' 2.2- Engineer 'Bytfl QL2Ci115 Date: Vertical Design LeveL VIooY = 20 psf Lg = psf LL = () psf Member: !-T--i_. W1= I53f C2o+L) OPLF• W2= P= I P2= Use: t',CflL 60 aI("cDC V = 76 C> lbs V311 = I 11 5 lbs RL = CD 1b 1%4..= 3 ' I C) ft-lbs IVIA = 7 i-i t () ft-lbs R=--] 60 lbS Iieqd 12-G j4 1= 1170. j4 Member. _FH Wj C1,9 /2 .75/): 775PL F. Use: W 1213C,c1-ccJt3orn V = 7(o5r lbs V1j = Is R1. = .7 6 5 . lbs = ft-lbs II Mij = — ft-lbs = 7 lbs Iicqd = . I j4 . Member. —F . S r'cYccc... 53IOi P2= Use: _)Ii5oSkc.j3eorr). g. 51 V = / lbs V311 = lbs — ft-lbs . M = — ftI, = . Jl 3 . lbs L3qd = - j4 Member: _fl33 Ersc 0-1 c w 'p w1= 16'Y12 ,Lc.2.oi.60:) 106 PL 4' P1= e 'Ci fl fl - 2)Y 2.: 7 Use: W LjSJcd l3 1C 0 p l L4 V = 1() 1 '1 ( . lbs V311 = lbs R. 14ax = — ft-lbs Mu = ft-lbs RR = 1 .0 I (' Is Leq•d = — _k4 = in4 * Sec. ineck Quails Engneering Structural Engineering Seivaes. Sheet: '7 Project: )'r rnj )Ov Ac c tf 1Yj Job ii Engineei Yiô Uô I Date: Vertical Design LeveL F1ccv DL= 1O psf LR=_psf _____ LL= L 0 psf .16c.PIF W1= I9/(201L46) +9/2o.i6o):13 30PLF P 111 flLF2) :4L2-O: 54 01@ pl-'R CRW,.)l. LI1LIL7+ RLH.0...1.41+31281 : 12515* P2RI2)9,+RrCHO: I391 tir Use: IA) 9 14 TVFL ___________ V. = lbs ii V = lbs MemberF?i - 2. W241 37~i3lSil 13 & = °_lbs ft-lbs ft-lbs RR= '°'4• lbs Leqd - j4 1= - j4 Member. _fl3-5 + ee FreycaiëJ VPIIVW1= )2"/n.C.2.o- 4-3S1)5 133 Pt-F ¶'. i W., C .2 (3 VIO) f-J-2 5,14 S A,= i TT.. R= 57 5_9 Is Member. FB—C II Sc Erycac, Pi Wi=J6 11 /i2.i C2.0-i-0): I3 PF• V = 7-5 't3 pi- f31h,u .9/,cOfgo:$4. :flZ5 II ______________ fl?' lbs V RL = L 4 lbs =- ft-lbs ___lbs I= - in4 Member _D7- I W1= I /12(4o): Io/P.F Vii= ?3iO lbs Ma 2-o5 ft-lbs 1= ()O j4 j2) _ RL= V=V syI lbs M. ft-lbs Iiqd = j4 '-. _J I I.I I I I fl •I ) V.H= 1I RL45 lbs Ma11 __ 3%gy3 ft-lbs ?32 1ii4 121 _12 WE___lbs _____lbs _____ft-lbs =IA 8--lbs =50 in4 Use: J3iL I I (7/g L1 L oil' r— V = Sqso Is C4 IA AU ____ft-lbs 1= in4 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer: AL Project ID: 18222 S Project Descc Span = 20.50 It Printed: 21 NOV 2018. 8:32AM Si •• • • Fde= E:DrôpbeAPc0i&JO-118222-1CALCUL-11ARMYNA-tEc6 • ., .earn.• 5 5 ••• ENERCAIC. INC. Description: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties. Analysis Method: Allowable Strength Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load 'Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.330 ft Point Load: D =2.875, Lr = 2.875 k, Starting at: 10.250 ft and placed every 0.0 ft thereafter DESIGN-SUMMARY . . .. Maximum Bending Stress Ratio = . 0.781: 1 Maximum Shear Stress Ratio = 0.046:1 Section used for this span HSS8x4x318 Section used for this span HSS8x4x3I8 Me: Applied .33.703k-ft Va : Applied 3.701 k Mn / Omega: Allowable 43.154k-ft Vn/Omega : Allowable 80.208 It Load Combination .5 40+Lr4l Load Combination 4O+Lr+H Location of maximum on span . 10.250ft Location of maximum on span 0.000 ft Span # where maximum occurs . Span #1 Span # where maximum occurs Span #1 Maximum Deflection S Max Downward Transient Deflection 0.587 in Ratio = . 418 >=360 Max Upward Transient Deflection 0.587 in Ratio = 418 >=360 Max Downward Total Deflection 1.241 in Ratio = 198 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses-for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnxl0mega 4041 S Dsgn. L= 20.50 ft 1 0.407 0.025 17.57 17.57 72.07 43.15 1.00 1.00 1.99 133.95 80.21 +0414H Dsgn.L= 20.5011 1 0.407 0.025 17.57 17.57 72.07 43.15 1.00 1.00 1.99 133.95 80.21 4D91rsH Dsgn.L= 20.5011 1 0.781 0.046 33.70 33.70 72.07 43.15 1.00 1.00 3.70 133.95 80.21 4040.7501.r40.7501,41 Dsgn.L= 20.5011 1 0.688 0.041 29.67 29.67 72.07 43.15 1.00 1.00 3.27 133.95 80.21 Overall Maximum Deflections Load Combination Span Max. -'Dell Location in Span Load Combination Max. e. Dell Location in Span .04J4H 1 1.2411 10.309 0.0000 0.000 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 3.701 3.701 Overall MINimum 1.710 . 1.710 4041 1.991 1.991 40+141 1.991 1.991 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Pmject Title: Army Navy Academy Engineer: AL Project ID: 18222 Project Descr I we blOCK Line 0 Printed: 21 NOV M18. 8:32AM So i B ee1 earn . . .. . . . . . . RI=E:DroPle1118222.-1tCALCUL-ftARMyNA-tEC6 ENERCALC INC 1983.2017 BU8d 101712.10 Ver6.18 531 KW-06009442 EngineeringLic. Licensee : Qualls Description: RB-2 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 4041J4H 3.701 3.701 4D40.750Lr90.750L4H 3.274 3.274 DOnIy 1.991 1.991 LrOnly 1.710 1.710 I. Only H Only Quails Engineeiing Project Title: Army Navy Academy ? b 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 Encinitas, CA 92024 Project Descr Printed: 21 NOV 2018, 8:48M1 Beam File = 17.12.10. VOE6. Descilption: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 Ps! Wood Grade : No-1 Fv 170.0 psi Ft 675.0 Psi Density 31.20pc1 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads . Service loads entered. Load Factors will be applied for calculations.. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: 0 = 0.160, Lr = 0.160 k/lt, Extent = 7.50 ->> 19.50 ft Varying Uniform Load: 0= 0.0-0.120, Lr= 0.0-4.120 kilt, Extent = 0.0->> 7.50 ft Point Load: 0 = 0.60, Ii = 0.60k, Starting at: 7.50 ft and placed every 0.0 ft thereafter Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.588: 1 Maximum Shear Stress Ratio 8x14 Section used for this span 978.72psi lv : Actual 1,665.56p51 Fv : Allowable 4D4Lr4H Load Combination 9.109111 Location of maximum on span Span #1 Span # where maximum occurs 0.239 in Ratio = 980 >=360 0.000 in Ratio = 0<360 0.506 in Ratio = 462>=180 0.000 in Ratio = 0<180 = 0.223:1 8x14 = 47.40 psi = 212.50 psi 4O4Lr4H = 18.432ft = Span #1 Maximum Forces & Stresses for Load Combinations. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm Ct CL M fb Pb V fv F'V 40911 0.00 0.00 0.00 0.00 Length = 19.50 it 1 0.431 0.164 0.90 0.987 1.00 1.00 1.00 1.00 1.00 9.81 516.70 1199.20 1.70 25.11 153.00 404L4H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer: AL Project ID: 18222 I ( Project Descr: Printed: 21 Wood Beam .. .:. . .. .. . flle=EpboxtPrOJeissl2018JO-l18m-1cALcUL-flARMYNA-i.EC6 I U FNRcAIC INC 1982.2017 guild 10171210 VerR IRS 31 Description: 118-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C t CL M fb Pb V IV F'V Length = 19.50 ft 1 0.388 0.148 1.00 0.987 .1.00 1.00 1.00 1.00 1.00 9.81 516.70 1332.45 1.70 25.11 170.00 4D4Lr4H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1950ft 1 0.588 0.223 1.25 0.987 1.00 1.00 1.00 1.00 1.00 18.58 978.72 1665.56 . 3.20 47.40 212.50 4D10.750Lr90.75014H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.50ft 1 0.518 0.191 1.25 0.987 1.00 1.00 1.00 1.00 1.00 16.39 863.22 1665.56 2.82 41.83 212.50 Overall Maximum Deflections Load Combination Span Max.- Defi Location in Span Load Combination Max. + Dell Location in Span .04Lr4H 1 0.5064 9.750 0.0000 0.000 Vertical Reactions .. Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 2.803 3.565 Overall MiNimum 1.295 1.675 404H 1.509 1.889 1.509 1.889 40*Lr4H 2.803 3.565 .040.750Lr40.7501,41 2.479 . 3.146 D Only 1.509 1.889 LrOnly 1.295 1.675 L Only H Only Quails Engineering Project Title: Army Navy Academy 17, 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 Encinitas, CA 92024 Project Descr: Steel Beam. Description: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 1983-2017 Material Properties. . Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsionalbuckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 20.0 ft Applied Loads . . ..• Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.020, L = 0.040 ksf, Tributary Width = 12.750 ft Partial Length Uniform Load: D= 0.10 k/ft, Extent= 0.0->> 20.0 ft DESIGN SUMMARY . . Maximum Bending Stress Ratio = 0.416: 1 Maximum Shear Stress Ratio = 0.140 :1 Section used for this span WI 2x30 Section used for this span W12x30 Me: Applied 44.746 k-ft Va : Applied 8.949 k Mn I Omega: Allowable 107.535 k-ft VnlOmega : Allowable 63.960 k Load Combination 4044H Load Combination *D+L41 Location of maximum on span 10.000ft Location of maximum on span . 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.267 in Ratio '= 898 >=360 Max Upward Transient Deflection 0.267 in Ratio = 898 >=360 Max Downward Total Deflection 0.469 in Ratio = 512 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load.-Combinations Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx!0mega Cb Rm Va Max Vnx Vnx/Ornega 40411 Dsgn.L= 20.00 ft 1 0.179 0.060 1925 19.25 179.58 107.53 1.00 1.00 3.85 95.94 63.96 904141 Dsgn.L= 20.00 ft 1 0.416 0.140 44.75 44.75 179.58 107.53 1.00 1.00 8.95 95.94 63.96 4041r4H . . Dsgn.L= 20.00ft 1 0.179 0.060 19.25 19.25 179.58 107.53 1.00 1.00 3.85 95.94 63.96 4040.750Lr40.75019H Dsgn.L= 20.00 It 1 0.357 0.120 38.37 38.37 179.58 107.53 1.00 1.00 7.67 95.94 63.96 Overall Maximum Deflections Load Cámbination Span Max. - Del Location In Span Load Combination Max. •+ DeS Location in Span 90414H 1 0.4689 10.057 0.0000 0.000 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.949 8.949 Overall MiNimum 3.849 3.849 4041 3.849 3.849 .0,4.9H 8.949 8.949 Quails Engineering Project Tulle: Army Navy Academy 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 13 Encinitas, CA 92024 Project Descr I Steel Beam' . RIO =EtDivpboxtPojects2018JO-1l8fl2—lCALCUL—flARYNA-l.EC - EP4ERCALC. INC. 1902017.BuI1d:10.17.12i0.Ver.6.18.531 Description : FB-1 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 4O4Lr4H 3.849 3.849 4D40.75OLr4O.750L4H 7.674 7.674 0 Only 3.849 3.849 Lr Only LOnly 5.100 5.100 H Only Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer: AL Project ID: 18222 P1 Project Descc Steel Beam Description: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads. . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.020, L = 0.040 ksf, Tributary Width = 1.330 It Partial Length Uniform Load: D = 0.10 k/ft, Extent 6.250->> 25.50 ft Point Load: D=7.698, L =10.020k, Starting at: 6.250 It and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio = - 0.418:1 Maximum Shear Stress Ratio = 0.127:1 Section used for this span W16x50 Section used for this span W16x50 Me: Applied 95.904k-ft Va : Applied 15.757 k Mn I Omega: Allowable 229.541 k-ft VnlOmega : Allowable 123.880 k Load Combination 4O.14H Load Combination 404141 Location of maximum on span 6.266ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.243 in Ratio = 1.261 >=360 Max Upward Transient Deflection 0.243 in Ratio = 1,261 >=360 Max Downward Total Deflection 0.489 in Ratio = 626 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 8 M V Mmax + Mmax - Ma Max Mnx Mnxlomega Cb Rm Va Max Vnx Vnxlomega 404H Dsgn. L = 25.50 it 1 0.198 0.061 45.46 45.46 383.33 229.54 1.00 1.00 7.51 185.82 123.88 4041411 Dsgn.L= 25.50 It 1 0.418 0.127 95.90 95.90 383.33 229.54 1.00 1.00 15.76 185.82 123.88 4041r4H Dsgn.L = 25.50 it 1 0.198 0.061 45.46 45.46 383.33 229.54 1.00 1.00 7.51 185.82 123.88 4040.750Lr40.750L4H Dsgn.L= 25.50 it 1 0.363 0.111 83.29 83.29 383.33 229.54 1.00 1.00 13.70 185.82 123.88 Overall Maximum Deflections Load Combination Span Max. - Dell Location In Span Load Combination Max. + Dell Location In Span 409191 I 0A890 11.657 0.0000 0.000 Vertical Reactions . . . Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 15.757 7.196 Overall MINimum 7.515 3.134 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer: AL Project ID: 18222 Project Descr I 111 01OCK Line 0 Piinted:21 NOV 2018. 8:35AM L Iee. Beam, ENERCALC INC 1983-2017 Build 101712.10 Ver6 18531 IUl!tYATfIMIII1L!V Description: FB-2 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support I Support 2 4041 7.515 4.062 409L#I 15.757 7.196 .D4Lr4H 7.515 4.062 4040.750Lr4O.750L4H 13.697 6.413 D Only 7.515 4.062 LrOnly LOnly 8.242 3.134 H Only Quails Engineering Project Title: Army Navy Academy 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 Encinitas, CA 92024 Project Descr: Title Block Line 6 P40d:21 NOV 2018, 8:44AM File =EDmpbo,P01118222-1CALCUL-1tARMYNA-1.EC6 ENERCALC. INC 1983-2017. Build:10.17.12.10.Ver:6.18.5.31 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: 0 = 0.020, L = 0.060 ksf, Thbutary Width = 1.330 ft Partial Length Uniform Load: D = 0.10 kIlt, Extent = 0.0->> 9.0 ft Point Load: D =3.692, Lr = 3.276 k, Starting at: 12.0 ft and placed every 0.0 ft thereafter DESIGN SUMMARY aximum Bending Stress Ratio = 0.367:1 Section used for this span W8x24 Ma :Applied 21.132k-ft Mn I Omega: Allowable 57.635 k-ft Load Combination D4sH, LL Comb Run (*L) Location of maximum on span 9.000ft Span # where maximum occurs Span #1 im Shear Stress Ratio = 0.183: Section used for this span W8x24 Va : Applied 7.120 k VnlOmega : Allowable 38.857 k Load Combination 40*Lr+H, LL Comb Run (*L) Location of maximum on span 9.000 ft Span # where maximum occurs Span #1 Maximum Defletion Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.085 in Ratio = 847 >=360 0.085 in Ratio = 847 >=360 0.173 in Ratio = 417 >=240 -0.070 in Ratio = 1532 '=240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnxl0mega Cb Rm Va Max Vnx Vnx/omega 404H Dsgn.L= 9.00 ft 1 0.196 0.099 -11.30 11.30 96.25 57.63 1.00 1.00 3.84 58.29 38.86 Dsgn. I = 3.00 It 2 0.196 0.099 -11.30 11.30 96.25 57.63 1.00-1.00 3.84 58.29 38.86 40414H,LL Comb Run (1) 0sgn.L= 9.00 It 1 0.202 0.105 -11.66 11.66 96.25 57.63 1.00 1.00 4.08 58.29 38.86 Dsgn.L= 3.00 It 2 0.202 0.105 -11.66 11.66 96.25 57.63 1.00 1.00 4.08 58.29 38.86 40414H, LL Comb Run (Li Dsgn.L= 9.00 It 1 0.196 0.099 -11.30 11.30 96.25 57.63 1.00 1.00 3.84 58.29 38.86 Dsgn.L= 3.00 Ill 2 0.196 0.099 -11.30 11.30 96.25 57.63 1.00 1.00 3.84 58.29 38.86 4D414H, LL Comb Run (LL) Dsgn.L= 9.00 It 1 0.202 0.105 -11.66 11.66 9625 57.63 1.00 1.00 4.08 58.29 38.86 Dsgn.L= 3.00 It 2 0.202 0.105 41.66 11.66 96.25 57.63 1.00 1.00 4.08 58.29 38.86 4041.r4H, IL Comb Run ('I.) Dsgn.L= 9.00 It 1 0.367 0.183 -21.13 21.13 96.25 57.63 1.00 1.00 7.12 58.29 38.86 Dsgn.L= 3.00 It 2 0.367 0.183 -21.13 21.13 96.25 57.63 1.00 1.00 7.12 58.29 38.86 404Ir4H, Li Comb Run (Li Dsgn.L= 9.00 It 1 0.196 0.099 -11.30 11.30 96.25 57.63 1.00 1.00 3.84 58.29 38.86 Quails Engineering Project Title: Army Navy Academy I9. 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 Encinitas, CA 92024 Project Descr Printed: 21 NOV 2018. 44NI Stiel Beam... Description: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. 1= 3.00 ft 2 0.196 0.099 -11.30 11.30 96.25 57.63 1.00 1.00 3.84 58.29 38.86 404i.r4H, Li. Comb Run (LL) Dsgn.L= 9.00 It 1 0.367 0.183 -21.13 .21.13 96.25 57.63 1.00 1.00 7.12 58.29 38.86 Dsgn.L= 3.00 It 2 0.367 0.183 -21.13 21.13 96.25 57.63 1.00 1.00 7.12 58.29 38.86 4040.750Lr40.7501.41, IL Comb Run (* Dsgn.L= 9.00 It 1 0.329 0.167 -18.94 18.94 96.25 57.63 1.00 1.00 6.48 58.29 38.86 Dsgn.L= 3.00 It 2 0.329 0.167 -18.94 18.94 96.25 57.63 1.00 1.00 6.48 58.29 38.86 4040.750Lr40.750L4H, LL Comb Run (L Dsgn.L= 9.00 It 1 0.196 0.099 -11.30 11.30 96.25 57.63 1.00 1.00 3.84 58.29 38.86 Dsgn.L= 3.00 It 2 0.196 0.099 -11.30 11.30 96.25 57.63 1.00 1.00 3.84 58.29 38.86 .D40.750Lr40.7501-4H, LL Comb Run (L Dsgn.L= 9.00 ft 1 0.329 0.167 -18.94 18.94 96.25 57.63 1.00 1.00 . 6.48 58.29 38.86 Dsgn.L= 3.00 It 2 0.329 0.167 -18.94 18.94 96.25 57.63 1.00 1.00 6.48 58.29 38.86 Overall Maximum Deflections Load Combination Span Max. -' Dell Location in Span Load Combination Max. "+ Dell Location in Span 1 0.0000 0.000 4.Lr4H -0.0705 5.328 4D-+Lr4H 2 0.1726 3.000 0.0000 5.328 Vertical Reaàtions . . : . . Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overall MA)(imum -1.670 10.146 Overall MiNimum .0.040 0.279 404H .0.578 5.778 4D-.L4H, LI Comb Run (1) -0.618 6.058 404L4H, LL Comb Run (LI .0.219 6.137 404L4H, LI Comb Run (LI) -0.259 6.417 4D4Lr-.H, Li. Comb Run (1) -1.670 10.146 4D4.141-1, LL Comb Run (LI .0.578 5.778 4D-'Lr-.H, LI Comb Run (LL) -1.670 10.146 - 4040.750Lr40.750L#l, Li. Comb Run V -1.427 9.264 4040.750Lr40.750L-H, LI Comb Run (L -0.309 6.048 - 4040.750Lr40.7501-'H, LI Comb Run (L -1.157 9.533 D Only -0.578 5.778 I, Only, LI Comb Run ('L) -1.092 4.368 Lr Only, Li. Comb Run (LI Lr Only, IL Comb Run (LI) -1.092 4.368 I Only, LI Comb Run (1_) -0.040 0.279 I Only, LL Comb Run (11 0.359 0.359 I Only, LI Comb Run (IL) . 0.319 0.638 H Only Quails Engineering Project Title: Army Navy Academy 4403 Manchester Ave #203 Engineer AL Project ID 18222 Encinitas, CA 92024 Project Descr: 8:41AM Steel Beam 1 File= INC Description: CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ,ppueu. L.0aus : Service loads entered. Load Factors will be applied for calculations. Beam Self weight calculated and added to loading - Loads on all spans... Uniform Load on ALL spans: D = 0.280, L = 0.650 k/ft Load(s) for Span Number 1 Point Load: D = 2.420, Li = 2.320, E = -8.448 k @3.50 ft Point Load: D = 2.707, Li = 2.707, E = -8.448k @ 16.0 It Point Load: D = 2.707, Li = 2.707, E = 8.448k © 23.50 ft Point Load: D = 2.420, Li = 2.320, E = -8.448k @36.0 ft Uniform Load: D = 0.1650 k/ft. Extent = 0.0—>> 3.50 ft. Tributary Width = 1.0 ft Uniform Load: D = 0.1650 k/if, Extent = 36.0—>> 39.50 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.5450, Li = 0.380 k/lt, Extent = 16.0 ->> 23.50 ft, Tributary Width = 1.0 ft Point Load: D = 2.066 k © 19.750 ft UII.flV OUMMAITY 1priS]21111111 Maximum Bending Stress Ratio = 0.597: 1 Maximum Shear Stress Ratio = 0.134: Section used for this span W24x84 Section used for this span W24x84 Ma : Applied 333.489 k-ft Va : Applied 30.439 k Mn Omega: Allowable 558.882 k-ft Vnl0mega : Allowable 226.540 k Load Combination 4040.750Lr40.750L4H Load Combination 4040.75OLr40.750L41 Location of maximum on span 19.750ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.520 in Ratio = 910 >=360 Max Upward Transient Deflection 0.520 in Ratio = 910 >=360 Max Downward Total Deflection 1.315 in Ratio = 361 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses forLoad Combinations Quails Engineering Project Title: Army Navy Academy I q 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 Encinitas, CA 92024 Project Descr Printed: 21 NOV 2018. 8:4lIM S' ' B . . . . . File= EDmpboxoje018IO-118222-1tCALCUL-1lARMYP1A1.EC6. ee earn ENERCAIC INC 1983-2017 Build 1017 12 10 Veil 18531 Desciiption: Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax- Ma Max Mnx Mnx!Omega Cb Rm Va Max Vnx VnxlOmega sD+H 0s9n.L = 39.50 ft 1 0.323 0.071 180.73 180.73 933.33 558.88 1.00 1.00 15.97 339.81 226.54 4O-.14H Dsgn.L = 39.50 ft 1 0.550 0.127 307.50 307.50 933.33 558.88 1.00 1.00 28.81 339.81 226.54 40-iLr4ll Dsgn. L = 39.50 ft 1 0.461 0.099 257.64 257.64 933.33 558.88 1.00 1.00 22.42 339.81 226.54 +O'O.750Lr-.0.750L41 Dsgn.L= 39.50 ft 1 0.597 0.134 333.49 333.49 933.33 558.88 1.00 1.00 30.44 339.81 226.54 4040.70E+H Dsgn.L= 39.50 ft 1 0.300 0.056 167.73 167.73 933.33 558.88 1.00 1.00 12.78 339.81 226.54 4060D40.70E'0.60H Dsgn.L= 39.50 ft 1 0.178 . 0.036 99.49 99.49 933.33 558.88 1.00 1.00 8.12 339.81 226.54 Overall: Maximum Deflections Load Combination Span Max. -' Dail Location in Span Load Combination Max. + DeS Location in Span. 4040.750Lr4O.750L4H . 1 1.3147 19.863 0.0000 0.000 Vertical Reactions .. . . . . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 30.439 30.439 Overall MiNimum . 2.547 . 4.792 4D4H . 15.972 15.972 28.809 28.809 40+Lr4H 22.424 22.424 4040.750Lr40.750L#1 . 30.439 30.439 4D40.70E1+l 8.935 11.181 40.60D40.70E+0.60H 2.547 4.792 D Only 15.972 15.972 Ic Only 6.452 6.452 lOnly 12.838 12.838 E Only . -10.052 -6.844 H Only Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer AL Project ID: 18222 Project Descr Pdrded: 21 NOV 2M& 8:52AM Woàd Beam Description: F8-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3100 psi Ebend- xx 2000 ksi Fc - Pill 3000 psi Eminbend - xx 530120482 ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.03100 West Fv 285 psi Ft 1950 psi Density 41.75pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0730, L = 0.060 k/ft Point Load: D = 1.775, Lr = 1.775 k, Starting at: 12.0 ft and placed every 0.0 ft thereafter ocimum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs = o.27a I 5.25x11.875 = 1,075.61 psi = 3,875.00psi 4041.r4H, IL Comb Run (*L) = 9.000ft = Span #1 Maximum Shear Stress Ratio Section used for this span Iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.252:1 5.25x11.875 = 89.82 psi = 356.25 psi 40+Lr4H, LL-Comb Run (1) = 9.000ft = Span #1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio= 956 >=360 Max Upward Transient Deflection -0.033 in Ratio= 3285 >=360 Max Downward Total Deflection 0.146 in Ratio = 492 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C1 Cr Cm C t CL M lb Pb V Iv F'v 4041 0.00 0.00 0.00 0.00 Length =9.Oft 1 0.200 0.184 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 2790.00 1.96 47.11 256.50 Length =3.oft 2 0.200 0.184 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 2790.00 1.96 47.11 256.50 4041.4$, IL Comb Run (1.) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft 1 0.188 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 2.08 50.02 285.00 Quails Engineering Project Title: Army Navy Academy 4403 Manchester Ave #203 Engineer: AL Encinitas, CA 92024 Project Descr: Wood d Beam . . . - .ENERCALC; INC. Project ID: 18222 2A Punted: 21 NOV 2018. 8:52AM LCUL1ARMYNfr1.E6: :1O3712.l0. Ver.6.185.31 Description: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C IN C1 Cr Cm C t C1 M lb F'b V fv F'v Length =3.Oft 2 0.188 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 2.08 50.02 285.00 40414H,LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft I 0.180 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3100.00 1.96 47.11 285.00 Length =3.01t 2 0.180 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3100.00 1.96 47.11 285.00 40414H, ILL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.Oft 1 0.188 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 2.08 50.02 285.00 Length =3.oft 2 0.188 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 2.08 50.02 285.00 4D4Lr4H, LL Comb Run (*1) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 It I . 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 Length = 3.0 It 2 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 4D4LrlH,LL Comb Run (1) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.144 0.132 125 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3875.00 -. 1.96 47.11 356.25 Length =3.0ft 2 0.144 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3875.00 1.96 47.11 356.25 *D.ti.H,LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 Length = 3.0 ft 2 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 40.0.750Lr40.750L4H,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft 1 0.249 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 3.38 81.32 356.25 Length =3.oft 2 0.249 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 3.38 81.32 356.25 9040.750Lr40.750L#I,LL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.0ft 1 0.144 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3875.00 1.96. 47.11 35625 Length =3.oft 2 0.144 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3875.00 1.96 47.11 35625 4040.750Lr40.750L4H, IL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.249 0.228 125 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 3.38 81.32 35625 Length = 3.0 ft 2 0.249 0.228 125 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 . 3.38 81.32 356.25 Overall Maximum DefleCtions . Load Combination Span Max. •- Deft Location in Span Load Combination Max. + Dell Location in Span 1 0.0000 0.000 40.1141, IL Comb Run (LL) . .0.0593 5.330 4041r4H, LL Comb Run (1.1) 2 0.1462 3.000 . 0.0000 5.330 Vertical Reactlofls . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum .0.819 5.462 Overall MINimum 0.240 0.480 404H -0.227 3.095 40414H, U. Comb Run (14 -0.257 3.305 404141, LL Comb Run (L) 0.043 3.365 40.L9H, LL Comb Run (LL) 0.013 3.575 40414H, LL Comb Run (1) -0.819 5.462 4041141-I, LL Comb Run (1*) . -0.227 3.095 4041141,11 Comb Run (IL) -0.819 5.462 40.0.750Lr40.750L.H, LL Comb Run ( -0.694 5.028 .0.0.750Lr40.75014H, LL Comb Run (L -0.025 3.298 9040.750Lr40.750L41, LL Comb Run (L -0.491 5.230 D Only . -0227 3.095 Ir Only, LL Comb Run (1..) -0.592 2.367 IrOnly, LL Comb Run (II Lr Only, IL Comb Run (IL) -0.592 2.367 L Only, IL Comb Run (*L) -0.030 0.210 I Only, II Comb Run (LI 0.270 0.270 I Only, LL Comb Run (IL) 0.240 0.480 H Only Quails Engineering Project Title: 4403 Manchester Ave #203 Engineer A r my Navy Acade Project ID: my 18222 2 Encinitas, CA 92024 Project Descr Title Block Line 6 Punted: 21 NOV 2018, 8:55AM Wood .Bóarn : flle=E:1DropboPects%2018JO-1182fl-1CALCUL-itARMYNA-1.EC8 ENERCALC INC. 1983.2017. Bui!d:10.17.12.10. Vér.6.185.31 1 Lic. Licensee : Qualls Engineering Description: FBI CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooertles Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3,100.0 psi Ebend- xx 2,000.0ksi Fc - PrIl 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41 .750 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.020, L = 0.080 ksf, Tributary Width =1.330 ft Point Load: D = 0.2810, Lr = 0.8440k, Starting at: 10.50 ft and placed every 0.0 ft thereafter aximum Bending Stress Ratio = 0.0981 Maximum Shear Stress Ratio = 0.103 :1 Section used for this span 3.5x14 Section used for this span 3.5x14 lb : Actual = 373.50psi Iv : Actual = 38.74 psi FB : Allowable = 3,809.19 psi Fv : Allowable = 358.25 psi Load Combination 4041r+H, LL Comb Run (CL) Load Combination 40+1r41, LL Comb Run ('1) Location of maximum on span = 7.500ft Location of maximum on span = 7.500 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio = 2510 >=360 Max Upward Transient Deflection -0.010 in Ratio = 9058 >=360 Max Downward Total Deflection 0.038 in Ratio = 1902 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr Cm C t CL M lb Pb V t, F'v 9041 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.039 0.043 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 2742.62 0.36 10.91 256.50 Length =3.Oft 2 0.039 0.043 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 2742.62 0.36 10.91 256.50 +09141, LL Comb Run (1.) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.052 0.059 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.55 16.91 285.00 Quails Engineering Project Title: Army Navy Academy 4403 Manchester Ave #203 Engineer: AL Encinitas, CA 92024 Project Descr Project ID: 18222 Punted: 21 NOV 2018. 8:55AM Wood Beam Description: FBI Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M fb Pb V fv F'v Length =3.Oft 2 0.052 0.059 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.55 16.91 285.00 .04IH, LL Comb Run (Li 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.035 0.056 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3047.36 0.52 15.99 285.00 Length =3.oft 2 0.035 0.056 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 304736 0.36 15.99 285.00 40414H,LL Comb Run (LL) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.052 0.063 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.59 17.95 285.00 Length =3.Oft 2 0.052 0.063 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.55 17.95 285.00 'O'Lr#I, LL Comb Run ('L) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.098 0.103 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 Length =3.oft 2 0.098 0.103 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 4091J-#H, LL Comb Run (LI 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.028 0.031 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.36 10.91 356.25 Length =3.0ft 2 0.028 0.031 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.36 10.91 356.25 4041r4H, IL Comb Run (IL) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.098 0.103 125 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 Length =3.0ft 2 0.098 0.103 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 4040.750L740.75014H, LL Comb Ri 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.28 344.75 3809.19 1.14 34.79 356.25 Length =3.oft 2 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.28 344.75 3809.19 1.14 34.79 356.25 4040.750Lr40.750L4H, IL Comb Ru 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.028 0.039 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.45 13.86 356.25 Length =3.0ft 2 0.028 0.039 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.36 13.86 356.25 4040.7501-r40.7501-41-1, U. Comb Ru 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 it 1 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.28 344.75 3809.19 1.14 34.79 356.25 Length =3.Oft 2 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 328 344.75 3809.19 1.14 34.79 356.25 Overall Maximum Deflections Load Combination Span Max. - Dell Location in Span Load Combination Max. +• Dell Location in Span 1 0.0000 0.000 .0.Lr#I, IL Comb Run (IL) -00122 4.441 .04.r#I, IL Comb Run (LL) 2 0.0378 3.000 0.0000 4.441 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3. Overall MAXimum 0.415 2.166 Overall MiNimum 0.335 0.782 4041 0.016 0.693 40414H, LL Comb Run L) -0.048 1.076 40414ff, LL Comb Run (L) 0.415 1.092 404141, LL Comb Run (LL) 0.351 1.475 40e1r4H, LL Comb Run ('1) -0.321 1.875 4041141. LL Comb Run (1') 0.016 0.693 40#Lr4I, LL Comb Run (LL) -0.321 1.875 4040.750Lr40.750L4H, LL Comb Run (' 0.285 1.867 .e040.750Lr40.750L41, It. Comb Run (L 0.315 0.993 4040.750Lr40.7501.41-1, IL Comb Run (L 0.014 2.166 D Only 0.016 0.693 Lr Only, LL Comb Run ('I) -0.338 1.182 Lr Only, LL Comb Run (L Lr Only, LL Comb Run (IL) -0.338 1.182 I Only, IL Comb Run CL) -0.064 0.383 L Only, LL Comb Run (Li 0.399 0.399 I Only, IL Comb Run (LL) 0.335 0.782 H Only Quails Engineering Structural Engineering Services Sheet: 2. Project-- )rn1 11aç t)(e,cerj Job #: 12._ Engineer. Bi ui r Date: Lateral Design Seismic V = CW = 0 1 1 5 14 W= Total Dead Load Roof Diaphragm 336ô2. Exterior Walls I6i 11/2.1 IS Interior Walk I30i'IJ. I Floor Diaphragm £90 o ( 2.0 Exterior Walls (205)t 13/2. t i) fI'3 4 2.0 Interior Walls . Ll 60 11312.1 ) + 5 10 72.O0 IS2.0 .50 10 E 95930 lbs - 57 9000, 1o3o7 lbs Total Dead Load = 193 737 4* BaseShearV=cW= J93737-0115 22O4 Vertical Distribution W (Ic) h (ft) Wh Wh V (lbs) Area (ft2) Vpsf Roof .Floor I03 13 12S 00 3.00 L 3410 L G3 'fSF Wind check p5 = llq3psf Roof N_S=,Li.3P5fx()I/2.)/cc = IL.PSF E - W Ik3P5f.x (1112.)/ I2- Ps F Floor N _S=Wpsfx 13/2.1.UI2.75i 3.36P5f E_W=1 LO PsfxtJ3J,.+IJ/27 6. 73 2/72.PSF Qimulative N-S= L4 7?sF E-W= 3•3.PSF M-s• ejsmc E-w Seicrnic. Quafl.s EnghieIng SucturaI Engineering Services Project: Engineer P)TOr Sheet flc rsJob #: 182- Date: She arwall Design Level: _______________ Direction: H Vp,f (Unit Shear): 3 J psi' Gridline: _• l, $1 ft At (frib. Area) = 250 ft2 F (Lateral Load) = 9-90Y 15 lbs SW Type: E Vir (Unit Lateral Load) = a 7_S1)2- __ 2- plf Vo = 26C phi' H:W Adjustment (Vpirx h/2w) = _i(_4-6i3_-5 plf ND Type: M516 9- Overturning Force ..._....K by inspection Ta11 = I_' S_lbs L..9_ft Uplift -1 -t17_lbs Gridline: 1 Ia, = )__I S ft A1 (Frib. Area) YL 12 /2- __ft2 F (Lateral Load) = 50 13.-q __ C 5_lbs SW Type: _F Vpir (Unit Lateral Load) = 13541-75 Li I phi' Van = 2_6O pIE H:WAdjustment(Vpwxh/2w) = /_))_)(2/&IS') = _b pif fi HD Type: — Overturning Force '0K by inspection Ta11 = — lbs L ft Uplift lbs :-(f-- Gridline: 1w = I_ft A1 (rrib. Area) = 2 _/21/2+_g)tJ2 :_h&Qft2 F (Lateral Load) =_) 1) (')_)t _Lj I_lbs SW Type: Vir (Unit Lateral Load) = Li J I = 24 19 pif van = 26o phi' H:W Adjustment (V,anx h/2w) = pif HD Type: hs Ic. 140 Overturning Force - OK by inspection Tan = 24 . S lbs = ft Uplift = f)-h R f I I ; ). L ôô lbs Gridline: 2 1 Ill. = ft A1 (Trib. Area) = )61 7o ft2 F (Lateral Load) = o ' 3 90S lbs I SW Type: V (Unit Lateral Load) = _____ 19 5 pif ii vu= 2t pif H:W Adjustment (Vpirx h/2w) = __________________________ pif HD Type: Overturning Force L6K by inspection Tan = ____________ lbs = - ft Uplift = __________________________________lbs QuaH.a Eng1ned.g structuw Erghteex1ng Services Project: )crn Engineer: RY pr Q units Sheet a e. Job #: 2--2.. Date: Shearwall Design Level: Direction: A Vp,f (Unit Shear): ?r3 psf Gridline: _2. j. = t41 c ft A, (frib. Area) = P14S 6 ft F (Lateral Load) = C) ) 3 19 0 Is SW Type: F VpIf (Unit Lateral Load) = 0 01 14-7 I_I-i_75:2C pif V,,11 = 2.6 C)pif H:W Adjustment (VpIIrX h/2w) = 2 _,C) 1 /2 /L4_7 _3 _plf HD Type: Overturning Force .OK by inspection T.0 ____________lbs L = ft Uplift = lbs Gridline: 3 1w = 2_ft A, (frib. Area) = _$ S + I6/.+ /2 ,I7._2 C) ft' F,, (Lateral Load) = C)_:113_I lbs SW Type: (EL V1c (Unit Lateral Load) = ) 31/ _I_L)_c pif Vgi = 2 e_pif H:W Adjustment (Vpirxh/2w) pif HD Type: 11STC L 0 Overturning Force - OK-by inspection Tii =3.5_ Is L = ft Uplift I_L S _ S _lbs Gridline: Lj = 7 St 9 + I _.o7 5_ft A,(frib. Area) =39 )1'Z+_I'1.)t ___12+2.)'SiZ JOL,Q..ft2 F. (Lateral Load) = _OL4 0 'L_L bS __lbs SW Type:_cE V 1r(Unit Lateral Load) =. L4bS / S o7 5 . 135. pif = 216, Cplf H:W Adjustment (Virx h/2w) = pif HD Type- 1'1 c TCL.,O Overturning Force - OK by inspection To = Is L. ft Uplift= _I35ii _tL85 __lbs Gridline: _5 i .21 ft A,. çrrib. Area) = 9.1 /2.: C) ft2 F,, (Lateral Load) = 0 SA R5 1 Is SW Type: 9 _F VpIf (Unit Lateral Load) = 3571 -124.7 _2 C) pif Va = 26 0 plf H:W Adjustment (Vplg'X h/2w) pif HD Type: 11 Overturning Force by inspection Tau = lbs ft Uplift ____________________________ lbs Quius Eethg Sheet: 3 StxucuraiEngrneez'lng Services Project: 1Iytv 14a±1T)cc &rnj Job #: f 2.2..2... Engincer. B-ICj n I i Date: Shearwalt Design Level: 'Po o Direction: E W V (Unit Shear): 3 psf Gridline: 1= t1 25+3+3+35. I315 ft A, (Trib. Area) 2. '11/2 250 ft2 F, (Lateral Load) = 2 Sc' , 3 :13 15 Is V1,,i'(Unit Lateral Load) = g 75/ Is. 75 - I pif H:W Adjustment (\'rx h/2w) = pif Overturning Force .0K by inspection L._ft Uplift = lbs SW Type: 9_£ V..= 240 piE HD Te: - Tau= - Is Gridline: -i L. = g + L4 I ft A1(Trib. Area) = Lt,d2+S. I5 ft2 F (Lateral Load) = ID 15 i-3 3 = 3 Is Vpir(Unit Lateral Load) =.1 cl J_) _ Of H:W Adjustment (Vurx h/2w) = 95 6_/_0 'I2.t3_SL_ik O 2.._pif Overturning Force - OK by inspection L.- ft Uplift 26iIL_ 1916 _lbs Gridline: C. 1 = . 5+35 1 ft A, (Trib. Area) = 23_,/2_ +I 2-2 0 ft2 F (Lateral Load) 2-9 0 12 _) 0 _lbs Vir(Unit Lateral Load) = I_C) 2. _(7 ..I5 pif H:W Adjustment (Vux h/2w) = Overturning Force OK by inspection L._ft Uplift 15fJ:172.0 _lbs Gridline: 1) I,,=- ft A,(Frib. Area) = RE I2-30_ft2 F (Lateral Load) = -go_R.SI_lbs Vpr (Unit Lateral Load) = L4 1. pif H:W Adjustment (Vitx h/2w) = pif Overturning Force L:t)K by inspection L=_ft Uplift= lbs pif SW Type: _SE Va11 •5•o _p1f HD Type: _M7C 2.. T 14 235 _lbs 'I SW Type: E Vafl= 2o pif HDType:_MTC.L1O _lbs SW Type: 9 E Va pif HD Type: Tn= lbs Qua11 Eig*ering Stmctwal Engineering Services Project Engineer: Sheet: 1-7 14cis Job #: I B & Date: Shearwall Design Level: R I Direction: Vr (Unit Shear): J psf Gridline: ____ 1 = - 7) A(1'rib. Area) = I2S)f2+C101) ft F. (Lateral Load) = '7-c' )f '3 27 l6s SW Type: Ca F Vpif (Unit Lateral Load) = 275J S . 55 plf Vii = 2- C) Of H:W Adjustment (Vpirx h/2w) = 5 S 1 C If2 5) pif HD Type: - Overturning Force 6,---'OK by inspection T35 = ____________ lbs L. = - ft Uplift = lbs Gridline: _F i= 12+ftS = 23•S /Z t21 l?) A1 (Frib. Area) = L4 O +9 )+ F (Lateral Load) = () 0 )L. 912-0 lbs II SW Type: _g Vp r (Unit Lateral Load) = 2 0/2. r5 . 133 plf v211= 26 C) pif H:W Adjustment (Vpi,x h/2w) = — Of HD Type: _1TCJb Overturning Force _L OK by inspection Tau = lbs L = - ft Uplift = 1 3 ' I I . I L 5 lbs' Gridline: _]4 ft A (Frib. Area) = ft2 F (Lateral Load) = _.S S 33 I U 0 lbs SW Type: _F Vir (Unit Lateral Load) = I 14017• S - I plf V10 = !260 plf H:W Adjustment (Vplfx h/2w) = pif 1-ID Type: Overturning Force OK by inspection Tan = ____________lbs L=_ft Uplift _______________________________ lbs Gridline: _F i ______________________ft A (Thib. Area) = 'S 1 13 '/2. ~ O ft2 F (Lateral Load) = C) 't- 3 9-35 lbs SW Type: F V1 r (Unit Lateral Load) = 23 I R _3_0_pif V10 = 24 C)pif H:W Adjustment (\'icx h/2w) = — Of HD Type: Overturning Force L't)K by inspection T10 = ____________lbs L=_ft Uplift lbs Quails Engineering Sheet: 4 StxuctigaiEngiueeringServices Project: /i..'vt Job #: 1 9212— Engineer. 1E ipim &oô.i t Date: Shearwall Design Level: P 0 0- Direction: E 4 Vr (Unit Shear):3'_J.psf Gridline: F-5-4- G, I..= )4-25+1.4+115 - 155 ft At (Frib. Area) = 2.2. # I2. . 130 ft2 F (Lateral Load) = Igo ' . 7 SO lbs SW Type: E Vir(Unit Lateral Load) = -7 S Q 11_5S.? _14 q_pif Va0 = 260 pif H:W Adjustment (Vwx h/2w) = _()l/ 9-1 Li __7_C_pif HD Type: 11 Overturning Force LeOK by inspection 1 111 = — lbs L._.....Jt Uplift lbs Gridline: 1 = ft A1 (frib. Area) = ft2 F (Lateral Load) = lbs SW Type: Vpif (Unit Lateral Load) = plf V11 = ____________ plf H:W Adjustment (Viax h/2w) = Of HD Type: 11 Overturning Force - OK by inspection T811 = lbs L" ft Uplift lbs 11 Gridline: __________ 1 = ft A1 (Frib. Area) = ft F x (Lateral Load) = lbs SW Type: Vu (Unit Lateral Load) = Of Y.U= ______________ Of H:W Adjustment (Vurx h/2w) = pif HD Type: Overturning Force - OK by inspection T811 = ____________ lbs - ft Uplift = lbs Gridline: 1 = ______________________________ ft At (I'rib. Area) = ft2 F (Lateral Load) = lbs SW Type: V if (Unit Lateral Load) = pif OLD Of H:W Adjustment (V,rx h/2w) = plf HD Type: Overturning Force - OK by inspection T.n lbs L - ft Uplift lbs -. Qiaii iring Sheet: IC? StnctiEDgineer1ngSe&vicea Project: /)vrcj t'4cwy /'1e e ,rn Job#: 1 822-2. Engineer: y ji o ô Date: Shearwall Design Level: F IOCr( Direction: H. Vr (Unit Shear): r 0 psf Gridline:______ 1w =1+7- )5 ft A. (Trib. Area) =?xJJ 5 4 ) f 231 Li DO ft2 F (Lateral Load) = L1 Doi 3 + .1 7 S 2.1 '7 Is (Unit Lateral Load) = Q175115_1_L _ Of H:W Adjustment (Virx h/2w) pif Overturning Force - OK by inspection L.=_ft Uplift= I-?)3_lbs Gridline: 1 = la-7 5 ft A4 (Trib. Area) ? _)t _.SC)ft2 F (Lateral Load) 5b3 4r I9 _:9Lj5_lbs Vpir(Unit Lateral Load) = S L sJ_L47 573_plf H:W Adjustment (VWX h/2w) = 7 3_. ( _/_,'b7):I C)Opif Overturning Force by inspection 1.4v ft Uplift= __lbs Gridline: 2 i. = 7_._2. _ft A4 (Trib. Area) = 2.;_ 231z_+_ / ±_ 0/2: I L)5 ft2 F (Lateral Load) Io5.S 3 L135:_7300lbs Vir (Unit Lateral Load) = 13 G)01 24 H:W Adjustment (Vrif h/2w) = pif Overturning Force OK by inspection L_ft Uplift .2O')I .__lbs SWTvpe: 9 E V.= 2o pif HD Type: _kDU2.. T111= 3075_lbs SW Type: _E V.11= 0 -pif HD Type: - T1ii = - lbs SW Type: J F v211= g So pif HD Type- kDLL T21 ;l65 lbs Gridline: 2_I l = '2 ft 4 (Trib. Area) t 16 12- .7o ft2 F (Lateral Load) JOY-3 t .lbs Vplf (Unit Lateral Load) = it_g__I pif H:W Adjustment (Virx h/2w) = - plf Overturning Force OK.by inspection 4.=—ft Uplift= lbs SW Type: _-4 F Vail= 20 •plf HD Type: _— Ttu= lbs Q U-8us Engineeiiug Structural Engineering Services Sheet: 3 I Project: flVTrj H iç )t:,4e mj Job #: L2 2-_ Engineer rf Date: Shearwall Design Level: fl OC)Y Direction: N S Vr (Unit Shear): C) psf Gridline:2 i. = Li 7 S ft A. (Frib. Area) = GI ft2 F (Lateral Load) = 25 t 3 4 12 0 z 15.5 lbs Vpir (Unit Lateral Load) I_IS_/_L.r_IS pif H:W Adjustment (Virx h/2w) = LI _' _(1) /2i Li_ii):sc Overturning Force by inspection L___ft Uplift= lbs Gridline: i. = 77S _ft A1 (Frib. Area) = S fst +_ I "12. #!2/27t ) 7 XI_Q. 41 0 ft F (Lateral Load) 2-90Y-3+ 0 31 z Q C)0 I lbs Vpr (Unit Lateral Load) = 2 (201'1 _7_IS _255 plf H:W Adjustment (Vpwx h/2w) = pif Overturning Force OK by inspection = - ft Uplift = _I _S _lbs Gridline: = SQ + 2 ft A1 (rrib. Area) = 12. 4. 17 J 12. +-!2 1 1 101 0 ft2 F (Lateral Load) =)OLOL j LDS -7176 lbs V,w(Utht Lateral Load) =9139 121 pif H:W Adjustment (VPIIX h/2w) = ______________________________ p11 Overturning Force - OK by inspection L.- ft Uplift I5 1.13 2LS lbs Gridline: = !7 5 . ft 2 A1 (lrib. Area) = / - 0 ft2 F (Lateral Load) 0 3 j 51 6 21 lbs Vw (Unit Lateral Load) = 2 1 / 1 7• S : plf H:W Adjustment (Virx h/2w) = p11 Overturning Force \'K by inspection - ft Uplift = lbs SW Type: 6 E Vau pif HD Type:_- - lbs SW Type:L F Vaii = SO Of HDTvpe: 'HDL)LI T311 = W565 lbs SW Type: G E V.11 = 960 p11 HDTvpe: i-1 p2 T= 1 SO -1.5 lbs SW Type: 6 E Vu= 2-60 —plf HD Type: _— Ta= lbs Qw:iIL Eieethig Structural Engineering Services Sheet: Project: R Y (rj H Job #: g 2.22. Eriginecr jp g Date: Shearwall Design Level: fl C) 0( Direction: k V1,i (Unit Shear): r 0 psf Gridline: _- i. = 5-25 +11f-525 -:7 21 5 ft A (rrib. Area) = L C) ,&12. g'14 C) ft2 F2 (Lateral Load) = _ L. 0 /_I + 3-160 Li R C) Is Vpir (Unit Lateral Load) = 4 Li 1019 ) 5 7, () 2- pif H:W Adjustment (Vpirxh/2w) = 3c11 'J2.i52S'): 7L pif Overturning Force - OK by inspection L_ft Uplift 3()!2-/13: 3326 lbs SW Type: 2 E Vn0 SSD Of HD Type: JIDU4. T20 = L.'CS lbs Gridline:_____ = 21-5 ft A,(rrib. Area) = 250 ft2 F. (Lateral Load) = Q 50 13 t q 75 . 1 725 lbs II SW Type: _E V1, (Unit Lateral Load) ) 72 512-2-5.:- -71 plf Yan = 0 ' C)pif H:W Adjustment (Vpirx h/2w) = — pif HD Type: — Overturning Force ôK by inspection T211 = lbs L._.ft Uplift lbs Gridline: A, (Irib. Area) = 2S )t 21/L _Q 0 _ft2 F. (Lateral Load) = 2503_+_1O12- . _I5 Li 2_lbs SW Type: L4f Vir (Unit Lateral Load) = )_ L12/7:L pif VIII = p SO pif }1:W Adjustment (Vurx h/2w) = - plf Hi) Type: Overturning Force OK by inspection T211 = L1 5_lbs L = ft Uplift = _ Li_ } 3 _. LJ2-O_lbs Gridline: D = 81 ft A (1'rib. Area) = /2.. ; ft2 F2 (Lateral Load) 9 5;)t 3 + 351 3 C lbs SW Type:_ F Vw (Unit Lateral Load) = C / R : pif V211 = 2&C) pif H:W Adjustment (V,nx h/2w) = - pif HD Type: - Overturning Force - OK by inspectio T = lbs Lw_ft Uplift= 013 - (.J2,o6' i2.ø+i3f&s 14-. L 1'D. Quails Engineeiing Sheet 33 Suivtura1Engineer1ngServices Project: Y mq HP1 st PCôterrJob#: 12 Engineer- y up ii Date: Shearwall Design Level: F1oc) Y Direction: K7 H V1,,, (Unit Shear): 3 0 psI Gridline:_D = ft At (Frib. Area) = I2S,/9_t ch25.:. C) ft2 F, (Lateral Load) = _0 )L + 9.7 Li 55 Is SW Type: F Vpir (Unit Lateral Load) = L s) S - pif Va11 = _2 b p11 H:W Adjustment (V1rx h/2w) = l $ 6,13 12 y 5; 12-0 p11 HD Type: J1 IDU 2. Overturning Force ------- —QK-by nape 40p----- --- —Ti=--%& lbs = _.L ft Uplift = I Y 13 I ) ' 3 - Is Gridline:_FE i = 7• E ft A1 (Trib. Area) = - _35 ft2 Fa (Lateral Load) = SS i3 +1 Li ( 2. W.5 Is SW Type: V1 r(Unit Lateral Load) = 2 Li-s 1 7 5 33 plf V. ph H:W Adjustment (Vpprx h/2w) = - . pif HD Type: Overturning Force OK by inspection . TaH = Is L = ft Uplift = __________________________________lbs Gridline: _E. l ft A1 (Irib. Area) = 95/i $ 140+ g 1/2 *9 •11- 22i% ft2 F (Lateral Load) = _RO )( 3 f 11 9.0 - g p6p lbs SW Type _ E V1 r (Unit Lateral Load) = C) /2 L1 255 plf Nf.u= q ç pif H:W Adjustment (V 1rx h/2w) = -- plf HD Type: 1) C) 11 Overturning Force OK by inspection To = 14 St 5 lbs L_ft Uplift= 95c,J3- :S lbs Gridline: F l= ft A (Irib. Area) = 13 S/2 ft F (Lateral Load) = 0 1- + 295 lbs SW Type: 6 E Vpir (Unit Lateral Load)— WI SIR Z S-9- plf Vao = Q 60 p11 H:W Adjustment (Vplf h/2w) = Of HI) Type: — Overturning Force . by inspection Tau = — _lbs L=_ft Uplift= lbs SW Type: VRII = ______________pif HD Type: Tu= __________lbs SW Type: V.5= Of Hi) Type: .Tag = lbs SW Type: Vail = pif HD Type: T11= lbs Qu1is Engheering Suuctua1 Engineering Services Sheet: 3'f Project: f)y rvj ôtkrnJob #: I R2-2-2 Engineer: 2y in Date: Shearwall Design Level: FIO(YY' Direction: fl -i V (Unit Shear): 3 () psf Gridline: _ t G1 i = I1 5+ Li -% I g •7 S 21 ft A (Trib. Area) = c2 i f 22/ g ft2 F (Lateral Load) = 9-9(Y-3-+750-:' 1 ,523 Is Vpir (Unit Lateral Load) = I_51_3/ 7: pif H:W Adjustment (V,rx h/2w) = pif Overturning Force L K by inspection 4.=—ft Uplift lbs SWTvpe: 9_F V.= 9ico_plf HD Type: _— T211 - Is Gridline: ft A1 (Irib.Area) = ft2 F (Lateral Load) = Is Vpur (Unit Lateral Load) = Pif H:W Adjustment (V 1rx h/2w) = pif Overturning Force - OK by inspection L. = fi Uplift = — lbs Gridline: 1. = ______________________________ ft A (Trib. Area) = _________________________________ft2 F (Lateral Load) = lbs V,1r (Unit Lateral Load) = pif H:W Adjustment (V 1rx h/2w) = pif Overturning Force - OK by inspection = - ft Uplift = Is Gridline: 1 = _______________________ft A (Frib. Area) = ft2 F (Lateral Load) = lbs Vpir (Unit Lateral Load) = ______________________________________ Of H:W Adjustment (Virx h/2w) = ____________________________pif Overturning Force - OK by inspection L=_ft Uplift = Is > (OOI > 3C9O7, . '/SC4c1aS Quails Engineering Structural Engineering Services Sheet: Project A--'r /JAy Job #: / Engineer. A. c.a i)3- Date: Gmi.r,pLfltL t*cCk- -. 9-004 Quails Engineering Sheet Structural Engineering Services Project AAW..)' N-4-i Job #: iJIa.Z Engineer. Date: Allowable Soils Bearing Capacity 1000 psf Use: 15 inch wide x Foundation design b = 15 18 inch deep footing with d= 18 2 #4 top and bottom Allowable max line load W max bXASBP = 1250p1f Allowable max point load P = b x 2d x ASBP = 3750 lbs Spread footing design P=b2 xASBP F2 = 2 foot square footing with 3 #4 each way @ btm max = 4000 lbs F2.5 = 2.5 foot square fopting with 3 #4 each way @ btm P 6250 lbs F3 = 3 foot square fooling with 4 #4 each way @ btm P. = 9000 lbs F3.5 = 3.5 foot square fooling with 4 #4 each way @ btm • Pmax 12250 lbs F4 = 4 foot square footing with 5 #4 each way @ btm P= 16000 lbs PS = 5 foot square footing with 6 #4 each way @ btm Pmu = 25000 lbs FS = 6 foot square footing with 6 # 4 each way @btin P = 36000 lbs M , - F3 P." )(Fl3-s)1,= s-cvet . SEE MORE STRUCTURAL.CALCS IN... REVISIONS • January 11, 2019 w CHR-ISTIAN WHEELER ENGINEERJNG RIFCSIV JANj82019 Cir0 BUILDINARLS8/D I VISION Army and Navy Academy CWE 2180688.02 2605 Carlsbad Boulevard Carlsbad, California 92008 Attention: General Art Bartell Subject: Limited Geotechnical Review of Structural Plans Army & Navy Academy Student Enrichment Center 2600 Carlsbad Boulevard, Carlsbad, California References: 1) Qualls Engineering, Foundation Plans, Army Navy Academy, Sheets S1.0, S2.0, and SD3, dated January 10, 2019 2) Christian Wheeler Engineering, Report CWE 2180688.01, January 3, 2019 Ladies and Gentlemen: At the request from John Dodge, we have performed a limited geotechnical review of the referenced foundation plans to determine whether the following elements of our referenced report appear to be incorporated into the plans. The plans reference our geotechnical report. The recommended soil design bearing capacity is on the plans. The recommended minimum foundation dimensions and reinforcing steel are reflected on the plans. The recommended minimum concrete slab-on-grade thickness and reinforcing steel are reflected on the plans. The intent of our limited plan review was to verify that the plans submitted for construction reflect the described minimum geotechnical recommendations, and that no additional investigation or recommendations are required due to changes made in the project since our investigation was performed. It is not our intent to provide a third party review of the structural calculations or structural design. The 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 0coi- 0LD6 CWE 2180688.02 January 11, 2019 Page No.2 design engineer is responsible for properly designing the foundations and other structural elements based on the requirements of the structure and considering the information presented in our report. Based on our review, it is our opinion that our recommendations have been adequately implemented and no additional analysis and/or recommendations are needed. The seismic design factors provided in the referenced report correspond to a type III structure. However, the proposed building will be a type II structure; Therefore, the seismic design factors provided on the plans are considered suitable. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN EELER ENGINEERING D&.Ad2CcO7 ec: john@dodgedesigngroup.com 'N CHRiSTIAN WHEELER E N C IN E E R.. I N C January 3, 2019 Army and Navy Academy 2605 Carlsbad Boulevard Carlsbad, California 92008 Attention: General Art Bartell JAN 18 2019 CITY OF CARLSBAD BUILDING DIVISION CWE 2180688.01 Subject: Update Geotechnical Report Army & Navy Academy Student Enrichment Center 2600 Carlsbad Boulevard, Carlsbad, California References: 1) Toal Engineering, Inc., Grading and Erosion plans for Army & Navy Student Enrichment Center, November 12, 2018 Christian Wheeler Engineering, Report 2120311.17, dated October 4, 2013 Christian Wheeler Engineering, Report 2120311.02R, dated August 2, 2012 Ladies and Gentlemen: >M In accordance with your request, and our proposal dated December 5, 2018, Christian Wheeler Engineering has prepared this update of the referenced preliminary geotechnical investigation report. SITE INFORMATION AND PROJECT DESCRIPTION The subject site consists of an irregular parcel of land located south of the Army Navy Academy Sports Complex, at 2600 Carlsbad Boulevard, Carlsbad, California. The site is bounded on the north by a multipurpose playing field, on the east by a parking lot, and on the south by a State of California structure and associated paved parking. Topographically, the site is near flat-lying, with an elevation of approximately 47 feet; however, 4-foot-high ascending slope exists along the southern property line. A retaining wall about 3 feet high exists at the top of the slope. A retaining wall up to about 7 feet high exists at the northern perimeter of the pad. The wall retains the subject site. The site was graded 3980 Home Avenue + San Diego, CA 92105 + 619-550-1700 + FAX 619-550-1701 aocLotr- O65 CWE 2180688.01 January 3, 2019 Page No. 2 between 2012 and 2013 in conjunction with the construction of the athletic field. Grading consisted of cuts and fills about 2 feet deep. It appears that the site remains essentially unchanged. We understand that a Student Enrichment Center will be constructed at the site. We assume that the two-story structure will be of wood-frame construction, will be supported by shallow foundations and incorporate a conventional concrete slab-on-grade floor system. Exterior retaining walls up to about 4 feet high and associated hardscape are anticipated. Grading to accommodate the proposed improvements is expected to consist of cuts up to approximately 4 feet from existing grades. SCOPE OF SERVICES The scope of our services consisted of a site reconnaissance, a review of our referenced geotechnical reports and a limited review of the referenced grading plan. The scope of services included providing any additional geotechnical recommendations that, in our opinion, are considered necessary, and providing updated seismic design parameters for the proposed project based on the 2016 edition of the California Building Code (CBC). SUBSURFACE CONDITIONS A review of the referenced reports indicates that the subject site is primarily underlain by old paralic deposits and minor artificial fill associated with existing retaining wall construction. Based on information from a boring located near the site, it is anticipated that the old paralic deposits consist of about 4 feet of loose to medium dense silty sand (SK underlain by medium dense to dense poorly graded silty sand with silt (SM-SP). The artificial fill is likely derived from these materials. CONCLUSIONS In general, it is our professional opinion and judgment that the subject property is suitable for the construction of the subject project and associated improvements provided the recommendations presented herein are implemented. The main geotechnical condition encountered affecting the proposed project is potentially compressible old paralic deposits and temporary cut slopes associated with the proposed construction. CWE 2180688.01 January 3, 2019 Page No. 3 Potentially compressible old paralic deposits are anticipated to underlie the project area. Based on the information available, these materials extend to a maximum depth of about 4 feet below existing grade However, deeper compressible soils may exist. These deposits are considered unsuitable, in their present condition, for the support of settlement sensitive improvements. It is recommended that these materials be removed and replaced as compacted fill. Temporary cut slopes associated with the construction of a retaining wall will be necessary in relatively close proximity to the southern property line, where an offsite retaining wall exists. It is conceivable that proposed cuts will expose competent old paralic deposits at proposed foundation level; however, additional cuts associated with recommended site preparation may be needed if this is not the case. It is further anticipated that the old paralic deposits at relatively shallow depths may consist of cohesionless sands that will require flatter than usual temporary cuts slope inclination. Additionally, the configuration of the existing retaining footing is unknown and could further hamper temporary cut slope construction. It is recommended that his area be investigated at the on-set of grading operations to verify if special grading recommendations are necessary. RECOMMENDATIONS GRADING AND EARTHWORK GENERAL: All grading should conform to the guidelines presented in the current edition of the California Building Code, the minimum requirements of the City of Carlsbad, and the recommended Grading Specifications and Special Provisions attached hereto, except where specifically superseded in the text of this report. PREGRADE MEETING: It is recommended that a pregrade meeting including the grading contractor, the client, and a representative from Christian Wheeler Engineering be performed, to discuss the recommendations of this report and address any issues that may affect grading operations. CLEARING AND GRUBBING: Site preparation should begin with the removal of any existing vegetation and other deleterious materials in areas to receive proposed improvements or new fill soils. CWE 2180688.01 January 3, 2019 Page No.4 SITE PREPARATION: It is recommended that existing potentially compressible soils underlying the proposed settlement sensitive improvements and new fills should be removed in their entirety. Based on our findings, the maximum anticipated removal depth is about 4 feet from existing grade. Deeper removals may be necessary in areas of the site not investigated, due to unforeseen condition. Lateral removals limits should extend at least 5 feet from the perimeter of the improvements and new fills or equal to removal depth, whichever is more. No removals are recommended within 2 feet from existing perimeter retaining walls and beyond property lines. All excavated areas should be approved by the geotechnical engineer or his representative prior to replacing any of the excavated soils. The excavated materials can be replaced as properly compacted fill in accordance with the recommendations presented in the "Compaction and Method of Filling" section of this report. PROCESSING OF FILL AREAS: Prior to placing any new fill soils or constructing any new improvements in areas that have been cleaned out to receive fill, the exposed soils should be scarified to a depth of about 6 inches, moisture conditioned, and compacted to at least 90 percent relative compaction. COMPACTION AND METHOD OF FILLING: In general, all structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum laboratory dry density as determined by ASTM Laboratory Test D1557. Fills should be placed at or slightly above optimum moisture content, in lifts six to eight inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by the Geotechnical Consultant. Fill material should be free of rocks or lumps of soil in excess of 3 inches in maximum dimension. Utility trench backfill within 5 feet of the proposed structure and beneath all concrete flatwork or pavements should be compacted to a minimum of 90 percent of its maximum dry density. SURFACE DRAINAGE: The drainage around the proposed improvements should be designed to collect and direct surface water away from proposed improvements toward appropriate drainage facilities. Rain gutters with downspouts that discharge runoff away from the structure into controlled drainage devices are recommended. CWE 2180688.01 January 3, 2019 Page No. 5 The ground around the proposed improvements should be graded so that surface water flows rapidly away from the improvements without ponding. In general, we recommend that the ground adjacent to structure slope away at a gradient of at least 5 percent for a minimum distance of 10 feet. If the minimum distance of 10 feet cannot be achieved, an alternative method of drainage runoff away from the building at the termination of the 5 percent slope will need to be used. Swales and impervious surfaces that are located within 10 feet of the building should have a minimum slope of 2 percent. It is essential that new and existing drainage patterns be coordinated to produce proper drainage. Drainage patterns provided at the time of construction should be maintained throughout the life of the proposed improvements. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Over watering should be avoided. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, zones of wet or saturated soil may develop. TEMPORARY CUT SLOPES The contractor is solely responsible for designing and constructing stable, temporary excavations and will need to shore, slope, or bench the sides of trench excavations as required to maintain the stability of the excavation sides. The contractor's "competent person", as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process. We anticipate that the existing on-site soils will consist of Type C material. Our firm should be contacted to observe all temporary cut slopes during grading to ascertain that no unforeseen adverse conditions exist. No surcharge loads such as foundation loads, or soil or equipment stockpiles, vehicles, etc. should be allowed within a distance from the top of temporary slopes equal to half the slope height. FOUNDATIONS GENERAL: Based on our findings and engineering judgment, the proposed structure and associated improvements may be supported by conventional shallow continuous and isolated spread footings founded in newly compacted fill. The following recommendations are considered the minimum based on the anticipated soil conditions, and are not intended to be lieu of structural considerations. All foundations should be designed by a qualified engineer. CWE 2180688.01 January 3, 2019 Page No. 6 DIMENSIONS: Spread footings supporting the proposed structure and associated improvements should be embedded at least 12 inches below lowest adjacent finish pad grade. Continuous and isolated footings should have a minimum width of 12 inches and 24 inches, respectively. Retaining wall footings should be at least 24 inches wide. BEARING CAPACITY: Spread footings supporting the proposed structure and associated improvements founded on either newly compacted fill or old paralic deposits may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot. This value may be increased by 600 pounds per square foot for each additional foot of embedment and 400 pounds per square foot for each additional foot of width up to a maximum of 4,000 pounds per square foot. This value may be increased by one-third for combinations of temporary loads such as those due to wind or seismic loads. FOOTING REINFORCING: Reinforcement requirements for foundations should be provided by a structural designer. However, based on the expected soil conditions, we recommend that the minimum reinforcing for continuous footings consist of at least 2 No. 5 bars positioned near the bottom of the footing and 2 No. 5 bars positioned near the top of the footing. LATERAL LOAD RESISTANCE: Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.30. The passive resistance may be considred to be equal to an equivalent fluid weight of 300 pounds per cubic foot. These values are based on the assumption that the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one- third. FOUNDATION EXCAVATION OBSERVATION: All footing excavations should be observed by Christian Wheeler Engineering prior to placing of forms and reinforcing steel to determine whether the foundation recommendations presented herein are followed and that the foundation soils are as anticipated in the preparation of this report. All footing excavations should be excavated neat, level, and square. All loose or unsuitable material should be removed prior to the placement of concrete. SETTLEMENT CHARACTERISTICS: The anticipated total and differential settlement is expected to be less than about 1 inch and 1 inch over 40 feet, respectively, provided the recommendations CWE 2180688.01 January 3, 2019 Page No. 7 presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to concrete shrinkage during curing or redistribution of stresses, therefore some cracks should be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils are assumed to have a low expansive potential (El between 21 and 50). The recommendations within this report reflect these conditions. FOUNDATION PLAN REVIEW: The final foundation plan and accompanying details and notes should be submitted to this office for review. The intent of our review will be to verify that the plans used for construction reflect the minimum dimensioning and reinforcing criteria presented in this section and that no additional criteria are required due to changes in the foundation type or layout. It is not our intent to review structural plans, notes, details, or calculations to verify that the design engineer has correctly applied the geotechnical design values. It is the responsibility of the design engineer to properly design/specify the foundations and other structural elements based on the requirements of the structure and considering the information presented in this report. SEISMIC DESIGN FACTORS The seismic design factors applicable to the subject site are provided below. The seismic design factors were determined in accordance with the 2016 California Building Code. The site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters are presented in the following Table I. TABLE I: SEISMIC DESIGN FACTORS Site Coordinates: Latitude Longitude 33.1620 -117.3540 Site Class D Site Coefficient Fa 1.0 Site Coefficient F 1.351 Spectral Response Acceleration at Short Periods Ss 1.169 g Spectral Response Acceleration at 1 Second Period Si 0.449 g SMSFaSs 1.169g SM1FvS1 0.606 g SDS = 2/3*SMs 0.779 g Srn=2/3*SMI 0.404g CWE 2180688.01 January 3, 2019 Page No. 8 Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. ON-GRADE-CONCRETE SLABS GENERAL: It is our understanding that the floor system of the proposed structure will consist of a concrete slab-on-grade. The following recommendations are considered the minimum slab requirements based on the soil conditions and are not intended in lieu of structural considerations. These recommendations assume that the site preparation recommendations contained in this report are implemented. INTERIOR FLOOR SLABS: The minimum slab thickness should be 4 inches (actual) and the slab should be reinforced with at least No. 3 bars spaced at 18 inches on center each way. Slab reinforcement should be supported on chairs such that the reinforcing bars are positioned at mid- height in the floor slab. The slab reinforcement should extend down into the perimeter footings at least 6 inches. Slabs located adjacent to existing footings or slabs should be doweled as recommended by the project structural designer. UNDER-SLAB VAPOR RETARDERS: Steps should be taken to minimize the transmission of moisture vapor from the subsoil through the interior slabs where it can potentially damage the interior floor coverings. Local industry standards typically include the placement of a vapor retarder, such as plastic, in a layer of coarse sand placed directly beneath the concrete slab. Two inches of sand are typically used above and below the plastic. The vapor retarder should be at least 15-mil Stegowrap® or similar material with sealed seams and should extend at least 12 inches down the sides of the interior and perimeter footings. The sand should have a sand equivalent of at least 30, and contain less than 10% passing the Number 100 sieve and less than 5% passing the Number 200 sieve. The membrane should be placed in accordance with the recommendation and consideration of ACT 302, "Guide for Concrete Floor and Slab Construction" and ASTM E1643, "Standards Practice for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs." It is the flooring contractor's responsibility to place floor coverings in accordance with the flooring manufacturer specifications. CWE 2180688.01 January 3, 2019 Page No. 9 EXTERIOR CONCRETE FLATWORK: Exterior concrete slabs on grade should have a minimum thickness of 4 inches and be reinforced with at least No. 4 bars placed at 18 inches on center each way (ocew). Driveway slabs should have a minimum thickness of 5 inches and be reinforced with at least No. 4 bars placed at 12 inches ocew. All slabs should be provided with weakened plane joints in accordance with the American Concrete Institute (ACI) guidelines. Special attention should be paid to the method of concrete curing to reduce the potential for excessive shrinkage cracking. It should be recognized that minor cracks occur normally in concrete slabs due to shrinkage. Some shrinkage cracks should be expected and are not necessarily an indication of excessive movement or structural distress. EARTH RETAINING WALLS FOUNDATIONS: Foundations for any proposed retaining walls should be constructed in accordance with the foundation recommendations presented previously in this report. PASSIVE PRESSURE: The passive pressure for the anticipated foundation soils at the underground portion of the structure may be considered to be 300 pounds per square foot per foot of depth. The passive pressure may be increased by one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.30 for the resistance to lateral movement. When combining frictional and passive resistance, the friction should be reduced by one-third. ACTIVE PRESSURE: The active soil pressure for the design of "unrestrained" earth retaining structures with level backfill may be assumed to be equivalent to the pressure of a fluid weighing 35 pounds per cubic foot. This pressure does not consider any surcharge. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values are based on a drained backfill condition. WATERPROOFING AND WALL DRAINAGE SYSTEMS: The need for waterproofing should be evaluated by others. If required, the project architect should provide (or coordinate) waterproofing details for the retaining walls. The design values preented above are based on a drained backfill condition and do not consider hydrostatic pressures. Unless hydrostatic pressures are incorporated into the design, the retaining wall designer should provide a detail for a wall drainage system. Typical retaining wall drain system details are presented as Plate No. 1 of this report for informational CWE 2180688.01 January 3, 2019 Page No. 10 purposes. Additionally, outlets points for the retaining wall drain system should be coordinated with the project civil engineer. BACKFILL: Retaining wall backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfihled until the masonry has reached an adequate strength. CLOSURE If you have any questions after reviewing this report, please do not hesitate to contact our office. This• opportunity to be of professional service is sincerely appreciated. EE TROY S. . WILSON 0 LU No. 2551 C) -I Respectfully submitted, DBA:tsw end: Plate 1 Appendix A-Grading Specifications ec: 2180688.01 g."-'Jb Troy S. Wilson, CEG #551 CHRISTIAN EELE ENGINEERING Daniel B. Adler, RCE # 36037 4. T :-®'4 :. -. .. - 4 4 ....4 .. L1 DETAIL [II DETAIL _____________ 6'MThJ. 44 _____________ 6"MIN. IGO ov 4 ••• X4 [j] DETAIL [] DETAIL NOTES AND DETAILS GENERAL NOTES: THE NEED FOR WATERPROOFING SHOULD BE EVALUATED BY OTHERS. WATERPROOFING TO BE DESIGNED BY OTHERS (CWE CAN PROVIDE A DESIGN IF REQUESTED). EXTEND DRAIN TO SUITABLE DISCHARGE POINT PER CIVIL ENGINEER. DO NOT CONNECT SURFACE DRAINS TO SUBDRAIN SYSTEM. DETAILS: O 4 -INCH PERFORATED PVC PIPE ON TOP OF FOOTING, HOLES UNDERLAY SUBDRAIN WITH AND CUT FABRIC BACK FROM ° POSITIONED DOWNWARD (SDR 35, SCHEDULE 40, OR EQUIVALENT). DRAINAGE PANELS AND WRAP FABRIC AROUND PIPE. () Y INCH OPEN-GRADED CRUSHED AGGREGATE. COLLECTION DRAIN(TOTAL DRAIN OR EQUIVALENT) PANEL PER () GEOFARBRIC WRAPPED COMPLETELY AROUND ROCK. LOCATED AT BASE OF WALL DRAINAGE MANUFACTURER'S RECOMMENDATIONS. PROPERLY COMPACTED BACKFILL SOIL. O WALL DRAINAGE PANELS (MIRADRAIN OR EQUIVALENT) PLACED PER MANUFACTURERS REC'S. CANTILEVER RETAINING WALL DRAINAGE SYSTEMS ARMY & NAVY ACADEMY STUDENT ENRICHMENT CENTER 2600 CARLSBAD BOULEVARD SAN DIEGO, CALIFORNIA DATE: JANUARY 2019 I JOB NO.: 2180688.01 1 0 CHRISTIAN WHEELER ENGINEERING Appendix A Grading Specifications CWE 2180688.01 January 3, 2018 Appendix A, Page A-i RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS ARMY & NAVY ACADEMY STUDENT ENRICHMENT CENTER 2600 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case pf conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him apprised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. CWE 2180688.01 January 3, 2018 Appendix A, Page A-2 Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D1557 Density of Soil In-Place - ASTM D1556 or ASTM D2922 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above CWE 2180688.01 January 3, 2018 Appendix A, Page A-3 described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. CWE 2180688.01 January 3, 2018 Appendix A, Page A-4 When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this *specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CWE 2180688.01 January 3, 2018 Appendix A, Page A-S CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and CWE 2180688.01 January 3, 2018 Appendix A, Page A-6 parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-2. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material should be provided by the Geotechnical Engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. 12/19/2019 ,_ imgOo2.jpg DEC 192019 / (c ity -of CITY OF CARLSBAD BUILDING DIVISION C a k I s- b- a-, d This 'form must be completed by the City, the applicant, and the appropriate school districts and returned to the Ci t y p r i o r to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: 0EV16034, ARMY/NAVY STUDENT ENRICHMENT CTR Permit #: CBC2018-0655 - Project Address: 2600 CARLSBAD BLVD Assessor's Parcel #: 2030543300 Project Applicant: ARMY AND NAVY ACADEMY CARLSBAD CALIFORNIA (Owner Name) Residential Square Feet: New/Additions: Second Dwelling Unit; Commercial Square Feet: New/Additions'. 4,296 City Certification: City of Carlsbad Building Division Dat9 12/19/2019 Certification of Applicant/Owners. The person executing this declaration (*Owner") certifies under penalty. of perjury that (1) the information provided above Is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit Is issued or If the Initial determination of units or square footage is found to be Incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. 54,9 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 El Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 U San Dieguito Union H.S. District 684 Requeza Or. ncinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt, Only) E-J $on Marcos Unified Sch, District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone; (760) 290-2649 Contact Katherine Marceija (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 728-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. - The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitIgation determined by the School District. The City may Issue building permits for this project, Signature of Authorized School District Official: Title: _ Date; - q no Name of School istric 100L DISTRICT Phone; 33)Cc Community & ECOflOft 0çpa BuildIng Division 1635 Faraday Avenue I CarIsbd, CA 92008 ) 760-602-2719 1 760,602,8558 fax I building@carlsbadca.gov Sc\uOL F-e-' çxC G Y\-"c- Ccc cV"(\ SS&j ' c-€ FLL\ T\ rr Sc maiiaoøale.com/mail/u/0/?tab=rm&oobl#inbox/FMfcaxw COZFdMGNGxdDhoWvvVSZofDs?oroiector=1&messaaePartld=0.1 1/1 Internal Revenue Service Department of the ;Trasu 0 Fly' P.O. Box 2508 Cincinnati, OH 45201 L' .' L' Date: November 25, 2002 Person to Contact DEC 19 2019 Jeremy L. Vogé!pohl 31-O38, OF CAF.LSAD Customer Serce RepresenJyri . Army & Navy-Academy Toll Free Telephóne.Number: P.0: Box 3000 8:00 a.m. to 6:30 p.m: EST Carlsbad, CA 92018-3000 877-829-5500 Fax Number: 513-263-3756 Federal Identification Number: 95-1184512 Accounting Period Ends: August 31 Dear Sir or Madam: This is in response to your request for a letter affirming your organization's exempt status. In February 1945 we issued a determination letter that recognized your organization as exempt from federal income taxunder section 101(6) of the Internal Revenue Code of 1939 (now section 5Qi(c)3) of the Internal Revenue Code of 1986). That determination letter is still in effect - Based on information submitted subsequently, we classified your organization, as a publicly supported organization, and not a private foundation, because it is described in sections 509(a)(1) and 170(6)(1)(A)(ii) of the Code. This classification was based on the assumption that your organization's operations would continue as, stated in the application. If your organization's purposes, character, method of operations, or sources of support have changed, please let us know so we can consider the effect of the change on the organization's exempt status and foundation status. Revenue Procedure 75-50,. published in Cumulative Bulletin 1975-2 on-page 587, sets forth guidelines and' record keeping requirements for determining whether private schools have racially nondiscriminatory policies as to students. Your organization must comply with this revenue procedure to 'maintain its tax-exempt status.. .. Your organization is required to file Form 990, ReturA of Organization Exempt from Income Tax, only if its gross receipts each year are normally more than $25,000. If a return is required, it must be filed by the 15th day of the fifth month after the end of the organization's annual accounting period. The law imposes a penalty of $20 a day, up to a maximum of $10,000, when a return is filed late, unless there is reasonable cause for the delay. As of January 1, 1984, your organization is liable for taxes under the Federal Insurance Contributions Act (social security taxes) on remuneration of $100 or more the organization pays to each of its employees during a calendar year. There is no liability for the tax imposed under the Federal Unemployment Tax Act (FUTA). _CC':W -2- Army & Navy Academy 95-1184512 Organizations that are not private foundations are not subject to the excise taxes under Chapter 42 of the Code. However, these organizations are not automatically exempt from other federal excise taxes. If you have any questions about excise, employment, or other federal taxes, please let us know. Donors may deduct contributions to your organization as provided in section 170 of the Code. Bequests, legacies, devises, transfers, or gifts to your organization or for its use are deductible for federal estate and gift tax purposes if they meet the applicable provisions of sections 2055, 2106, and 2522 of the Code. Your organization is not required to file federal income tax returns unless it is subject to the tax on unrelated business income under section 511 of the Code. If your organization is subject to this tax, it must file an income tax return on Form 990-T, Exempt Organization Business Income Tax Return. In this letter, we are not determining whether any of your organization's present or proposed activities are unrelated trade or business as defined in section 513 of the. Code. The law requires you to make your organization's annual return available for public inspection without charge for three years after the due date of the return. If your organization had a copy of its application for recognition of exemption on July 15, 1987, it is also required to make available for public inspection a copy of the exemption application, any supporting documents and the exemption letter to any individual who requests such documents in person or in writing. You can charge only a reasonable fee for reproduction and actual postage costs for the copied materials. The law does not require you to provide copies of public inspection documents that are widely available, such as by posting them on the Internet (World Wide Web). You may be liable for a penalty of $20 a day for each day you do not make these documents available for public inspection (up to a maximum of $10,000 in the case of an annual return). . Because this ltter could help .r&soive any questions about. your Urganization's exelipt status and foundation status1 you should keep it with the organization's permanent records. If you have any questions, please call us at the telephone number shown in the heading of this letter. Sincerely, John E. Ricketts, Director, TEIGE Customer Account Services City of Carlsbad Valuation Worksheet Building Division Permit No: I Address Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SF0 and Duplexes $141.76 $0.00 - Residential Additions -$169.50 $0.00 Remodels / Lofts $46.51 $0.00 Apartments & Multi-family $126.35 $0.00 Garages/Sunrooms/Solariums $36.98 $0.00 Patio/Porch $12.33 $0.00 Enclosed Patio $20.03 $0.00 Decks/Balconies/Stairs 480 $20.03 $9,614.40 Retaining Walls, concrete,masonry $24.65 $0.00 Pools/Spas-Gunite $52.39 $0.00 TI/Stores, Offices $46.51 $0.00 TI/Medical, restaurant, H occupancies $64.72 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 4,296 $112.49 $483,257.04 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00. Fire Sprinkler System 4,296 $3.94 . $16,926.24 Air Conditioning - commercial 4,296 $6.37 $27,365.52 Air Conditioning - residential $5.31 $0.00 Fireplace/ concrete, masonry . . $4,961.73 $0.00 Fireplace/ prefabricated Metal . $3,373.05 $0.00 $0.00 $0.00 TOTAL .5537,163.20 Valuation: $537,163 Comm/Res (CIR): C Building Fee $2,151.00 I Plan Check Fee $1,505.70] Strong Motion Fee $113.00 Green Bldg. Stand. Fee $20.00 Green Bldg PC Fee $170.00 License Tax/PFF $18,800.71 License Tax/PFF (in CFD) $9,776.37 CFD Plumbing $62.00 Mechanical $42.00 Electrical $41.00 CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: . PERMIT REPORT (b Carlsbad ty of Print Date: 09/08/2020 Job Address: 2600 CARLSBAD BLVD, Permit Type: BLDG-Permit Revision Parcel #: 2030543300 Valuation: $ 0.00 Occupancy Group: B #of Dwelling Units: Bedrooms: Bathrooms: Permit No: PREV2019-0263 CARLSBAD, CA 92008 Status: Closed - Finaled Work Class: Commercial Permit Revisi Track U: Applied: 12/24/2019 Lot U: Issued: 02/07/2020 Project U: DEV16034 Finaled Close Out: 09/08/2020 Plan U: Construction Type:VB Orig. Plan Check U: CBC2018-0655 Inspector: Plan Check U: Final Inspection: Project Title: ARMY/NAVY STUDENT ENRICHMENT CTR Description: ARMY & NAVY ACADEMY: INTERIOR WALLS ADDED (REDUCED THE NEED FOR STEEL) ii EXTERIOR DOOR ADDED IN STORE ROC Applicant: Property Owner: DODGE DESIGN GROUP ARMY AND NAVY ACADEMY CARLSBAD JOHN DODGE CALIFORNIA 2750 HISTORIC DECATUR RD P0 BOX 3000 SAN DIEGO, CA 92106-6016 CARLSBAD, CA 92018 (619)930-9830 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 FIRE Plan Review Per Hour - Office Hours $306.00 MANUAL BLDG PLAN CHECK FEE -- $328.13 Total Fees: $ 669.13 Total Payments To Date: $ 669.13 Balance Due: $0.00 Building Division• Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov V/ EsGil A SAFEbujtCompany / DATE: 1/25/2020 APPLICANT 0 JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0655.REV(2019-0263) SET: I PROJECT ADDRESS: 2600 CARLSBAD BLVD. PROJECT NAME: ARMY NAVY ACADEMY - STUDENT CENTER ADDITION The plans transmitted herewith havébéen corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's I codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. F1 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. fl EsGil staff did advise the applicant that the plan check has been completed. Person contacted: J9HN DODGE Telephone #: 619-930-9830 Date contacted: 112-112,0 (by A4) Email: iohndodQedesignQrouD.com Mail Telephone Fax In Person LI REMARKS: By: Bert Domingo Enclosures: EsGil 12/30/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2018-0655.REV(20 19-0263) 1/25/2020 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1GB 1113y Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee 'V Type of Review: E Repetitive Fee Repeats * Based on hourly rate El Complete Review El Other El Hourly EsGil Fee E] Structural Only 2.5 Hrs.@ $105.00 I $262.501 Comments: Sheet I of I 61) (P PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov 32..o(- o(%3 KEVIQN--~63Original Plan Check Number ____________________ Plan Revision Number Project Address 2 C..' ô zf Cr C' 4) cc- General Scope oevision/Deferred Submittal: 'U Xu' A c? CL-7 Tc4u IL CONTACT INFORMATION: Name Phone 4('1 7 3)3H Address -2 7S 0 it' ii bc"c'cJf Ph City Zip Email Address 0 e 7trib& 6- C-p < Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: 11ns Cslculations Soils Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown et o uc u O iLr e p me/ ±ee i ZIX i'c c727zF X0 0/'l,' Does this revision, in anyway, alter the exterior of the project? q~ Yes Does this revision add ANY new floor area(s)? fl Yes Liio Does this revision affect any firAeated issues? Yes Is this a comp AE!fYe~~ A!5Signatlur - ; '! ~V- 7 "1 - Da_ 1635 Faraday enu Car lsbad, rlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 www.carlsbadca.gov fl No r14 Pto(Z e Email: building@carlsbadca.gov Army Navy Academy - Student Center 2600 Carlsbad Boulevard Carlsbad, CA 92008 Structural Calculations —18222 oFESSi01,01 C77372 Quails Engineering Structural Engineering Services Schuss-Clark-Brandon Architects, h!c. 9845 Erma Road, Suite 405 San Diego, CA 9231 Phone: 858 578-2950 Quails Engineering Sheet 1 1/5 Structural Engineering Services Project: Army Navy Academy Job #: 18222 Engineer: Andrew Leija Date: 1 a//oft i DESIGN BASIS GOVERNING CODE: 2016 CBC CONCRETE: P, = 2500 PSI (MINIMUM) REINFORCING STEEL: ASTM A615, F7 = 60 KSI STRUCTURAL STEEL: ASTM A992, Fy =50 ksi ("W' SHAPES ONLY) ASTM A36, Fy =36 ksi (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GR B, Fy = 46 ksi (STRUCTURAL HSS TUBES) SAWN LUMBER: DOUG HR LARCH, ALLOWABLE UNIT STRESSES PER 2016 CBC.• ENGINEERED WOOD BOISE CASCADE OR EQUIVALENT BC! WOOD "I' JOISTS - ICC-ESR 1336 BC VERSALAM 2.OE/LVL/LSL - ICC-ESR 1040 PROJECT SCOPE Project consists of a proposed approximate 4,500 square foot two story student center with covered deck located at 2600 Carlsbad Boulevard, Carlsbad, CA 92008. The proposed student center is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, 2x stick framed roof, and typical slab on grade with turned down footings. There has been a soils report provided for this project by Christian Wheeler Engineering dated 01/03/2019, therefore the foundation design will be based on recommendations of the project geotechnical engineer. Scope of Revisions (12/10119): -Revised beam caics FB-1, FB-2, and FB-4. Beam caic FB-3was removed. See revised sheets 6,7, and 12-15. -Revised shear wall caic @ gridline G on caic sheet 34. Quails Engineering . .. . . Sheet: Structural Engineering Services Project Am Y /lJ4,j )' Joi, #: Engineer Api OpW.) LLXI4 Date: Design Loads:. . . Pitched Roof: .. Floor: . . Dead Loid (DL) .. . . Dead Load (DL) . . - I - Roofing 10.0 psf . Flooring 9.0 psf 112" Plywood. 1.8 psf . 3/4" Plywood 2.3 psf Truss Framing 4.0 psf . . Framing 2.0 psf Insulation . 0.5 psf Insulation 0.5 psf 1/2" Gyp.Bd. 2.2 psf . . 5/8".Gyp. Bd. . 3.0 psf Mech./Elec. .. 0.5 psf . Mech./Elec. 1.5 psf Misc. 1.0 psf . . . . Misc. 1.7 ipsf DL = 20.0 psf . . DL 20.01 psf Live Load (LL) . . Live Load (LL) LL E = 20.0 psf (Reducible) LL =40.01psf DL + LL = 40.0 psf . DL + LL = 60.O psf Deck Dead Load (DL) . Stair Corridor: Dead Load (DL) Dex-O-Tex 6.0 psf . . . . Flooring 9.0 psf 3/4" Plywood 23 psf. . 3/4" Plywood 2.3 psf Framing 3.2 psf . Framing 2.91; psf 5/8" Gyp.-Bd. 3.0 psf 5/8" Gyp. Bd. 3.0psf Misc. 5.5 psf : Misc. 2.8 psf DL Z = 20.0 psf DL ) = 20.0 psf Live Load (LL) LL 60.6 psf . Live Load (IL) . = 80.0ipsf DL + LL = 80.0 psf . DL + LL = 100.0psf Walls: . Stud Walls . . . Exterior Walls 15.0 psf. Interior Walls . 7.0 psf Allowable Soils Bearing Pressure: ASBP 2,000 ps@ 12 inches below lowest adjacent finished grade. Seismic: . Site Class: D Ss 1.169 Fa= 1.000 S= 1.169 S1= 0.779 S1 0.449 Fv = 1.350 SMI = 0.606 S01 = 0.404 Response Redundancy Cs Cs Occupancy Importance Mod. Factor Factor, Sr,s/(R/I) S0s/(R/I) Category Factor, I R rho (LRFD) (ASD) II 1.00 6.5 1.3 0.156 0.111 Wind Load: (ASD) . . . . Basic Wind Speed: 110 mph . Exposure: •. . C Importance Factor 1.00 . .MWFRS . P 0.6LambdaxK,xIxP0 Lambda= 1.35 P = 14.3 psf Kzt = 1.0 ',3O= 17.7 Components &.Cladding . P = (0.6) Lambda x K,., xix I'net30 . 1netsa= 27.2 22.0 psf. . . . QuallsiEgiineeñng. Structural Engineedng Services. rmject .RYrnj tVj Pcaóe.c Eniieei ir(qpc.tic. Sheet: 3 job#:._I2 22 Date: Vertical Design LveL oc DL. 2. psf Lk_0 _psf LL= .psf Member RR I P Io RL= lbs :0 •__lbs .MembiP.___________ Z5 1 &= I1,40 lbs R=7)5 Is wI= J.33C0420)zSSPZ..F . P2 Ue2O 0-16 OC. V_= 250 lbs Vii= 201 Is Liiax 70 fe-lbs i= Ireq'd. :20 j4 1= j4. 1 L.&J))e 2o+2) Lg5tWf. ii Use:______ Vniax )Li.1O lbs Yail= lbs Mmax L-11'io frIbs 96)g ft-lbs. Ireq'd I ü j4 1= 2L Member: w1= P 1\ Pi= P2 =. _ RL= .O() lbs RR' 2,0() lbs Vrnax 9ô0 1bs IvL = 53 b ft-lbs L= jo .in Use: VA I.- Is L ft-lbs 1=. Jil iii Member: -RL lbs: =Q••__lbs W2= • P1= P2.= vrnx 2423 lbs IVLThI= 2o . ft-lbs L q'd. 1ELJ( •j4 Q.üIis Engineering Structural 9n&edddg Sezvices Proj'e'ct: Aw'r A14 Engineer Sheet: Job #: Date: /8Z.r. Vertical Design LeveI P O.O DL = 2 O .psf LR 1'2 psf LL= . psf Member: w1,= Pt 'Pea cHo r 1R -2.7t 2+. P. p2.= 4!10 2 ' I6.2) &=7 _lbs RR= L7SO ibs, wt.=i . +2—) 7( , rn. . O) P- V. = - lbs Mrnax . ft-lbs Lqd - fl4 Member: 1 'Pi ec) 1' y r V. lbs RL.= 5-1 5 lbs Mmax 3 ISO ft4bs = 'J lbs = 70 in (77-62.37 4' 10-3 Use... PFtI Vaii 23D lbs Ma= I?OL ft-lbs .1= 45 2 7. :jn4 lbs Mmax' ft-lbs Izcqd =_-j 4 Member:• W.1= ,w2= :P1= .Pi= Vmax = lbs. Mmax ft-lbs = in Use;.________ via ___lbs = ft-lbs 1= 14 QtallsEng:neering: Sheet: (s. Structural Engineering Seruces Project Ar rnj MA V4 jc ô ' rç Job # I Engineer Pvir &icth$ Date: Vertical Design Leveb El OOY DL — 20 psf LR= psf •LL= Li(.) psf Member.____________ C.O+l-0) 1' L9' RL. ___ 760 Vmx. lbs 3 610 ft-lbs Leqci. I 2. 9oPLF Uet 1'CT IL O ! l OC... Vaii 1115 •lbs i&=71414)__4-lbs :i= •2..7O Member.. FB wl ;:.: Vmii —L lbs &=: V3 lbs ft-lbs __________lbs Use: V-..........-- ..... v11= ipe.s lbs. Mji.= .9- ft-lbs jj4. Member:_ . . S e w=j/IC 7 S . t. -•••-- .......- - K Z V t ='. _-- lbs . Vii=. •. lbs pIzj _—s MEflax ._ft-lbs Mij=_- _1lbs 1bs - . 1=_•--•• _1 Meml,e fl3-3 .w1=............--.--. j.--. •-- -.. .••. ... -.-..-.--..••.-•.- Use: __________ - --;t,••••Vmax= RL=_ - lbs lrnx ft1bs Maii.=_••••ft-lbs I q'd . I . t QuallsIEngiering Structural E6ginftsing Project: /br Eflgineer 23,y iô r s, U Sheet: .14 Job -t.• Date: Ye—ftical Design Fiboy Di. 2.o psf IR.: _______psf LI.= L0psf Member: _Sf2itb4.)L J6c.PLF •. Wj sin zo:12(ILI&) W2= •)) t ISi'sT- :. 1:= R.RH) liL14 1 nLH.b) bkLi+ 3,i%: P=(R2)RLH 139 II Ill Vmxl lbs :&. Jbs I&ax ____ft-lbs RR= . lbs Itqd - . Member B5 . . +$eevcajlc. p 3 P2= . . Use:_S 1/Lr f-.Vmax _lbs Vaii iiLS' Abs Mm ___ft-lbs = 2 % I ft lb s. p 55.t lbs Member:VB- II. _________ ,ec Eeyo wil P - pT 3 1/ati4 S ôo4: ii* .. TTc.h# ii evcl PRCi13).4 V2)i) 9Z4149O:i Use: Cp 41?& C'ffv'f - lbs Mall = ft-lbs ii14 Vrnx ___________lbs. Ri.= L4Lf lbsALM,- _ft-lbs BR = 2Q' -. 1 lbs Iieq'd - j4 MembrThT—i P. .12.1 V:= L' lbs J p lbs Mn co ft-lbs RR lbs lbs Ii'd = .jn4 V11=3ip lbs Maij 2c'5 ft-lbs III Use: I 3JAfl (/8 L/ L pjifrV MaD = ft-lbs 1= 9Li11. j4 Quails Engineering Project Title: Army Navy Academy 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 Encinitas, CA 92024 Project Descr: Printed: 21 Deschption: CODE REFERENCES, Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending HSS8x4x3!8 Span = 20.50 ft ADDIled Loads . Service loads entered Load Factors will be applied fo calculations Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.020, Lr = 0.020 ksf, Tbutary Width = 1.330 It Point Load: D = 2.875, Lr = 2.875k, Starting at: 10.250 it and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio = 0.781: 1 Maximum Shear Stress Ratio = 0.046:1 Section used for this span HSS8x4x3I8 Section used for this span HSS8x4x3I8 Ma : Applied 33.703 k-ft Va : Applied 3.701 k Mn Omega: Allowable 43.154k-ft Vn/Omega : Allowable 80.208 k Load Combination 40.1.r+H Load Combination 40.Lr+H Location of maximum on span 10.250f1 Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.587 in Ratio = 418 >=360 Max Upward Transient Deflection 0.587 in Ratio = 418 >=360 Max Downward Total Deflection 1.241 in Ratio = 198 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 1. Maximum Forces & Stresses tor:Löad.Combinationt.. Load Combination Max Stress Ratios summary or moment vaiues Segment Length Span # M V Mmax + Mmmc - Ma Max Max Max/Omega Cb Rm Va Max Vnx Vax/Omega +D+H Dsgn.L= 20.50ft 1 0.407 0.025 17.57 17.57 72.07 43.15 1.00 1.00 1.99 133.95 80.21 4041411 Dsgn.L 20.50 ft 1 0.407 0.025 17.57 17.57 72.07 43.15 1.00 1.00 1.99 133.95 I 80.21 4O4Lr4H Dsgn.L= 20.50 ft 1 0.781 0.046 33.70 33.70 72.07 43.15 1.00 1.00 3.70 133.95 80.21 4D.0.750Lr4O.750L4H Dsgn.1 20.50 It 1 0.688 0.041 29.67 29.67 72.07 43.15 1.00 1.00 3.27 133.95 80.21 Load Combination Span Max. '-" DeS Location in Span Load Combination Max. 'i' Dell Loation in Span Support notation: Far left Is #1 Values in KIPS Load Combination Support I Support 2 Overall MAX mum 3.701 3.701 Overall MiNImum 1.710 1.710 404H 1.991 1.991 .04L4H 1.991 1.991 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy 9 Engineer: AL Project ID: 18222 Project Descr: erticai Reactions , , Support notation Far left is #1 Values In KIPS Load Combination Support 1 Support 2 4D.I_14H 3.701 3.701 4040.750Lr40.750L.H 3.274 3.274 DOnly 1.991 1.991 LrOnly 1.710 1.710 LOnly HOnly Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer: AL Project Descr: Project lb: 18222 lb 21 RB-3 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 710 Load Combination Set: ASCE 7-10 Material Properties I Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity I Load Combination ASCE 7-10 Fb - 1,350.0 psi Ebend- xx 1,600.0 ksi • Fc - Pill 925.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch . Fc - Perp 625.0 psi Wood Grade :NO-1 Fv 170.0 psi Ft 675.0 psi Density 31.20pcf. i:Appl!eOLOaaS =IVI= IVU IR•.. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: 0 = 0.160, Lr 0.160 k/ft, Extent = 7.50 ->> 19.50 ft Varying Uniform Load: D= 0.0-4.120, Lr= 0.0-4.120 k/it, Extent = 0.0 ->> 7.50 ft Point Load: 0 = 0.60, Lr = 0.60 k, Starting at :7.50 it and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.585 1 Maximum Shear Stress Ratio 8x14 Section used for this span 978.72psi fv : Actual 1,665.56 psi Fv : Allowable 40+1141 Load Combination 9.109ft Location of maximum on span Span #1 Span # where maximum occurs 0.239 in Ratio = 980 >=360 0.000 in Ratio = 0<360 0.508 in Ratio = 462 >=180 0.000 in Ratio = 0<180 0.223:1 8x14 = 47.40 psi = 212.50 psi 40+lr*H = 18.432ft = Span#1 Load Combination Max Stress Ratos moment vatues bndr mucti Segment Length Span# M V. Cd C FN C Cr Cm Ct CL M lb F'b V fv F'v .041 0.00 0.00 ;0.00 0.00 Length 19.50ft 1 0.431 0.164 0.90 0.987 1.00 1.00 1.00 1.00 1.00 9.81 516.70 1199.20 1.70 25.11 153.00 104L4H 0.987 1.00 1.00 1.00 .1-00 1.00 0.00 0.00 10.00 0.00 Quails Engineering Project Title: Army Navy Academy ib: 18222 ( 4403 Manchester Ave #203 Engineer: AL Project Encinitas, CA 92024 Project Descr: &48AM Desciiption: RB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t. CL M lb F'b V fv F'v Léngth=19.50ft, 1 0.388 0.148 1.00 0.987 1.00 1.00 1.00 1.00 1.00 9.81 516.70 1332.45 1.70 25.11 170.00 4D4Lr4l 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 I0.00 0.00 Length = 19.50 ft 1 0.588 0.223 1.25 0.987 1.00 1.00 1.00 1.00 1.00 18.58 978.72 1665.56 3.20 17.40 212.50 4040.750Lr40.750L4H . 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 . 0.00 Length =19.50ft 1 0.518 0.197 1.25 0.9871.00 1.00 1.00 1.00 1.00 16.39 863.22 1665.56 2.82 41.83 212.50 OveaHMaximum Deflections Load Combination Span Max. - Dell Location in Span Load Combination . Max. + Dell Location in Span 4Os1r4H 1 0.5064 9.750 0.0000 0.000 VertcaI Reactions Support notation Far left is #1 Values In KIPS .oad Combination Support 1 Support 2 Overall MAXimum 2.803 3.565 Overall MiNimum 1.295 1.675 4041 1.509 1.889 1.509 1.889 4D4Lr4H 2.803 3.565 4040.750Lr40.750L4H 2.479 3.146 D Only 1.509 1.889 Li Only 1.295 1.675 LOniy H Only Maximum Bending Stress Ratio 0.584:1 M Section used for this span - WI 8x60 Ma : Applied 179.179k-ft Mn/Omega : Allowable 306.886k-ft Load Combination 4040.750Lr40.750L41, IL Comb Run (L4) Location of maximum on span 14.976ft Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.236 in Ratio = Max Upward Transient Deflection -0:097 in Ratio = Max Downward Total Deflection 0.518 in Ratio = Max Upward Total Deflection -0.205 In Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rates Segment Length Span # M V Mmax + Mrnax - im Shear Stress Ratio = 0.141 :1 Section used for this span W1840 Va :Applied 22.225 k VnlOmega : Allowable 151.080 k Load Combination 4040.750Lr40.750L#I, IL Comb Run (LL) Location of maximum on span 24.000 ft. Span # where maximum occurs Span #1 1,220>=360 741 >=360 556 >=240 352 >=240 Ma Max Mnxl0mega Cb Rm Va Max Quails Engineering Project Title: Army Navy Academy I 2. 4403 Manchester Ave #203 Engineer: AL Encinitas, CA 92024 Project ID: 18222 Project Descr: Printed: 10 DEC 2019, 9:02AM DESCRIPTION: FB-2 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam Is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending r3.35) Aontled Loads Service loads entered. Load Factors will be applied forcalculations. Beam self weight calculated and added to loading Load for Span Number I Uniform Load: D = 0.020, L = 0.040 ksf, Extent = 0.0 ->> 15.0 ft. Tributary Width = 1.330 ft Point Load: D = 15.535, Li = 7.788, 1= 13.628, E = 8.341 k @ 15.0 it Uniform Load: D = 0.020, L = 0.060 ksf, Extent = 15.0 ->> 24.0 ft, Tributary Width = 1.330 It Load for Span Number 2 Uniform Load: D = 0.020, L = 0.060 ksf, Tributary Width = 1.330 ft Point Load: D = 3.778, Lr = 3.350 k @3.0 ft DESIGN SUMMARY 4041 Dsgn.L = 24.00 It 1 0.280 0.074 . 85.77 41.72 85.77 - 512.50 306.89 - 1.00 1.00 11.24 226.59 151.06 Dsgn.L= 3.00 it 2 0.038 0.027 -11.72 11.72 512.50 306.89 1.00 1.00 4.04 226.59 151.06 4011-4H, LL Comb Run ('I) Dsgn.L= 24.00 ft 1 0.279 0.074 85.55 -12.08 85.55 512.50 306.89 1.00 1.00 11.25 228.59 151.08 Dsgn. L = 3.00 ft 2 0.039 0.028 -12.08 12.08 512.50 306.89 1.00 1.00 4.28 226.59 151.06 4044..H. LL Comb Run (1*) Dsgn.L= 14.00 ft 1 0.543 0.136 166.58 -11.72 166.58 512.50 306.89 1.00 1.00 20.59 226.59 151.06 Dsgn.1 = 3.00 ft 2 0.038 0.027 -1172 11.72 512.50 306.89 1.00 1.00 4.04 226.59 I 151.06 404141, IL Comb Run (LI) Quails Englneeng Project Title: Army Navy Academy I,) 4403 Manchester Ave #203 Engineer: AL Enciflitas, CA 92024 Project ID: 18222 - Project Descr: DESCRlPTION:-1FB2 revised , Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax 4 Mmax - Ma Max Mnx MnxlOmega Cb Rm . Va Max Vnx VnxlOmega Dsgn.L= 24.00 It 1 0.542 0.136 166.35 -12.08 166.35 512.50 306.89 1.00 1.00 20.60 226.59 151.06 Dsgn.L = 3.00 It 2 .0.039 0.028 -12.08 12.08 512.50 306.89 1.00 1.00 4.28 226.59 151.06 40411441, LL Comb Run (1) Dsgn.L = 24.00 It 1 . 0.259 0.077 79.50 -21.77 79.50 512.50 306.89 1.00 1.00 11.65 226.59 151.06 Dsgn.L= 3.00 It 2 0.071 . 0.049 -21.77 21.77 512.50 306.81 1.00 1.00 7.39 226.59 151.06 404114H,LL Comb Run (LI . 151.06 Dsgn.L = 24.00 It 1 0.422 0.107 129.51 41.72 129.51 512.50 306.89 1.00 1.00 16.10 226.59 Dsgn.L= 3.00ft 2 0.038 0.027 41.72 11.72 512.50 306.89 1.00 1.00 4.04 22.59 151.06 4041r41, Li. Comb Run (LL) Dsgn.L 24.00 ft. 1 0.402 0.109. 123.24 -21.77 123.24 512.50 306.89 1.00 1.00 16.52 226.59 151.06 Dsgn. L: 3.00 ft 2 0.071 0.049 . -21.77 21.77 512.50 306.89 1.00 1.00 7.39. 226.59 151.06 9040.750Lr40.7501441, LL Comb Run (' Dsgn.L= 24.00 It 1 0.264 0.077 80.90 -19.53 80.90 512.50 306.89 1.00 1.00 11.56 226.59 151.06 Dsgn.L= 3.00 It 2 0.064 0.045 -19.53 19.53 512.50 306.89 1.00 1.00 6.73 226.59 151.06 4040.750Lr40.750141-1. U. Comb Run (L Dsgn.L= 24.00 It 1 0.584 0.145 179.18. -11.72 179.18 512.50 306.89 . 1.00 1.00 21.90 226.59 151.06 Dsgn.L= 3.0011 2 0.038 0.027 -11.72 11.72 512.50 306.89 1.00 1.00 4.04 226.59 151.06 4040.750Lr40.75014H, IL Comb Run (I. Dsgn.L= 24.0011 1 0.568 0.147 174.31 -19.53 174.31 51250 306.89 1.00 1.00 22.22 226.59 151.06 Osgn.L = 3.00 ft 2 0.064 0.045 49.53 19.53 512.50 306.89 1.00 1.00 6.73 226.59 151.06 4040.70E441 . Dsgn.L = 24.00 It 1 0.386 . 0.099 118.57 41.72 118.57 512.50 306.89 1.00 1.00 14.89 226.59 151.06 Dsgn.L= 3.0011 2 0.038 0.027 . 41.72 11.72 512.50 306.89 1.00 1.00 4.04 226.59 151.06 40.60D40.70E40.60H- Dsgn.L= 24.0011 1 0.275 0.069 84.26 -7.03 84.26 512.50 306.89 1.00 1.00 10.39 226.59 151.06 Dsgn.L = 3.00 ft 2 0.023 0.016 -7.03 7.03 512.50 306.89 1,00 1.00 2.42 226.59 151.06 Overall Maximum Deflections . Load Combination Span Max. "- Dell Location In Span Load Combination Max. '+ Dell Location in Span 4O40.75OLr40.750L941 1 0.5183 12.768 0.0000 0.000 2 0.0000 12.768 '-040.750Lr40.750L441 -0.2047 i 3.000 Vertical Reactions . . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 12.911 28.954 Overall MiNimum .0.015 0.254 4041 6.375 15.274 404I.441, LL Comb Run (tl) 6.360 15.528 404L4H, LL Comb Run (Lt) 12.169 24.624 404.41, LI. Comb Run (LL) 12.154 24.878 .0.Lr4H, LL Comb Run (L) 5.957 19.042 • 404Lr4H, LL Comb Run (It) 9.296 20.141 -.0-.lr4H, LL Comb Run (LL) 8.877 23.910 4O-.0.750L(40.7501#l, IL Comb Run (' 6.050 18.291 4040.750Lr40.750141-1, U. Comb Run (L 12.911 25.937 4040.750Lr40.750141, LL Comb Run (L 12.586 28.954 -.040.70E#I 8.565 18.923 40.60D40.70E40.60H 6.015 12.813 D Only 6.375 15.274 Lr Only, LL Comb Run ('1) -0.419 3.769 Lr Only, LL Comb Run (1) 2.921 4.867 Lr Only, LL Comb Run (LL) . 2.502 8,636 I. Only, LL Comb Run (t) -0.015 0.254 • I. Only, LL Comb Run (1*) 5.794 9.350 L Only, IL Comb Run (IL) 5.779 . 9.605 E Only 3.128 5.213 H Only 0.770 1 Maximum Shear Stress Ratio = 6.75x19.5 Section used for this span I ,722.90psi 2,237.85psi +D+L+H 10.091 ft Span # I 0:316 in Ratio = -0.330 in Ratio = 0.600 in Ratio = -0.065 in Ratio= Load Combination Location of maximum on span = Span I/where maximum occurs = 748>=360 717>=360 394>=`180 3671 >=180 6.520:1 6.75x19.5 137.91 psi 265.00 psi +D+L+H 18.164ft Span #1 Quails Engineering 4403 Manchester Ave #203 Encinitas, GA 92024 Project Title: Army Navy Academy Engineer: AL Project ID: 18222 Project Descr:. j1 Printed- 10 DEC 019 8:56AM DESCRIPTION: F134' revised CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1,80.0ksi Fc - PrII 1,650.0 psi Eminbend-xx : 90.0ksi Wood Species : DF/DF V4 FC Perp 850.0 psi • Ebend- yy 1,600.0 Fv 265.0 psi Eminbend - yy 80.0ksi ksi Wood Grade :24F - Ft 1,100.0psi Density 31.210pcf Beam Bracing .: Beam' is Fully Braced against lateral-torsional buckling 0(2.42) Lr(2.2) E(-8.448) 0(0:30) L(0.690) 0(2.707) Lr(2. 07) E(-8.448) I ' U(U.a4b) Lr(U.sbj i , bv D(O.165) I 6.75x19.5AWA ] lfl Span = 19.750 It H • , Applied Loads Service loads entered. Load Factors will be applied forcalculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.30, L = 0.690 k/ft Point Load: 0 = 2.420, Lr = 2.320, E = .8.448k @3.50 ft Point Load: D = 2.707, Li = 2.707, E = .8.448k @16.0 ft Uniform Load: 0 = 0.1650 k/ft, Extent = 0.0 -> 3.50 ft,. Tributary Width = 1:0 ft Uniform Load: 0 = 0.5450, Lr = 0.380 k/ft. Extent = 16.0 ->>. 19-750 ft, Tributary Width = 1.0 ft. (roof) Maximum Bending Stress Ratio = Section used for this span Load Combination Locationof maximum on span = Span # where maximum occurs ' = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values SIear Values Segment Length Span S M V C C FN C i Cr Cm C t CL M lb Pb V I PJ F'v 40*1 0.00 0.00 0.00 0.00 Length =19.7501t 1 0.388 0.305 0.90 0.932 1.00 1.00 1.00 1.00 1.00 27.83 780.66 2014.06 6.38 12.73 238.50 4041.4H 0.932 1.00 1.00, 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.750ft I 0.770 0.520 1.00 0.932 '1.00 1.00 1.00 1.00 1.00 61.42 1,722.90 2237.85 12.10 137:91 265.00 4041_r4fl 0.932 1.00 1.00 1.00 1.00 1.00. 0.00 0.00 0.00 0.00 Length = 19.750 it I 0.387 0.333 1.25 0.932 1.00 1.00 1.00 1.00 1.00 38.55 1,081.46 2797.31 9.67 110.23 331.25 4040.750Lr0.750L4H • 0.932. 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =19.750ft 1 0.611 0.452 1.25 0.932 1.00 1.00 1.00 1.00 1.00 60.93 1,709.29 2797.31 13.14 1 9.74 • 331.25 Quails Engineering Project Title: Army Navy Academy 4403 Manchester Ave #203 Engineer: AL I Encinitas, CA 92024 Project ID: 18222 Project Descr: I Printed: 10 DEC 2019, 8:58AM DESCRIPTION: .FB-4 revised• Load Coñthlnatlon : Max Stress Ratios Moment Values Shear Values Segment Length: Span # M V C C FN C I Cr Cm C t CL M lb Fb V lv Fv 400.7OE4H 0.932 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 19.750ft 1. 0.050 0.060 1.60 0.932 1.00 1.00 1.00 1.00 1.00 6.35 178.10 3580.55 2.24 25.49 424.00 0.60D40.70E40.60H 0.932 1-.001.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lèngth=19.750ft I 0.093 0.084 1.60 0.932 1.00, 1.00 1.00 1.00 1.00 9.14 256.53 2760.01 3.14 . 35.82 424.00 Overall Maximum Deflections Load Combination Span Max. eDefl Lotion in Span Load Combination Max. + DeS Location in Span +040.750Lr40;750L'H I 0.6000 10.019 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Overall MiNimum 404H 90414H 4O4Lr4H 4040.7501r40.750L4H 4D40.7OE4H 40.60D40.70E40.60H D Only LrOnly LOnly E Only H Only port I Support 2 13.499 15.798 6.814 6.814 6.470 7.767 13.283 14.581 9.028 11.661 13.499 15.798 0.481 1.928 -2.107 -1.179 6.470 7.767 2.558 3.894 6.814 6.814 1.555 .8.341 V ifv Fv 0.00 io.00 0.00 1.96 47.11 256.50 1.96 47.11 256.50 0.00 10.00 0.00 2.08 50.02 285.00 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy tO Engineer: AL Project ID: 18222 Project Descr: Printed: 21 NOV 2016. 8.528M File= E 0 opboxtPec 0jBJc-1182fl-1%cALGUL-1AlMViA-1 ENERLC, INC 1983.2017?BUI?d10 17 12.lfl Ec6 V A 18531 Fb + 3100 psi E: Modulus of Elasticity Fb- 3100 psi Ebend-xx 2000ksi Fc - PrIl 3000 psi Eminbend - xx $30120482 ksi Fc - Perp 750 psi Fir 285 psi Ft 1950 psi Density 41.75pcf Description: Calculations per NDS 2015, .IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : BoiseCascade Wood Grade : Versa Lam 2.03100 West Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(11.775) r(I.775) D(0.0730) L(O.060) N6 7~W,50 tv LI 5.25x11.875 5.25x11.875 Span =9.olt Span 3.0ft PP1iád Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0730, L = 0.060 k/ft Point Load: D = 1.775, Lr = 1.775 k, Starting at: 12.0 It and placed every 0.0 ft thereafter -bk§Idff, MA Maximum Bending Stress Ratio = - 0.278 1 Maximum Shear Stress Ratio = 0.252 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb Actual = 1,075.61 psi fv : Actual = 89.82 psi FB : Allowable = 3,875.00p5i Fv : Allowable = 356.25 psi Load Combnation O1r4l, LL Comb Run (*L) Load Combination 4Or*I, LL Comb Run ('L) Location of maximum on span = 9.000ft Location of maximum on span = 9.000 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 956 >=360 Max Upward Transient Deflection -0.033 in Ratio = 3285 >=360 Max Downward Total Deflection 0.146 in Ratio = 492 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinatlon' - Load Combination Max Stress Ratios Moment Values Segment Length Span # M v Cd C FN c, Cr Cm C t CL M lb Fb 0.00 Length =9.Oft 1 0100 0.184 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 2790.00 Length =3.0 ft 2 0.200 0.184 0.90 .1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 2790.00 LL Comb Run (1) 1.000 1.00 1.00 1.00 .1.00 1.00 0.00 Length =9.oft 1 0.188 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 Quails Engineering Project Title: Army Navy Academy 4403 Manchester Ave #203 Engineer: AL Project ID: 18222 Encinitas, CA 92024 Project Oescr: Printed 21 NOV Description: Load Combination Max Stress Ratios Moment Values Values Segment Length Span # M V Cd C FN C Cr Cm C i C1 M lb Pb V I fv Fv Length =3.Oft 2 0.188 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 2.08 50.02 285.00 404L-41, LL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 ~0.00 0.00 Length9.0ft 1 0.180 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3100.00 1.96 7.11 285.00 Length =3.0ft 2 0.180 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3100.00 1.96 47.11 285.00 4041.H,LL Comb Run (LL) . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 !o.00 0.00 Length =9.oft 1 0.188 0.175. 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 2.08 50.02 285.00 Length =3.0ft 2 0.188 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 583.99 3100.00 2.08 50.02 285.00 *D.Lr*$, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 :0.00 0.00 Length =9.oft 1 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 Length = 3.0 ft 2 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 4041r+H, LL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.144 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3875.00 1.96 47.11 356.25 Length =3.0ft 2 0.144 0.132 1.25 1.000 .1.00 1.00 1.00 1.00 1.00 5.73 557.73 3875.00 1.96 47.11 356.25 4041J9H, LL Comb Run (LL) .1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.oft 1 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 Length = 3.0 ft 2 0.278 0.252 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.06 1,075.61 3875.00 3.73 89.82 356.25 4040.750Lr90.750L4H, LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 10.00 0.00 Length =9.oft 1 0.249 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 3.38 81.32 356.25 Length =3.oft 2 0.249 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 3.38 81.32 356.25 4040.7501r.0.750L4H,LL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 10.00 0.00 Length =9.oft 1 0.144 0.132 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.73 557.73 3875.00 1.96 47.11 356.25 Length =3.oft 2 0.144 0.132 1.25 1.000 1.00 1.00 1.00. 1.00 1.00 5.73 557.73 3875.00 1.96 47.11 356.25 4040.750Lr40.750L4H,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.249 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 3.38 81.32 356.25 Length =3.oft 2 0.249 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.93 965.83 3875.00 3.38 81.32 356.25 Overall Maximum Deflectlons Load Combination Span Max. - Dell Location in Span Load Combination Max. -'-a Dell Location in Span 1 0.0000 0.000 404Lr4H, LL Comb Run (LL) -0.0593 5.330 .O.Lr#l, LL Comb Run (IL) 2 0.1462 3.000 . 0.0000 : 5.330 Vertical Reactions Support notation Far left Is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 4.819 5.462 Overall MINimum 0.240 0.480 9041 -0.227 3.095 404*1, IL Comb Run (1) -0.257 3.305 41341-4H, LL Comb Run (LI 0.043 3.365 -.044H, LL Comb Run (LL) 0.013 3.575 4D-.Ir4H, LL Comb Run (t) -0.819 5.462 .0-.Lr-.H, LL Comb Run (1') -0.227 3.095 -.0*Lr#I, IL Comb Run (LL) -0.819 5.462 -.040.750Lr40.750L#I, LL Comb Run ( -0.694 5.028 40-.0.750Lr40.750L*$, IL Comb Run (1 -0.025 3.298 4040.750Lr4O.750L41, LL Comb Run (L -0.491 5.230 D Only -0.227 3.095 Lr Only, IL Comb Run (*L) -0.592 2.367 Lr Only, LL Comb Run (1) Lr Only, IL Comb Run (LL) -0.592 2.367 L Only, IL Comb Run (1.) -0.030 0.210 I Only, LL Comb Run (1-1 0.270 0.270 I Only, LL Comb Run (LL) 0.240 0.480 I H Only Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer: AL Project ID: 18222 Project Descc Pnnted: 21 Description: ,00 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3,100.0 psi Ebend-xx 2,090.0ksi Fc - PriI 3,000.0 psi Eminbend - xx 1,036.83ks1 Wood Species Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv Ft 285.0 psi 1,950.0 psi Density 411750pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads . Loads on all spans... Uniform Load on ALL spans: D = 0.020, L = 0.080 ksf, Tributary Width = 1.330 ft Point Load: D = 0.2810, Lr = 0.8440k, Starting at: 10.50 It and placed every 0.0 It thereafter EsIGN.SUMMARY xximum Bending Stress Ratio = 0.098 I Section used for this span 3.5x14 fb : Actual = 373.50psi FB : Allowable = 3,809.19pSi Load Combination 40'tr4H, LL Comb Run (L) Location of maximum on span = 7.500ft Span # where maximum occurs Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.103:1 3.4114 = 36.74 psi = 356.25 psi 4O4Lr4H, LL Comb Run (L) = 7.500ft = Span #1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio= 2510 >=360 Max Upward Transient Deflection -0.010 in Ratio = 9058 >=360 Max Downward Total Deflection 0.038 in Ratio = 1902 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 farI atl nhhI2tIAI Load Combination Max Stress Ratios - Moment Values . Shear Values Segment Length Span # M V Cd C EN C Cr Cm C t CL M lb F'b V fi Fv *041 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.039 0.043 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 2742.62 0.36 10.91 256.50 Length =3.0ft 2 0.039 0.043 0.90 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 2742.62 0.36 10.91 256.50 -+04.*H, LL Comb Run (1.) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 10.00 0.00 Length =7.50ft 1 0.052 0.059 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.55 16.91 285.00 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Army Navy Academy Engineer AL I Project ID: 18222 Project Descr: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M . V Cd C FN C I Cr Cm C t CL M lb Pb V Iv F'v Length = 3.0 ft 2 0.052 0.059 1.00 .0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.55 285.00 9D.tl+I,LL Comb Run (Li . . . 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 16.91 0.00 0.00 Length=7.501t I 0.035 0.056 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3047.36 0.52 5.99 285.00 Length =3.0ft 2 0.035 0.056 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3047.36 0.36 15.99 285.00 :*0*L*H, LL comb Run (LL) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.052 0.063 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.59 17.95 285.00 Length =3.oft 2 0.052 0.063 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.51 158.00 3047.36 0.55 17.95 285.00 *Dtr#I, LL Comb Run (L) . 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.098 0.103 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 Length =3.0ft 2 0.098 0.103 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 *0*t.r*H, IL Comb Run (Li 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.501t 1 0.028 0.031 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.36 10.91 356.25 Length =3.0ft 2 0.028 0.031 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.36 10.91 356.25 *D*Lr4I,LL Comb Run (LL) 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 10.00 0.00 Length = 7.50 ft 1 0.098 0.103 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 Length =3.oft 2 0.098 0.103 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.56 373.50 3809.19 1.20 36.74 356.25 *0*0.750Lr*0.7501-+H, LL Comb Ri 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 10.00 0.00 Length = 7.50 ft 1 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.28 344.75 3809.19 1.14 34.79 356.25 Length =3.oft 2 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.28 344.75 3809.19 1.14 34.79 356.25 .0'0.750Lr*0.750L+H,LL Comb R' 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.028 0.039 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.45 13.86 356.25 Length =3.oft 2 0.028 0.039 1.25 0.983 1.00 1.00 1.00 1.00 1.00 1.03 107.75 3809.19 0.36 13.86 356.25 *0*0.750Lr*0.7501-*H, LL Comb Ri 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =7.50ft 1 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.28 344.75 3809.19 1.14 34.79 356.25 Length =3.oft 2 0.091 0.098 1.25 0.983 1.00 1.00 1.00 1.00 1.00 3.28 344.75 3809.19 1.14 34.79 356.25 Overall Maximum Deftections Load Combination Span Max. "- Del Location in Span Load Combination Max. W DeS Location in Span 1 0.0000 0.000 40+LN4i, IL Comb Run (IL) .0.0122 4.441 404Lr9H, IL Comb Run (LL) 2 0.0378 3.000 0.0000 4.441 Vertical Reactions Support notation Far left IS #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.415 2.166 Overall MiNimum 0.335 0.782 *041 0.016 0.693 *D41*H, LI Comb Run (*L) -0.048 1.076 *D*L*H, LL Comb Run (L*) 0.415 1.092 +D*L4I, IL Comb Run (LL) 0.351 1.475 404Lr4H, LL Comb Run (1) -0.321 1.875 404Lr4H, LL Comb Run (Li 0.016 0.693 .0*Ir4l, LL Comb Run (LL) -0.321 1.875 40*0J50Lr*0.7501-#I, LL Comb Run (' -0.285 1.867 4040.7501r0.750L4$, IL Comb Run (L 0.315 0.993 -+0+0.750Lr0.750L'+t. LL Comb Run (L 0.014 2.166 D Only 0.016 0.693 Lr Only, LL Comb Run ('L) -0.338 1.182 Lr Only, IL Comb Run (L') Lr Only, LL Comb Run (IL) -0.338 1.182 L Only, LL Comb Run (1) -0.064 0.383 L Only, LL Comb Run (1*) 0.399 0.399 I Only, IL Comb Run (LL) 0.335 0.782 H Only Quails: Englnetring Structural Engineering Services Project: M^,% Ara c3emj Job#: )2- Engineer: B reu Date: Lãtërál Design 'SeisxnjcV=c\V —: Oil...AJ..... W=Tot1 Lead Load Roof - .PMphragm 72iQ:O ExteriorWalis: J6S ci InteriorWalls : O.1I10 7 lbs jQQr Piprn 0 • S:.QoQ Exterir Walls (20.5s L3/ :i IJfI342.Q > 3. .......... .inteñorWalls IbSOlbs total .Dead.Load= )3737 . Base Shear =.W= Vertical Distzibution Wh W (k) I. (ft) Wh :E Wh V (ibs) Area (ft2) Vpsf Roof '3360 3 Floor 03 13 J3s'i OLO L5OD 3oo L .3kt:O Wind..check Ps tkP .RQQf N-S =IL3.psfx E:_W=.3psLx. C:nI&)./ l-.PsF Floor N-S sx../!/7/1.1 . 3..3 p1, E -W .psf;xtl3J:..+ Cumulaüve N4.S= E.-.W= 3!.5). ?5.F k:s.nt VCY Quails Euthering : . StnwturaLEnglneerngServices Project Ezigineex Pp j t)QL Sheet: flc ô,Job# I 2i.2... Dater Shearwall Delign. Level: 1110d . . . — L!irecton; _______ Vpr(UnitShear): 3 psf Gri line .. i= ft A1 (rtib. Ares) = 21 23L2. . 2.60 ft2 Fx(LØ.tCráILoad).=_250.1 3 . 75 Is SWTvpe:._CE Yp,r (Unit Lateral. Load) I7S))2Z pif VaU .240 pf HW.Adjusbnent Vpirx h/2w . Y i '5 plf HDipé: _'11 S T OverturningForcc _9K by inSpqcion .. 'Ti, I lbs. L.3t Uphft 2f 11. 02.tt lbs Gridline:J'S = L75 ft A,(Trib. Area) g ft2 :(IraiLol).= &O.3 . lbs SW Type:. CE VpittLateral Load) = 15IL475 L) pif V 11 = piE I:'%Adjustment(V1,IFxh/2w) = LI ) C /21Li7S') - Gb pif HD Type: - Overturning Forcç OK by in . Li, - 1b L = ft Uplift = . lbs Gridline: 2_ I. ft At (rrib.Area)= 2.1 11411J2 )ho ft2 FLatera1Loäd L-is lbs Sc/Type: E Vp,r(Unit Lateral Load) = W35 1 11 = pif Vu 260 Of H;W Adjustment (V1rxh/2w) = pl f HD Type: NS it LO Overturning Force - OK by inspection T = 2 6,9 5 . lbs Uplift= 9.1RflI . 9.LOO lbs . Gridline: 2 I A1 (fib. Area) = . 7c ft2 F% (Lateral Load) = 7oi.3 2.75 lbs SW Type: V,c(UnitLateralLoad)= Q7cI . ;plf H:WAdjustrnent (Yxh/2w) = - . - . • pif .HD Type:. Overturning Foe b' nsectiózT • . lbs L• = - ft Uplift . • lbs • La Us nexing ShCët. a Prolect: t4av job #: 242.. Engitiëer: ar & onus Date: Shearwali Design Level: Ropl Direction: H S Vp f (Unit Shear): 3 psf Gridline:- L _____________________ ft• A (rrib. Area) = 4 S . ft2 .F (Lateral Load) 3 .9 - Is Vr (Urfli Lateral Load) : _D I Li 7 5 2C pif .H:W Adjustment (Vppr*h/2w) Overturning Force 0k by iopcttion L =_ ft Uplift = lbs Gridline: _3 l = . ft A (frib. Area) = + '5 17. .ft2 FN (Lateral Load) = 113 I lbs V1r(Upit Lateral Load) = U31[ W S 5 plf H:W. Adjustment (Vpirx h/2-w) pif Overturning Foicc, OK by inspection ft Uplift I L Sf I I 3 S Is SW Type: 4 F VU p•f }ID Type: __— T311= - lb SWType: E V11 = 2he plf .HD Type:. Nam, I-.o Taji= 2.S lb Gridline:_Lj i._S7Sf9+I:T7, I .75 ft A (rrib. Area) = 3 ? ) + 1-7 2l2- + 11 1 I2. .1 DL. 0 ft2 F (Lateral Load) = 0 L4 C) i. I CI - Li b5 Is Vir (Unit Lateral Load) L425 / 31-35 . I - plf H:W Adjustment (V1.0 x h/2w) = plf Overturning Force -.OK by inspection Gridline: l .V- ft A. rib. Area) = I 1- 2.: -9 0 ft2 Fx (Lateral.Load) q5f Lbs SWType.: 6 E Vir(Unit. Lateral Load)= .351 . - 1(0 plf Va11= 260 plf H:W Adjustment (Vifxh/2 = pif 1-ID Type:- Overturning Force by inpection T11 lbs L,, ft Uplift= . lbs. :, . SWType: cE v5= 9-66 plf HD Type: bj TC--LP T. j= 5 lbs = - ft Uplift = I?-iJ&Uei(S. is/;)(//X/F+/c 100 1s II. 12. 4x(I-1'6Z%4f91s- - No IV &Cot . Sheet 2-0 SuzneugService .Pr1ect; Job #: •12. Engineer: oil Date: OiiIi .Date .ShearwII Design Levàl: TOO . Direction: PW Vpsr (tJrii S}'ear); _A I psf GridTh e: _. i 2. 25+3+3+35: I3?5 tt Ai (rrib. Area) = ? /2= 2 SD ft2 F (Lateral Load) .2SoL3!: 15 lbs SWType: _ V, (Unit Lateral Load) = qis/ .).75: - ]f H W Adjustment (VWX h/2w) = pif HD Type Ovetuniing Force OK by .iiispction Tu. ____________ fl lbs GricUine:1 l= S+g±L IS7 ft 4t(1'ribt±ea) n it 12-5. + Li o.i 25-7,/2-- D16 ft2 FLitèralLoad) b 15 39.2 Is SWTvpe: St Vj,ir(UiiitLateralLoad) . P? C)j IS5'.!'... 2S Of V.11 p H:W Adjustment (V irx h/2w) = ¶156 02. pif Type:._Ji TC Overturning., Force _0K by inspection I I ' 2.357 ii 1"' -ft Uplift= 26,q1: I6 lbs 4$- Gridiine: C. iw __5+15 ft A1 (Ftib. Area) 23 /2.+ 12.15 iz . F (Lateral Load) 220 I-R! SW Type: Vpir.(Unit Lateral Load) =. It)32.(7 ..154 plf V.,11 20 . pif H:WAdjustinent (virx h/2w) = ._._pif HD Type: 11 Tc.Li ( Overturning Force - OK by inspection I.- ft Uplift 1 171 lbs Gridlin:_D 1 0 ft A1 Trib.Area= _ ft2 Lateri.iLoad O_)lbs fi SW Type: CE V ir (Uhit.LaalLoad _ LL1_. _.•plf v.5=. 9-66 KW 4djustrnent VpIrX hJ2.w = - pif . Mb Type Overturning Force Lt)K by inspection Ta- I,= ft Uplift = . ._lbs • SW Type: CE V1111 pif HD Type: flTC. LL Tij= 9-35 lls QauskEng1ne*Ltg Sheet 10 stmatuo Project: fl'rn i'ô. cke rr Job #; LRI 7-2- Date: Sheatrali Design Level:-,* Roo 1- Direcüoñi _____ Vf (Unit Shear): '5 psi Gridline: 1 ft At. (frib. Area) = I2f2+C..10it:0 . 7o ft2 .F.(Latera1Load)= 1-o i"32 Yu(T.ThitI4teralLoad) .21IS -' pif H:WAdjustment (Vpirxh/2w) 5S,'. 2iD pif, Overturning Force i,.OK.by inspection L f Uplift .lb Gridline: _F iw= I'2+ I5 23S ft A (Mb. Area) = L4 ô 75h + ,j. 21 F (Lateral Load) .= p 0 t 2-0 lbs vpi (Unit Lateral Load) = 2 C)/.. ?5 . _I_33_.. Of H:\V Adjustment (VplrX h/2w) = . pif Overturning Fqc OK by insoection L._ft Uplift= I3'II .I L5 lbs SW. Type: _Cn E V pf I-ID Type: - As Gridline: 1w=ft Al çl'rib. Arëa = )L I2. . . ft2 I(Latera1Load .qS3' 1 LJO lbs SW Type: Vpjj nitLatlLoad) I L4 o1.'' 13 pif Vo 260 plf 1-i:W Adjustment (Vicx h/2w) . . ph HD Type: Overturning Force OK by inspetion T.u = lbs L,=-ft Uplift lbs Gndlihe: F i. = ft A1 (Trib.Area) . R5. _5 /2 ft2 F (Lateral Load) =.__235 lbs Vir (Unit Lateral Load) 23 19 pif H:W'Adjustrnent (Vpiix h/2w) Of Overturning Force' by inspection L = - ft U lift - . lbs SW T F Vail = 260 pif HD Type:__— T.u '•-- lbs QilEngIwing StrucIEng1neebgSeMce Project: Engincer. Jry Ni ii )y j 0 Sheet at: e.CDN .Job#: _______ Date: Shearwall Design Level: ( OC Didoi: E\'4 Vr(Jñit Shear): 3i .sf Gridlihe: Fs-l.c, L= k25+L4'+ 2S.. I5 ft A! (frib. Area) = 2.2 'i f2. . f ft2 F(LateralLoad)= .lO$: -7 5;0 lbs SWType: E Vir.tLateralr..,ad).= 1SO/lS 14 Of pif H W Adjustment (Vpirx h/2w) = Li Gt C. /9.i Li) 7 O pif HD Type - Overturning Force L.OK:by ins pecon 'T25 L=_.....Jt Uplift lbs Gridline: 1%. = ft. A (I'rib. Area) F (Lateral Load) lbs SW typo Vi (Unit .LateralLoad) pif if H:W Adjustment (VpIrX h/2w) = plf HD Ty:. Overturning Force — OK by inpcdOn Ta5 lbs L = ft Uplift = lbs. Gridlihe: _______ lu.. . . ft A1 (r-rib. Area) = ft2 F (Lateral Load) =. lbs SW Type: V1,1 (Unit Lateral Load) plc V.5 pif H:W Adjustment (V1 rx h/w) pif HD Type: Overturning. Farce - OK by inipc6tion Tin ft Uplift= _________________________________ lbs Gridline: l = ____________________________________ ft A1 (Trib. Area) = •ft2 F (Lateral Load) = ___________________________________________ lbs SWType: Vir(Unit.Latera1 Load) . pif Vu pif H:WA4justrnent (Vpir.X h/2w) = ___________________________ pif HIJ Type: Overturning Force OK-6y inspection = ____________ I1 L_ft Uplift _____________________________ lbs Quails Eugindlig . Sheet: eoi: vices Project 14aij t21m Job#:._______ Engineer 'yi 1)5 Daté. Shearwali Design Level'.. F IOY Direction: H.S Vpr (Unii Shear): 76-0 . psf .Gridline:______ A (trib. Area); it .23 : Li DO . ft .F,, (Lite Ij baf3+ lbs SWType: VirUniaterai Load) = 2i7S)IS pif Vau:_2c pif pif HDType: •kDu Overturning Force ._014c' by inspection T0 = "3075 L.=..Jt -Uplift=.-I1/1 . :1bS . Gridline: A,(Frib..Area). t l/Q.. 50 f 2 F. (Lateral Load) = C) 3 f ? lbs SW Type Vp,t(Unit Lateral Load) = 'L5/ L75 73 Of V111= .2 0 —Of H:W Adjustment (VpWX h/2w) = 7 (_'/ ib?): I 1) Oplf HD Type: - Overturning Force L1< b' inspcctitin 'Tall = - lbs L__ft Uplift! I .. Is Gridlihe:2-. •w 7- 2.& ft A(Trib..Area) 9hL23/Z 1 g,t /2± t2. IOS ft2 1 (Lateral Load I65513+ L5 73o0 . lbs SW Type: l E V i Unit tattal LP ;.id) - pif Vii = .9 SO OF. H:W Adjustment V,1x.h/2w . . pif HD Type: 1400_4 Overturning Forc - OK by inspection Tii _ lbs L=_ft Uplift 2gO)I _,5O lbs . Gxidllhe: 2 A1 (rrib. Area) = ft FLatera1Load)= 7oi'3_75 _LR _. _.lbs Vir (Unit Lateral Load) = H:W Adjustmeni' (Vpir xh/2w) -. Overturning Force bKby inspection L=_ft Upit= Is SW Type:. . F ,vaII =._plf HD Type:._— T35 jbsil Qua1t .Engliieering .. . Sheet: SVtUX31.E4ncqingSetVICeS Project )- :1' mj Job.#: I2-2-. Eñgineèc _By;r' QL)Oc Date: Shearwali Design Level: fl OOY Direction: NS V 3r (Unit Shear): C) psf Gridliüel L. i. = [_1 .755 ft A1 Frib.Aea)= .ft2 F (Lateral Load ) 2 5 3 12 0 I S Is Vpir (Unit Lateral Load) 19 5 / 14 IS 14 p11 H:WAdjustment(Vpirxh/2w) = I_ c l pit Overturning Force b' ixSpectio.zi: L=.-.ft Uplift= ________________________________ lbs :Gridline:,_ l..=. ft Açrrib.Area)= 5Si 54 fl 7.r .QC,o ft2 Late±alLo:ad) .91Ô3+ 1)31 2 900 lbs Vpir(UntIaeralJ.oad) 2col! i is 255 plf 14:W.Adjusrxnent(Vpirxh/2w) pif Overturning Force L.._ OK by inspection ft Uplift = 2 I lbs Gridline: L1 = C)._3 2 __. A1 (Frib.Areä).= _17?/7,4-1 10)40ft2 F (Lateral Loid) = _LOSI I lbs Vw (Unit Lateral Load) = 7_17 S 'I_j pif H:W Adjstment (Vwxh/2w) = . pit Overturning Force - OK by inspection 1'. ft Uplift = )7_.I3_2 2L5 _lbs SW Type:__ Vaø._26 e;i p1 HDT.ype:_— Vill O pl HD Type:: H DOk.. Toi L65__lbs SWType: 6F v.11 = Q6o pif HD Type: kDo2 3o7S lbs Gridline:._________ 4(rrib.Area).= 2_ -F, (Lateril Load) ot ,3_-t-S-_I_Ib .SWType: Vu (UiiitLateral Load) 6 2 1 . _/_/9_... .3'1 .plf. Vw= 26.6 H:W Adjustment (V,,jrc h/2 p11 HD Type: - Overturning Force. . \6K by inspection TO- -. L.=_ft U.plift=_ .. lbs QuaU:nceIn 8wxaEg1ag Sevtces Sheet: • 't Project •Yf - Hj R ternjJob#: iR45 Engineer:: i i ci fl i uO 1$ .Shearwali Design Level: fl ô ow Diicticn k V (Unit Shear): rO pif idlie;.1. 5S+)j525Q5 ft A4 çrrib. Area) /2- ft2 F (Lateral Load) L()1.+ S'6ø6 L49.0 lbs Vpr(tJnitLatralLoad) = 7c2.. pif H:WAdjustmnt pith/2w = . # J?J. i5253 7L. pif Overturning Force - OK by inspection L_ft tJplift )3.3524 lbs SWType 3 E. v1Iu=. c:co HD Type: KIYU L T11 II GriUlne: = . ft A,(rrib.Aea)= 23)'/2. 9.So .ft2 FLateia1.Load)= 903t915 725 lbs SWType: 6 E Vpi,(Unit Lateral Load) t 72/22S.. 77 plf Vu O plf H:W Adjustment.(Virx h/2w) = Of HD Type: - Overturnig Force t)K by inspection L = - ft Uplift = lbs Gridline: A(Trib.Area) 2.St/L: 250 62 F (Lateral Load) = 3+102-.. /L)2 lbs SWTypc: LF Vir (Unit Lateràl Load) = J2: 261. Pi Viu S SO pif Adjustment (V11x h/2w) pif HD Type: HDOW. Overturning-Force - QK by irspecion Tiu = La 5.415 lbs L._ft Uplth 9JL}S L)2-O Is Gridline: D (rib.Aea) 3.57 ft2 F(Lateralroad) 957t3 + SSI 3C lbs SW Type: Irn .F Vpir(t,JnitLateralLoad)= Pi vu= 9-A. H.:WAdjustrnent. (\',Irx h/2vi) pit' HD Type- Overturning Force* Forc& OK by inspectio To= - L = - ft Uplift =O1I - (!1210 6'i2.12.,+ j3f) L,ob4 Quails Engineerig Sheet: Stric*ura1 Engineering Srv1ces Project 1 Y rflj H ci kAC _Ohffnq Job # 2.... Engineer. 'P Yt r t i) ci i Date: Shearwali Design Level: E 1 0 C) Y Direction: '?d Vpsr (Unit Shear): C) psf Gridline: DC 1w ci ft A..(Trib Ares) = I2.S/2- ft2 F,(JAteralLoad) 6 O)3 + . L155 Is SWType: E Vow (Upit Lateral Load) L1SS)S p11 V. 96 0 p1 H:W Adjustment (ypirx:h/2w) = i $ L13/2..cT) - I 2.0 plf ND Type: J1 r) Q Overturning Force QK bp4up H_Tu— O i.i lb L.ft Uplift= 'iI)I2 J)3... . )16 3fi ridline:_1T- =._7•5' A!rrib.Are= F (Lateral Lôad 3513 L4 b 2.L15 lbs Vif(Unit Lateral Load) Vill H:W Adjustment (Vpi fir h/2w= plf HD Type: Overturning Force OK by inspetion Ta5 . Is ft Uplift = lbs Gridline: l = S.+ 5I' 2-14 ft A (I'rib. Area)= 9/ ,' .+ g i f1% ft2 F (Lateral Load) RO3 12-0. lbs SW Type: L4E VpwUnit Lateral Loád O LI 2 Sr pif V.0= 3 ,q 0 plf H:W Adjustment. (Virx.h/2w) = pif 1-ID Type: fJ 1) C.) Lg Overturning Force OK by inspection Tn =J 5 lbs = - ft Uplift 9 13 - J S lbs Gridline:._F •i = I ft A1 (rrib..Arca) = . ft F (Lateral Loacl)= 03+ 225- i)5 lbs SW Type6 f \(linitLateralLoad) L4).1 S2-. pif V0. i H:WAdjuSttrient (Vi* h/2w) pif HP Type Over.tig.Fotce by inOoic To= L-=_ft Dphft lbs QuaE.ng Suuctwal EflSó. Sheet: Project: J)y rn Ha;j rc O&mJob #: :Engineer: ri.. Pate: Level: _____________ Direction CIA Vr (Unit Shea 3 C) psf Gridline:P 1G7 i ft A, (Trib. Area) 1 ft2 IF-*,. teralLoad.=_gf3 7O 1553 Is VpirtJ4te±ali4ad) I 55 3/ -ii: .•plf H:W Adjusfin (Vpirx h/2w . pif Overturning Force iK by inspection =_ ft tJplift. lbs Gridline: . A, (I'rib. Area) = . .,. fj2 F,, Lateral Load V If (Unit Lateral toad) Of H:W Adjustment (Vit h/2w) pif Oirerturning.Fotä lç by inspection ft t),lift . lbs Gridlirie:___________ A, (rrib. Area) F,, (Leteral Load) lbs. V1r(Unft Lateral Load) = pIE H:W Adj tment (\TptX h/2w) pif Overturning Force, _OK by •insctiOh Lw_ft Uplift. . Is SWType:.F V,ijj=_. .O HD Type: Ta— Ib SWType Vn pif HD Type: Tu SWType: V211 = pf Hi) Type; = .ib Gri line: l.. . ft A crrib. Area) = .. . ft2 T. (Lateral Load) . lbs Vjr (Unit Lateral Load) = . . pif H:W Adjisznent ('4,rxh/w) .. . pif Overturning Force - Kbj' inspection L, ft Uplift = lb SW Type: vflhl= p11 HD T31)6-: Taij= ib Sheet: SuctaEng1ueedngSeMc Prolect fc IR22-2 :Eflg1fleei &II Pate: Siiearall.Design Leve1 flbo( Diiectión:. £W Ypsi (Unit Shear):. _3 () psI Gridline:F. +G1 1w L1-9S-fL.-17S 27 AtCFrib.Area)= p12. + RSM'2- 9-i ft2 P (Lateral Load).— 9t -- 75.0 :1 523 lbs Vir(U.trãlJ4ad).._I5j Of I-LW 4djustiient (Vptrx h/2w) = p11 OvertuiningForçe tK by inspection Li - ft Uplift = lbs ft A, (1'rib. Area) = F.LateraiLoad V,ir (Unit Lateral Load) Of H:W Adjustment (V h/2w) OverturningFprce OK by inspection Li = - ft Uplift GridIüe: l. = ft A (Trib. Area = ft2. F5 Lateral Load) lbs Vr (Unit Lateral Load) = ________________________________________ p11 H:W Adjustment (V,rx h/2wj plf QverturningFoice - OK by iñspécox Uplift Is Gridline l= ft A (rrib. Area) = ______________________________________________ ft2 F (Lateral Load) = lbs Vj5ir(Unit Lateral Lod) H:W Adjisâent (V-,,ex h/2 p11 Ovetturning:Forcc .....OK'by inispection L. ft Uplift= lbs SW Type:. j9 E Va.= QA,O__i4 HD Type: _•• SW Type: vs11 = HD Type: T55 lbs SW Type: p11 HD Type: Tau = lbs SW Type: Vau HP Type:. Quails Engineering Sheet .15 Structural Engineering Services Project Amv%o,.Y 1'JAr.. 'y Job #: / 24. 2.... Engineer /. t.CLi)- Date ______ Quails Engineering Sheet fl Structural Engineering Services Project: A-,tw. Job #: 1 Engineer: ..*C.- Date: FOUNDATION DESIGN Allowable Soils Bearing Capacity 2000 psf Use: 15 inch wide x Foundation design b = 15 18 inch deep footing wit1t d= 18 2 #5 top and bottom Allowable max line load Wmax = b x ASBP = 2500 pif Allowable max point load FA Pm bX2dXASBP = 7500 lbs Spread footing design Pm b2 a, XASBP F2 = 2 foot square footing with 3 #4 each way® btm Pmu 80001bs F2.5 = 2.5 foot square footing with 3 #4 each way ®.btm = 12500 lbs F3 = 3 foot square footing with 4 #4 each way @ btni Pmn = 18000 lbs F3.5 = 3.5 foot square footing with 4 #4 each way @ btm = 24500 lbs F4 = 4 foot square footing with 5 #4 each way® btm = 32000 lbs P5 = 5 foot square fooling with 6 #4 each way @ btm P, = 50000 lbs = 6 foot squarc footing with 6 #4 each way ® btm max = 72000 lbs MA-4 Powr (ub K Mew O.k. ).LOIII: ij' f3-2)' "It1 P c1 ,toOfl#2 01g.. PERMIT REPORT 4LClty of Carlsbad Print Date: 09/08/2020 Job Address: 2600 CARLSBAD BLVD, Permit Type: BLDG-Permit Revision Parcel #: 2030543300 Valuation: $ 0.00 Occupancy Group: B #of Dwelling Units: Bedrooms: Bathrooms: Permit No: PREV2020-0010 CARLSBAD, CA 92008 Status: Closed - Finaled Work Class: Commercial Permit Revisi Track #: Applied: 01/24/2020 Lot #: Issued: 02/27/2020 Project #: DEV16034 Finaled Close Out: 09/08/2020 Plan #: Construction Type:VB Orig. Plan Check #: CBC2018-0655 Inspector: PBurn Plan Check #: Final Inspection: Project Title: ARMY/NAVY STUDENT ENRICHMENT CTR Description: ARMY & NAVY ACADEMY: DEFERRED TRUSS CALCS AND PLANS Applicant: Property Owner: DODGE DESIGN GROUP ARMY AND NAVY ACADEMY CARLSBAD JOHN DODGE CALIFORNIA 2750 HISTORIC DECATUR RD P0 BOX 3000 SAN DIEGO, CA 92106-6016 CARLSBAD, CA 92018 (619)930-9830 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $196.88 Total Fees: $ 231.88 Total Payments To Date: $ 231.88 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-73141 760-602-2700 1760-602-8560 f I www.carlsbadca.gov (City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION- B-15 DevelOpment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number C8C2o16 -o(ç 1(0 -/t /DP,-a2. Plan Revision Number 11Th-O() ! Project Address ZOo £z'vSMA 1512I (z General Scope of Revision/Deferred Submittal: *T USS P(j. s CONTACT INFORMATION: Name _J&AIA 3..) I r4 Phone '04 4-4452- Fax Address 12c'Cs el4A5k7- S eA, ke " City_ ( Zip 12oci, Email Address %AL.h(5 €TCCO. CO.-v. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans Eg calculations I Soils F1 Energy D Other 2. Describe revisions in detail 3. List page(s) where each revision is shown T05<. r-t e.F(e WJ S'S. CJ 2Coi5 U seecS Z 4. Does this revision, in any way, alter the exterior of the project? fl Yes allo Does this revision add ANY new floor area(s)? LI Yes Does this revision affect any fire related issues? LI Yes a_No Is this a corpIete set? LI Yes No £Signature_'L-<Z Date 1635 Faraday AV nu , Carlsbad, CA 92008 j: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov 'I EsGil A SAFEbulltCompany DATE: 2/26/2020 JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0655.REV2(2020-0010) PROJECT ADDRESS: 2600 CARLSBAD BLVD. SET: 1, PROJECT NAME: TRUSSES FOR THE ARMY NAVY ACADEMY - STUDENT CENTER ADDITION The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. fl The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JOHN DODGE / Date contacted: Mail Telephone Fax In Person LI REMARKS: By: Bert Domingo EsGil 1/28/2020 Telephone #: 619-930-9830 Email: johndodqedesiqngroup.com Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2018-0655.REV2(2020-00 10) 2/26/2020 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1CB By Ordinance 1997 UBC Building Permit Fee " 1997 UBC Plan Check Fee V Type of Review: El Repetitive Fee Repeats * Based on hourly rate El Complete Review El Other Hourly EsGil Fee El Structural Only 1.5 Hrs.@* $105.00 I $157.501 Comments: Sheet 1 of 1 uS RF'!D JAN 242020 CIT -. :3AD - City c4 Cbad Bu:i FP .7 APPROVE ISSUED BY: PREV2020-001 0 2600 CARLSBAD BLVD ARMY & NAVY ACADEMY: DEFERRED TRUSS CALCS AND PLANS DEV16034 2030543300 CBC2018-0655 1/24/2020 PREV2020-0010 .1urner TCCo San Diego (SPD & Main) 15378 Avenue of Science Suite 100 San Diego, California 92128 flL..._.. IfltflS fl4 flfSfl Submittal #17.0 06 10 00 - Rough Carpentry RECE Project: 190992- ANA Student Center 368 Beech Ave JAN 2 4 2020 Carlsbad, California 92008 Phone: o5o) i I I-UIUU CITY OF C/ ._-'BAD Ali rr IflM 51 Rough Carpentry tüsiDrawings for Deferred Approval SPEC SECTION: 06 10 00 - Rough Carpentry SUBMITTAL MANAGER: David Shanks (Turner Construction Co. (SD BU)) STATUS: Open DATE CREATED: 01/14/2020 ISSUE DATE: 01/14/2020 REVISION: 0 RESPONSIBLE CONTRACTOR: RL Mays Construction RECEIVED FROM: Steve Honeycutt RECEIVED DATE: 01/10/2020 SUBMIT BY: 01/4/2020 FINAL DUE DATE: 01/17/2020 LOCATION: SUB JOB: - - COST CODE: LEAD TIME: TYPE: Shoo Drawing APPROVERS: John Dodge (Dodge Design Group), Andrew Leija (Quails Engineering) U U ' ©J U 1JfJ LU.Ui BALL INCOURT: -.------- . P. David Shanks (Turner Construction Co. (SD BU)) DISTRIBUTION: rim c t7 9fl')fl .DESCRIPTION: Shop Drawings from the Truss Manufacturer for the Deferred Approval. ATTACHMENTS: 017-06 1000-0 Trusses Shoo Drawings, Deferred Aonrpval.pdf SUBMITTAL WORKFLOW NAME SUBMITTERJ APPROVER SENT DATE DUE DATE RETURNED DATE RESPONSE ATTACHMENTS COMMENTS We defer to the John Dodge Approver 1/14/2020 1/17/2020 1/15/2020 p Structural Engineer regarding the execution of his design. Attached is an approval letter for the manufactured roof Truss Review Letter trusses, as well as our updated structural plans with the 01-14-20.odf Andrew Lelja Approver 1/14/2020 1/17/2020 1/14/2020 ppré ARMY NAVY ACADEMY STRUCT DRWGS - manufacturer's truss layout added to sheet S5.0. This approval letter and set of plans with the truss layout 011420.odf may be used to re- submit to the city and/or plan check. BY DATE COPIES TO TCCo San Diego (SPD & Main) Page 1 of 1 Printed On: 01/23/2020 12:36 PM "-Io i o Quans- Enineeting Structural Engineering Services 4403 Manchester Ave #203 1 Encinitas, CA 920241(760)652-9257 January 14, 2020 David Shanks Turner Construction Project: Army-Navy Academy 2600 Carlsbad Boulevard Carlsbad, CA 92008 Subject: Army-Navy Academy Truss Review Letter Dear Mr. David Shanks: In accordance with your request, we have compared the roof framing plan, prepared by o u r o f f i c e and the roof truss manufacturer's roof truss layout, prepared by Stone Truss dated 01/0 9 / 2 0 f o r t h e above referenced project. Specifically, we were asked to verify that the roof truss manufac t u r e r ' s truss layout is in general conformance to the truss layout shown on our structural drawi n g s . Based on our review of the documents, we have determined that the roof truss manufa c t u r e r ' s t r u s s layout generally conforms to the roof framing plan on the approved structural dra w i n g s p r e p a r e d b y our office. We realize that there may be some items of interest to you that have not been discusse d i n t h i s l e t t e r . Therefore, we encourage you to contact us with any additional questions you may have. Respectfully submitted, EM Brian Quails P.E. Principal Quails Engineering 0 C77372 11 - CIVIL 4 STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 190249 ARMY-NAVY ACADEMY 2600 CARLSBAD BVLD, CARLSBAD, CA. 92008 S Cr --I-o ° Roof Truss Layout THIS IS A TRUSS PLACEMENT DIAGRAM ONLY NOTICE TO BUILDING OFFICIALS, ARCHITECHTS, AND ENGINEERS: • CD CD CID CD NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY Army Navy Academy Stone Truss 507 Jones RD FsJ F) 0 - CD 0 D) 2600 Carlsbad Blvd. ___________ . . . Oceanside, CA 92058 Carlsbad CA ONE TRUSS 760-967-6171 760-967-6171 92008 50? Jo.,.. 50, 0055005 StoneTruss.com 10 Job 1TSS Truss Type 10ty 1Ply A01 1Califomia Girder JArmyNavyAcademy 190249 2 Job Reference (optional) I stone HUeS. oceanside. Ca 92055 Run: 8.3208 AUg 282019 Pent 8.320 a Aug 282019 MITeS lnduStfleS. Inc. Mon Jan 615:48:102020 Page 1 24-1-0 ID:Ql?jqBk124XRcVGbEQGl33zz1z7-_Dp3e0zls?2Or0b_3FvD0CSgLhSpVt2YALzy?b3 7-6-1 715 12-2-12 24.1-0 16-10-11 21-4-15 25-11-2 29-11-1 315 37-10-0 7-6-1 4 4-3-13 4-7-15 4-5-3 4-6-3 3-11-15 4 7-6.1 Scale = 1:66.8 5.00 (•ii 5x5 3x5 = 4x8 = 2x4 II 5x8 = 5x5 3x5 = 5x6 = 2x4 II 5x8 = 2x4 II 3x4 = 3x5 II 5x6 II 24-1-0 24-1-0 24.1-0 7-6-1 12-2-12 16-10-11 21-4-15 • 25-11-2 • 30-3-15 • 37-10-0 7-6.1 4-8-11 ' 4-7-15 4-6.3 4-6-3 4-4-13 7-6.1 Plate Offsets (XV)— 14:0-1-12,0-1-81.15:0-4-0.0-1-121. 17:0-4-0,0-3-0). 113:0-3-12,0-3-01. E15:0-3-0,0-3-41, 116:0-1-12.0-1-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (bc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.12 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.34 12-13 >907 180 BCLL 0.0 Rep Stress lncr NO WB 0.57 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MS Weight: 345 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1 &Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, except OIDER T2,T4: 2X4 OF No.2 G 2-0-0 oc purlins (4-1 -11 max.): 3-8. CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. S 2X4 OF Std G WEBS 1 Row at midpt 5-15 Left 2x4 OF Std -G-m 1-11-14, Right 2x4 OF Std -G-ce 1-11-14 REACTIONS. (lb/size) 1=380/0-7-8 (mm. 0-1-8), 10=2272/0-5-8 (mm. 0.1-8), 15=5223/0-5-8 (mm. 0.2.13) Max Horz 1=50(LC 27) Max Uplift1.119(LC 27), 10=-481(LC 9), 15=-1240(LC 5) Max Gray 1=380(LC 1), 102272(LC 1), 155237(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-310/0, 2-3-269/365, 3-27-241/359, 27-28=-236/353,4-28=-240/351, 4-29=408/2623, 29-30=-608/2623, 5-30=-608/2623, 5-31-3497/867, 31-32=-3497/867, 6-32=-3497/867, 6-33=-3497/867, 33-34=-3497/867, 7-34-3497/867, 7-35-3867/939, 35-36=-3864/938, 8-36=-38521934, 8-9=-4280/985, 9-10=-1980/271 BOT CHORD 1-37=-288/301, 37-38=-288/301, 38-39=-288/301,16-39=-288/301,1640=2515/678, 4041=-2515/678,15-41=-2515/678,15-42=284 /1294, 42-43=-284/1294,14-43=-284/1294, 1444=-284/1294, 44-45=-284/1294, 13-45=-284/1294, 13-46=-999/4482, 46-47=-999/4482, 12-47=-999/4482, 12-48-1000/4482, 48-49=-1000/4482. 11-49=-1000/4482, 11-50=-822/3863, 50-51=-822/3863, 51-52=-822/3863, 10-52=-822/3863 WEBS 3-16=-874/354, 4-16-630/2822, 4-15=-2064/533, 5.15=-4741/1141, 5-14-150/908, 5-13=491/2807, 6-13=-352/153, 7-13-1274/290, 7-12=-155/846. 7-11=-875/270, 8-11-95/983 NOTES- 1)2-ply truss to be connected together with lOd (0.131"x3) nails as follows: Top chords connected as follows: 20 - 1 row at 1-0-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-11-0 oc. Webs connected as follows: 2x4 - 1 row at 1-0-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf. h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 1.481 lb uplift at joint 10 d 1240 lb uplift at joint 15. nued on page 2 Job TrUSS Truss Type Ply Pliny Navy Academy 190249 - - - AOl - California Girder juty2 Job Reference (optional) Nun: 0.j1U S RU9 £0 £U5 rnnt: o.alu snug £0 £U1V MuleS Inausmes. Inc. M0fl jan e 15:40:1u 1UZU I'age £ ID:Ql'jqBk124XRcVGbEQG133u1z7-_Dp3eOzls'20r0b_3FvDOCSgLhSpVtS2KYjRALzy?b3 NOTES- This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'raphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ______ anger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 495 lb down and 319 lb up at 7-11-10, 45 l b d o w n a n d 6 2 l b u p a t 1 0 - 0 - 1 2 30 lb down and 37 lb up at 12-0-12, 47 lb down and 63 lb up at 14-0-12, 46 lb down and 62 lb up at 16-0-12, 46 lb down and 62 lb up at 18-0- 1 2 , 4 6 l b d o w n a n d 6 2 l b u p at 19-9-4, 46 lb down and 62 lb up at 21-9-4, 47 lb down and 63 lb up at 23-9-4, 47 lb down and 64 lb up at 25-9-4, and 45 lb down and 62 lb u p a t 2 7 - 9 - 4 , a n d 4 9 5 l b d o w n and 319 lb up at 29-10-6 on top chord, and 166 lb down and 58 lb up at 2-0-12, 86 lb down at 4-0-12, 99 lb down at 6-0-12, 274 lb down and 71 l b u p a t 8 - 0 - 1 2 , 2 7 7 1 b down and 75 lb up at 10-0-12, 277 lb down and 80 lb up at 14-0-12, 277 lb down and 83 lb up at 16-0-12, 277 lb down and 85 l b u p a t 1 8 - 0 - 1 2 , 2 7 7 l b d o w n a n d 8 5 l b u p a t 19-9-4, 277 lb down and 83 lb up at 21-9-4, 277 lb down and 80 lb up at 23-9-4, 277 lb down and 78 lb up at 25-9-4, 277 lb down a n d 7 5 l b u p a t 2 7 - 9 - 4 , 2 7 4 l b d o w n a n d 7 1 lb up at 29-94, 99 lb down at 31-9-4, and 86 lb down at 33-9-4, and 166 lb down and 58 lb up at 35-9-4 on bottom chord. The design/selection of s u c h c o n n e c t i o n device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-8=-68, 8-10=-68, 17-23=-20 Concentrated Loads (lb) Vert 4=-8 7=-3 12=-277(F) 27=457 28=-3 29=-3 30-3 31=-3 32=-3 33=-3 34=-3 35-3 36=-457 37=-166(F) 38=-47(F) 39-65(F)40=-27 4 ( F ) 4 1 = - 2 7 7 ( F ) 4 2 = - 2 7 7 ( F ) 43=-277(F) 44=-277(F) 45=-277(F) 46=-277(F) 47=-277(F) 48=-277(F) 49=-274(F) 50=-65(F) 51=47(F) 52=-166(F) 019fl5 I IU5S. an5lue. I.d wzuOO I 0 Job TrUSS Truss Type Qty Ply Navy Academy 190249 A02 CALIFORNIA 2 1 JMay - - - - - - Job Reference (optional) awna I,uaa, dnaIua, i.,d aLUaa Nun: Sill, aAug £5 lUiS pnnr, S.ilU S A9 £5 lUiS Miles Inaussies, Inc. MOfl jan e i:4e:ii £010 Page 1 24-1-0 122 i 4-1-0 lD:Ql?jqBkl 24XRcVGbEQGl33zz1z7-SQNRM_wdlAFSA9AdyQSYQ?ub4pVElT?inzy'7b2 4-9-3 9.6-1 9-j015 - - i 17-7-10 i 23-0-7 27-11-1 283l5 33-0-13 37-10-0 . 4-9-3 4-8-14 0-Z-4 2-3-13 5-4-14 ' 5-4-14 4-10-10 0M-4 4-8-14 493 Scale = 1:65.4 5x5 9.7-13 5.00 iW 4x8 = 3x4 = 2x4 II 5x5 2x4 II 5x6 5x6 II 5x8 = 4x4 = 5x5 = 3x4 = 24-1-0 24-1-0 . 24-1-0 9-6-1 12-2-12 17-7-10 23-0-7 28-3-15 37-10-0 2.R_11 I c_L.1A 51_IA I I Plate Offsets (XV)— 15:0-1-12.0-1-121, 113:0-2-8,0-3-01, 114:0-1-12.0-1-81. 116:0-4-0.0-3-01 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.1616-21 >901 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.50 16-21 >294 180 BCLL 0.0 * Rep Stress lncr NO WB 0.69 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MS Weight: 176 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-60c purlins, except .CHORD 2X4 OF No. 1&Btr G 2-0-00c purlins (5-2-0 max.): 4-8. S 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ER Left 2x4 OF Std .G 1-11-14, Right 2x4 OF Std G4 1-11-14 Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=356/0-7-8 (mm. 0-1-8), 11=1114/0-5-8 (mm. 0-1-8). 15=2010/0-5-8 (mm. 0-2-4) Max Horz 1=64(LC 12) Max Upliftl=-155(LC 35), 11=-170(LC 13), 15=499(LC 12) Max Gray 1=375(LC 20), 11=1117(LC 24), 15=2082(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-702/0,2-27=-734/314,27-28=-707/326, 3-28=-707/328, 34=436/4119,4-29=4851348, 5-29=481/345, 5-30=-850/129, 30-31-850/129, 31-32-850/129, 6-32=-850/129, 6-33=-1574/311, 33-34=-1574/311. 34-35=-1574/311, 7-35=-1574/311, 7-36=-1590/319, 36-37=-1587/319, 37-38=-1587/319, 8-38=-1584/319, 8-9-1760/310, 9-39-1954/373, 39-40=-1 954/370, 10-40=-2021/360, 10-11 =-918/0 BOT CHORD 1-16=-300/650,15-16=-743/411,14-15=-743/411, 13-114=0/850,13-41=-1178/11587, 41-42=-178/1587,12-42=-178/1587,11-12=-293/1815 WEBS 3-16=-516/201, 4-16=-338/185, 5-16=-256F748, 5-15=-1966/549, 5-14-401/1689, 6-14=-937/326, 6-13=-235/937, 7-13-424/178, 8-12=0/434, 9-12=-282/209 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=liomph (3-second gust) Vasd=87mph; TCOL=6.opsf; BCOL=6.0psf h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-9-6, Interior(l) 3-9-6 to 9-6-1, Exterior(2) 9-6-1 to 14-10-4, Interior(l) 14-10-4 to 28-3-15, Exterior(2) 28-3-15 to 33-8-3, Interior(l) 33-8-3 to 37-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 1, 170 lb uplift at joint 11 and 499 lb uplift at joint 15. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 148 lb up at 9-11-10,55 lb down and 109 lb up at 14-0-12,55 lb down and 109 lb up at 16-0-12,55 lb down and 109 lb up at 18-0-12,55 lb down and 109 lb up at 19-9-4, 55 lb down and 109 lb up at 21-9-4, 55 lb down and 109 lb up at 23-9-4, and 52 lb down and 104 lb up at -4, and 76 lb down and 148 lb up at 27-10-6 on top chord, and 75 lb down and 15 lb up at 24-0-7, and 75 lb down and 15 lb up at -15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ,:93 on page 2 Job Truss TrUSS Type Qty Ply Navy Academy 190249 A02 CALIFORNIA 2 7 1 jArmy - - Job Reference (optional) tun: usso s Aug Zd 2015 pnnc b.320 s Aug ss 2015 MUck tnoustfles. Inc. Mon Jan 615:48:11 2020 Page 2 ID:01?jqBk124XRcVGbEQGI33zz1z7-SQNRiM_wdlAFSA9AdvQSYQ?ub4pVEIwBZCT?inzv?b2 NOTES- 1) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AD CASE(S) Standard Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 14=68, 4-8=-68, 8-11=-68.17-23=-20 Concentrated Loads (lb) Vert 41 =75(F) 42=-75(F) oione trUss, uceanslue, Loa 54UD 0 Job TrUSS Truss Type Qty Ply Navy Academy 190249 A03 California 2 1 JArmy - Job Reference (optional) - rain: o.iu S Aug 2a 2019 I'nrn: 0.220 5 Aug 20 2019 MITeR Industries, Inc. Mon Jan 6 15:48:12 2020 Page 1 24-1-0 24-1 lD:QI?jqBk124XRcVGbEQG33iz7xp2i?ZOcl64KkNBgxh5dY2fiJAxzo2oj-YEEzy?b1 . 28.3-15 11-10-15 26-3-15 5-9-3 p 1141 11*3 174.4 p 23-0-7 25-11-1 2rr3 p 32013 37-10.0 5-9-3 5-8-14 0-1-12 5-4-5 5-9-3 2-10-10 3-8-14 Scale = 1:65.6 5x8 = 48 = 2x411 5x8= 3x5 II 2x4 II 5x5 = 3x4 = 2x4 II 5x5 = 2x4 II 4X6 3x4 = 24-1-0 24-1-0 24-1-0 5-9-3 11-6-1 1-q.0 17-3-4 23-0-7 26-3-15 28-3-15 32-0-13 37-10-0 5-9-3 ' 5-8-14 0--5 5-3-4 5-9-3 3-3-8 2-0-0 3-8-14 5-9-3 Plate Offsets (XV)— 14:0-4-0,0-1-81, r7:0-4-0.0-1-41,113:0-2-8.0-3-01. 117:0-2-8.0-3-01, 120:0-4-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.11 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.32 13-14 >970 180 BCLL 0.0 * Rep Stress lncr NO WB 0.50 HoI(CT) 0.07 11 n/a n/a BCDL 10.0 Code 1BC2015!TP12014 Matrix-MS Weight: 202 lb FT = 20% LUMBER- BRACING- OP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 44-13 oc purlins, except CHORD 2X4 OF No. 1&Btr G 2-0-00c purlins (6-0-0 max.): 4-7. S 2X4 DF Std G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5,W12: 2X4 DF No.2 G WEBS 1 Row at midpt 6-16,15-20 SLIDER Left 2x4 DF Std -G-m 1-11-14, Right 2x4 OF Std -G-ce 1-11-14 JOINTS 1 Brace at Jt(s): 20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=297/0-7-8 (mm. 0-1-8), 11=1098/0-5-8 (mm. 0-1-8), 16=2085/0-5-8 (mm. 0-2-4) Max Horz 179(LC 35) Max Upliftl =-1 59(LC 35), 11-200(LC 13), 16-412(LC 12) Max Gravl=297(LC 1), 111110(LC 24), 16=2085(LC 1) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-31=496/272, 3-31=457/291, 3-32-106/543, 4-32=-90/685, 4-33=-64/640, 33-34=-62/634, 5-34=-62/627, 5-35=-407/541, 35-36=-407/541, 36-37=407/541, 37-38=407/541, 6-38=407/541, 6-39-464/637, 39-40=-460/635, 7-40=-456/628, 7-8=-495/203,8-41=-1645/397,9-41-1699/381, 9-42=-1923/397,10-42=-1987/386, 10-11=-652/51 BOT CHORD 1-18=-287/424, 17-18=-287/424, 16-17=-586/172, 15-16=-94/607, 14-15=-253/1494, 14-43=-253/1507, 43-44=-253/1507, 13-44=-253/1507, 12-13=-302/1775, 11-12-30211775 WEBS 3-18=0/265, 3-17=-720/178, 5-16=-1529/332, 5-15=-52/767, 9-13-330/142, 4-16=-834/249, 8-13=48/376, 14-20=0/340, 6-20=-360/173, 19-20=-1110/249, 8-19-1098/246, 7-20=-526/328, 15-20=-I1 67/201, 5-20=-783/492 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.opsf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-9-6, Interior(i) 3-9-6 to 11-9-8, Exterior(2) 11-9-8 to 17-2-0, Interior(1) 17-2-0 to 26-2-8, Exterior(2) 26-2-8 to 31-6-12, Interior(1) 31-6-12 to 37-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 1, 200 lb uplift at joint 11 and 412 lb uplift at joint 16. 0i 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. raphical purlin representation does not depict the size or the orientation of the purlmn along the top and/or bottom chord. nued on page 2 1Job ITruss TrussType Juty Ply lAmlyNavy Academy A03 Icallomia 2 ii 1190249 Job Reference (optional) tun: 0.320 a Aug ZS zolS pnnc u.zu S Aug 29 2015 Ml lee Inausines. mc. MOfl Jan 9 1S:49:1 2020 Page 2 ID:Ql?jqBk124XRcVGbEQGl33zz1z7-OoVBG20B9wQziUJZkNSwdr4DPuWAiFlU0Vy5mgzy?bo NOTES- Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 157 lb up at 11-9-8, 53 lb down and 1 0 6 l b u p a t 1 4 - 0 - 1 2 , 55 lb down and 110 lb up at 16-0-12,55 lb down and 110 lb up at 18-0-12,55 lb down and 110 lb up at 19-9-4,55 lb down and 110 lb up at 21-9-4, and 5 3 1 b d o w n a n d 1 0 6 lb up at 23-9-4, and 78 lb down and 156 lb up at 25-10-6 on top chord, and 75 lb down and 15 lb up at 24-0-7, and 75 lb down and 15 lb up at 27-3-15 o n b o t t o m c h o r d . The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (pIt) Vert 1-4=-68, 4-7=-68, 7-11=-68, 21-27=-20 Concentrated Loads (lb) Veil: 33=-0 39=-a 43=-75(F) 44=-75(F) Stone TUSS. (Jceansiae, Ca SZUSU 0 Job Truss Truss Type city Ply Army Navy Academy 190249 A04 California 2 1 Job Reference (optional) olone iRma, uceanaloe. La auoe nun: O.3u S Aug du 1U1U rnnt o.s1u SAug 10 lUiS allies Inousmes, Inc. MOfl Jan 0 10:40:14 11110 I'age 1 24-1-0 2#1 ID:QI?jqBk124XRcVGbEQGl33zz1z7-s?2aTO0pwDYqJdull4z9A2dNAItPRbhfJ6zy?b? 24.3-15 24-2-3 I 6-9-3 13-6-1 13-1Q-15 18-3-4 11.1?0 23-0-7 2p-ll 28-3-15 31-0-13 37-10-0 6-8-3 6414 O,I4 445 0-712 4.1-7 44() 21-14 6-9-3 Scale = 1:65.6 0-1-12 6x10 2x4 II 3x8 = 5x8 3x5 II 20 II 5x5 = 2x4 II 2x4 II II 24-1-0 24-1-0 24-1-0 6-9-3 12-0-0 13-6-1 18-3-4 1-11-0 23-0-7 4-3-1 28-3-15 31-0-13 • 37-10-0 e.g-s 5.2-15 1.5.1 0.7.12 £.1.7 '1.5.5'2.R.14 Plate Offsets (X,Y)— F4:0-3.9,0-3-01, 17:0-3-8,0-1-121, 115:0-2-8,0-3-01, F16:0-1-12l1 1-81. 120:04-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 j Vert(LL) -0.09 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.42 I Vert(CT) -0.30 13-14 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.91 I Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS L Weight: 206 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr C TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. except 2X4 OF No. 1&Btr C 2-0-00c purlins (6.0-0 max.): 4-7. I CHORD S 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except: ER Left 2x4 DF Std -C-ce 1-11-14, Right 2x4 DF Std -G-ce 1-11-14 6-0-0 oc bracing: 16-17. WEBS 1 Row at midpt 5-16 JOINTS 1 Brace at Jt(s): 19, 20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=396/0-7-8 (mm. 0-1-8), 11=1123/0-5-8 (mm. 0-1-8), 17=1961/0-5-8 (mm. 0-2-1) Max Horz 1=91(LC 12) Max upliftl=-112(LC 35), 11=-i 97(LC 13), 17=-293(LC 12) Max Gravl=404(LC 23), 11=1133(LC 24), 17=1961(LC 1) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-358/183, 3-31=-327/198, 3-32=0/316,4-32=0/453, 5-35=-353/447, 35-36=-353/447, 36-37=-3531447, 6-37=-353/447, 6-38-341/460, 7-38=-341/460, 7-8=405/303, 8-39=-1698/393, 9-39-1748/381, 9-40=-1935/390, 10-40=-2007/376, 10-11=-675/0 BOT CHORD 1-18=-206/311, 17-18=-206/311, 15-16=-113/736, 14-15=-239/1569, 14-41=-240/1573, 4142=-240/1573.13-42=-240/1573,12-13=-286/1786,11-12=-286/1786 WEBS 3-18=0/251, 3-17=730/191,4-116-140/947. 5-16=-1241/260, 5-15=-87/863, 9-13-332/145, 4-17=-1465/259,14-20=0/311, 6-20=-271/122, B-13=-58/437,19-20=-1379/318, 8-19=-1361/314, 7-20=-346/211, 15-20=-1172/193, 5-20=-701/332 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.opsf; h=25ft; Cat II; Exp C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-9-6, Interior(l) 3-9-6 to 13-6-1, Exterior(2) 13-.6-1 to 18-10 - 4 , I n t e r i o r ( 1 ) 1 8 - 1 0 - 4 to 24-2-3, Exterior(2) 24-2-3 to 29-6-7, Interior(l) 29-6-7 to 37-10-0 zone; cantilever left and right exposed ; end v e r t i c a l l e f t a n d r i g h t exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. All plates are 3x4 MT20 unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 ta l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members, with BCDL = 10.0p5f. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 1, 197 lb upl i f t a t j o i n t 1 1 and 293 lb uplift at joint 17. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and reference d s t a n d a r d A N S I / T P I 1 . 1 ked phical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. onpage2 Job b russ TrUSS Type lAmlyNavyAcedemy 190249 IA04 I Califomia jUty J 2 Job Reference (optional) Hun: O.iZU $ A9 2$ 20i$ PnrS u.220 sAug 1$ ZUlS Mu es Inausmes, Inc, Mon Jan U 1O4$14 2(120 I'age 2 lD:Ql?jqBk124XRcVGbEQGl33zz1z7-s?2aTO0pwDYqJdull4z9A2dNAltPRbDeF9hfJ6zy?b? NOTES- ,Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 150 lb up at 13-11-10, 53 lb down and 106 lb up at 16-0-12, 55 lb down and 110 lb up at 18-0-12, 55 lb down and 110 lb up at 19-9-4, and 53 lb down and 106 lb up at 21-9-4, and 77 lb down and 150 lb up at 23-10-6 on top chord, and 75 lb down and 15 lb up at 24-0-7, and 75 lb down and 15 lb up at 27-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pig Vert 1-4=-68, 4-7=-68, 7-11 =-68, 21-27=-20 Concentrated Loads (lb) Veit 34=-0 37=-O 41=-75(F) 42=-75(F) otone I fliSS, uceansme, I8 ezuw n Job Truss Truss Type Qty Ply Army Navy Academy 190249 A05 California 2 1 Job Reference (optional) Stone Truss, Oceanside, Ca 92058 Run: 8.320 s Aug 282019 Print 8.320 s Aug 282019 MiTek Industries, Inc. Mon Jan 6 15:48:15 2020 Page 1 241-0 241-0 lD:01?jqBk124XRcVGbEQG133u1z7-KBcyhk1RhXghxnTysoUOjGAaPi8VA17p0tCrZzy?b_ 23-0-7 6-3-2 i 12-2-12 , 15-6-1 15-q.1518.11.o 21-11-1 22,3t15 28-3-15 31-6.14 i 37-10-0 I ' 6-3-2 - ' 5.11-10 3-3-5 O-k-4 3.0-1 3-0-1 0.h.41 5-3-8 ' 3-2-15 ' 6-3-2 0.8-8 Scale = 1:65.6 5x5 . 3x8 5x5 = 3x5 II 2x4 II 3x4 5x8 3x5 = 2x4 II 5xs,= 2x4 II 4x6 2x4 II 24-1-0 . 24-1-0 24-1-0 6-3-2 12-2.12 15-6-1 18-11-0 i 22-3-15 2a-07 28-3-15 , 31 -6.14 37-10.0 .4-15 ,.ia Plate Offsets (X.Y)— J13:0-2-8,0-3-01, [16:0-2-4,0-1-81. [17:0-4-0,0-3-0]. [20:0-2-8.0-1-41 LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.16 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.49 13-14 >633 180 BCLL 0.0 * Rep Stress lncr NO WB 1.00 Horz(CT) 0.06 11 r n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MS Weight: 217 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD T CHORD 2X4 DF No. 1&Btr G BS 2X4 DF Std G BOT CHORC DER Left 2x4 DF Std -G-ce 1-11-14, Right 2x4 DF Std -G-ca 1.11-14 WEBS JOINTS REACTIONS. (lb/size) 1=386/0-7-8 (mm. 0-1-8), 11=1128/0-5-8 (mm. 0-1.8), 18=1965/0-5-8 (mm. Max Horz 1=104(LC 12) Max Upliftl-95(LC 35), 11.186(LC 13), 18-226(LC 12) Max Gray 1=409(LC 23), 11=1133(LC 24), 181965(LC 1) Structural wood sheathing directly applied or 4-4-0 oc purlins, except 2-0-00c purlins (6.0-0 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18.. I Row at midpt 8.20 I Brace at Jt(s): 20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. 0-2-2) FORCES. (lb) - Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-361/145, 3-32=-295/159, 3-33=0/347,4-33=0/425.4-5=.335/219, 5-34=-268/210, 34-35=-269/210, 35-36-269/210, 6-36=-273/210, 6-37=-185/311, 37-38=-183/309, 38-39=-182/310, 7-39=-180/306, 7-40=-247/393, 8-40.261/335, 8-9-1762/373, 9-41 =-1947/363, 10-41-2018/351, 10-11=-645/4 BOT CHORD 1-19=-185/333,18-19=-185/333.17-18=-320/111, 16-17=-61/693,15-16=-216/1580, 114-15=-2117/11585,14-42-217/1585, 42-43=-217/1585,13-43=-217/1585,12-13=-266/1798, 11-12=-266/1798 WEBS 3-19=0/254, 3-18=-682/161, 4-18=-1548/249, 4-17=-128/1121, 6-17=.-941/164, 6-20=-904/281, 15-20=-70/600, 7-20=-367/138, 9-13=-280/94, 14-21-276/112, 8-13=-34/390. 20-21=-1665/449, 8-21=-1652/436, 6-16=-1198/1109,16-20r_1483/328 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=llornph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.opsf, h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-9-6, Interior(l) 3-9-6 to 15-6-1, Extenor(2) 15-6-1 to 20-10-4, Interior(1) 20.10-4 to 22-3-15, Exterior(2) 22-3-15 to 27-8-3, Interior(l) 27-8-3 to 37-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 1, 186 lb uplift at joint 11 and 226 lb uplift at joint 18. 'is truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. aphical purlmn representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. inued on page 2 1Job 11 russ TrussType 1 Qty PIy AxmyNavyAcademy 190249 A05 Califomia I 2 lJob Reference (optional) Nun: O.3U s Aug zø uu rnnt ø.iu sAug zu zuis issues Inousmes, InC. MOfl an 0 1D:4e:10 zuzu I'age 1 ID:Ql?jqBk124XRcVGbEQGl33zz1z7-KBcyhk1RhXghxnTysoUOjGAaPi8VA1?nUpRCrZzy?b_ NOTES- Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 140 lb up at 15-11-10, 53 lb down and 1 0 6 l b u p a t 18-0-12, and 53 lb down and 106 lb up at 19-94, and 69 lb down and 140 lb up at 21-10-6 on top chord, and 75 lb down and15 lb up at 24-0-7, and 75 lb dow n a n d 1 5 l b u p at 27-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. I)) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back-(B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (pIt) Vert: 15=68, 5-7=-68, 7-11=-68, 22-28=-20 Concentrated Loads (lb) Vert 36=0 37=-0 42=75(F) 43=75(F) none i russ. uranslue, r.a sLus0 0 Job TrUSS TrUSS Type Uty Ply Navy Academy 190249 AOl California 2 1 JArmy Job Reference (optional) 015110 JIUSS, uansIue, US wwo Nun: 0.SU s Rug o zuia i'nnt U.iZU S Aug 20 2019 MITeS Inausmes. Inc. Mon Jan S 15:48:15 2020 Page 1 24.1-0 24.1-0 16-11 lD:Ql?JqBk124XRcVGbEQGl33zz1z7-pNAKu323SroYZx28QV?dFTil95YqvJ4jM?zy?az 6-3-2 12-2-12 i 17-6-1 17-jlq-15 2O3r15 23-0-7 28-3-15 31-6-14 37-10.0 6-3-2 5-11-10 ' 5-3-5 04-'I42-0-2O-it-4 2-8-8 5-3.8 3-2-15 6-3-2 0 Scale = 1:65.6 5x8 5x8 5x5 4x6 II 3x5 II 2x4 II 3x5 = 5x8 = 2x4 II 3x4 = 2x4 lb 24-1-0 24.1-0 . 24.1-0 8-3-2 12-2-12 17-6-1 20-3-15 23-0-7 28-3-15 31-6- 37-10-0 I 5-11-10 5-0.ld s..s..ic 14 ' Plate Offsets (X,Y)— 15:0-3-8,0-1-121,16:0-2-4,0-2-81, [15:0-4-0.0-3-01,116:0-2-4.0-1-81,117:0-2-8.0-M], 119:0-2-8.0-2-81 - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.1013-14 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.33 13-14 >933 180 BCLL 0.0 * Rep Stress lncr NO WB 0.83 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight: 215 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. except .dgKT CHORD 2X4 DF No. i&Btr G 2-0-0 oc purlins (6-0-0 max.): 5-6. S 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: ER Left 2x4 OF Std -G-ce 1-11-14, Right 2x4 DF Std -G-ce 1-11-14 6-0-0 oc bracing: 16-17. JOINTS I Brace at Jt(s): 19 Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=376/0-7-8 (mm. 0-1-8), 11=1138/0-5-8 (mm. 0-1-8), 17=1979/0-5-8 (mm. 0-2-2) Max Hoizl=-118(LC 17) Max Uplift1-82(LC 35), 11-179(LC 13), 17=-1 97(LC 12) Max Gray 1414(LC 23), 111138(LC 1), 171979(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-370/123, 3-30-307/137, 3-40/440, 4-5-619/236, 5-31 -740/271, 31-32-735/271, 6-32-734/271, 8-9-1761/345, 9-34=-1962i351, 10-34-2032/339, 10-11=-657/0 BOT CHORD i-18-169/342, 17-18=-169/342, 16-17=-293/109, 15-16=-27/519, 14-15=-186/1581, 14-35-187/1588, 35-36-187/1588, 13-36=-187/1588, 12-13-255/1811, 11-12-255/1811 WEBS 3-18=0/280, 3-17=-680/145, 4-17=-1581/214, 4-16=-94/1150, 5-16=-716/134, 5-15=-i 18/678, 6-15=-2361778, 15-19=-1671/376, 9-13=-306/113, 14-19=0/324, 7-1 9=-363/172, 8-13=-22/389, 8-19=-1601/364, 6-19=-i 127/259 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-9-6, Interior(i) 3-9-6 to 17-7-13, Exterior(2) 17-7-13 to 25-8-3, Interior(l) 25-8-3 to 37-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=i .60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 1, 179 lb uplift at joint ii and 197 lb uplift at joint 17. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of-the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 147 lb up at 17-11-10, and 74 lb down and 147 lb up at 19-10-6 on top chord, and 75 lb down and 15 lb up at 24-0-7, and 75 lb down and 15 lb up at 27-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. S the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). &tdard Job Truss Truss Type Qty Ply Navy Academy 190249 AOl California 2 1 jArmy - - Job Reference (optional) owne I wee. ueeaneme, L a auoo AMWAID CASE(S) Standard Wnad + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 iform Loads (pit) Veil: 1-5=-68, 5-6=-68, 6-11 =-68, 20-26=-20 Concentrated Loads (lb) Veil: 31=-7 32=-7 35=-75(F) 36=-75(F) nun: e.ju S ug ze zuie I'nm: e.ju S AU9 e uia MU err Inausines. IflC. Mon JSfl 0 10:4e:lb SUZU PageS ID:Qi?jq8k124XRcVGbEQGl33zs1z7-pNAKu323SroYZx28QV?dFTii95YqviMjxjTAmM?zy?az 0 Job Truss TrUSS Type Qty Ply Army Navy Academy 190249 A08 Common 1 1 Job Reference (optional) atone i nice, t.xednslue. I.a e.€uao Nun: ossu s Aug 88 8018 Print 8.320 s Aug ze 2019 Muck Industries, Inc. Mon Jan 6 15:48:17 2020 Page 1 24.1-0 24.1 lD:Q?jqBk124XRcVGbEQGl331z7-Haki6P3hD8wPA5dKzDXsohFuCVuxeyI4x7jiEy?ay 6-3-2 12-2-12 18-11-0 23-0-7 28-3-15 31-6-14 37-10-0 6-3-2 5-11-10 6-8-4 4-1-7 5-3-8 3-2-15 6-3-2 Scale = 1:63.1 5x6 = 5_no 3x4= 4x6 II 3x5 II 2x4 lb . 5x8 = 2x4 II 3x4 = 2x4 II 24.1-0 24-1-0 24-1-0 6-3-2 12-2-12 18-11-0 i 23-0-7 28-3-15 31 -6-14 37-10-0 cliln RR.4 A..1..7 t3..ic I Plate Offsets (XV)— [:0-2-8,0-3-01, (5:0-2-8,0-2-41. (8:0-2-8,0-3-0), (14:0-4-0,0-3-01, (17:0-2-8,0-1-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.46 Vert(LL) -0.1012-13 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.30 12-13 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.92 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MS Weight 199 lb FT = 20% LUMBER- . BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. IN HORD 2X4 DF No. 1&Btr C BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2X4 OF Std G 6-0-0 oc bracing: 14-15. R Left 2x4 OF Std -G-ce 1-11-14, Right 2x4 OF Std -C-ce 1-11-14 JOINTS 1 Brace at Jt(s): 17 Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=438/0-7-8 (mm. 0-1.8), 15=1889/0-5-8 (mm. 0-2-0), 10=11 5 2 / 0 - 5 - 8 ( m m . 0 - 1 - 8 ) Max Horz 1=127(LC 12) Max Uplift1.106(LC 12), 15=-95(LC 12), 10=-165(LC 13) Max Gravl=480(LC 23), 151889(LC 1), 101152(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-440/157, 3-28-434/167, 3-40/329, 4-29=-772/224, 5-29=-6721251, 7 - 8 = - 1 7 8 5 / 3 0 8 , 8-31=-1974/305, 9-31=2049/296, 9-10-659/0 BOT CHORD 1-16-200/400, 15-16=-202/396, 13-14-159/1621, 13-32-160/1627, 32-33 - 1 6 0 / 1 6 2 7 , 12-33=-160/1627,11-12=-212/1821, 10-11-211/1823 WEBS 5-14=-168/529,14-17=-1502/331, 8-12=-280/72, 4-14=-33/1025, 4-15-1496/169, 3-15-549/111, 13-17=0/303, 6-17=-377/168, 7-12=-0/391, 7-17=-1570/360, 5-17=- 7 4 9 / 1 8 0 NOTES- Unbalanced roof live loads have been considered for this design: Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL = 6 . 0 p s f h = 2 5 f t ; C a t . I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-9-6, Interior(1) 3-9-6 to 18-1 1 - 0 , E x t e r i o r ( 2 ) 1 8 - 1 1 - 0 t o 2 2 - 8 - 6 , I n t e r i o r ( l ) 2 2 - 8 - 6 to 37-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C - C f o r m e m b e r s a n d f o r c e s & M W F R S f o r reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any o t h e r l i v e l o a d s . * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas w h e r e a r e c t a n g l e 3 . 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members, with BCDL = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 0 6 l b u p l i f t a t j o i n t 1 , 9 5 l b u p l i f t a t j o i n t 1 5 and 165 lb uplift at joint 10. This truss is designed in accordance with the 2015 International Building Code section 230 6 . 1 a n d r e f e r e n c e d s t a n d a r d A N S J / T P I 1 . Hanger(s) or other connection device(s) shall be provided sufficient to support concentrate d l o a d ( s ) 7 5 l b d o w n a n d 1 5 l b u p a t 2 4 - 0 - 7 , and 75 lb down and 15 lb up at 27-3-15 on bottom chord. The design/selection of such conn e c t i o n d e v i c e ( s ) i s t h e r e s p o n s i b i l i t y o f others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as fron t ( F ) o r b a c k ( B ) . LOAD CASE(S) Standard CL 0 on page 2 Job TrUSS TIUSS Type aty Ply Army Navy Academy 190249 A08 Common 1 1 - - Job Reference (optional) 0107W I W5S. 7Ufl5I0U, I..a O4000 ,mmkOAD CASE(S) Standard IpDead + Roof Live (balanced): Lumber Increaseol .25, Plate lncrease=1.25 Uniform Loads (pit) Vert 1-5..68, 5-1O=-68, 18-24=-20 Concentrated Loads (lb) Vert 32=-75(F) 33=-75(F) Nun; o.ou s Aug Lb LU1O Inn1 o.izu S RU9 Lb uiv Miles In0055ies, lflc. Mon J3fl o 1D:40:ii LULU P age L ID:Ql?jqBk124XRcVGbEOGl33zz1z7-Haki6P3hD8wPA5dKzDXsohFuCVuxeyl4x7wJuRzy?ay 9 Job TUSS TrUSS Type cay Ply Army Navy Academy 190249 - - - - - BO1 CALIFORNIA GIRDER Job Reference (optional) - - - - - ,u, iwn: 8.320 S RU9 e uia I'nnc a.jzu S RU9 Ze 101a wie Inausifles. InC. MOn Jan 0 141S Zulu Pagel 23-2-8 lD:QI?jqBk124XRcVGbEQGl33zz1z7-DysTW54ylmA7QPnj5eZKt6KD4JVl6zTNzKzy?aw 7-6-1 7_llo./5 11-6-8 14-4-1 14-8-15 22-3-0 7-6-1 0-444 3-7-9 2-9-9 0!444 7-6-1 9 Scale 1:37.9 010 = 2x4 II 4x10 2x4 II 8x8 2x4 II 4x8 5x6 23-2-8 23-2-8 7-6-1 i 11-6-8 14-8-15 22-3-0 7R1 LZ17 71 Plate Offsets (X,Y)— 11:0-0-0,0-1-11. 12:0-4-8,0-0-81, 14:0-4-12,0-0-81. 17:0-4-0.0-4-81 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc)' I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.10 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.32 7-8 >843 180 BCLL 0.0 * Rep Stress Incr NO WS 0.46 Horz(C1) 0.08 5 n/a n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MS weight 214 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except S T2: 2X4 DF No.2 G 2-0-00c purbins (3-6-3 max.): 2-4. CHORD 2X6 DF No.2 G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S 2X4DF Std G WEDGE Left: 2x4 DF Std -G , Right 2x4 OF Std -G REACTIONS. (lb/size) 1=2611/0-5-8 (mm. 0-1-8), 5=2291/0-5-8 (mm. 0-1-8) Max Horz 1 =49(LC 8) Max Upliftl=-477(LC 8), 5=4211 (LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5345/1019,2-15=-58421120'1, 15-16=-5842/1201.16-17=-5842/1201, 3-17=-5842/1201, 3-18=-5842/1201, 4-18=-5842/1201, 4-5=4847/925 BOT CHORD 1-19=-916/4863, 19-20-916/4863, 20-21-916/4863, 8-21=-916/4863, 822919/484 3 , 22-23=419/4843, 23-24=-919/4843, 7-24=-919/4843, 6-7=-784/4404, 5-6=-780/4398 WEBS 2-8=0/628, 2-7=-36611435, 4_7_602/2254 NOTES- 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 1-0-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-11-0 oc. Webs connected as follows: 2x4 - I row at 1-0-0 oc. Except member 3-7 2x4 - I row at 0-5-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in th e L O A D C A S E ( S ) s e c t i o n . P l y t o p l y connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indi c a t e d . Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.0psf h=25ft; C a t I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lu m b e r D O L I . 6 0 p l a t e g r i p D O L = 1 . 6 0 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loa d s . * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rect a n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottOm chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb up l i f t a t j o i n t I a n d 4 2 1 l b u p l i f t a t j o i n t 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and refe r e n c e d s t a n d a r d A N S I I T P I 1 . Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or b o t t o m c h o r d . Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 l b d o w n a n d 2 1 6 l b u p a t 7-11-10, 45 lb down and 62 lb up at 10-0-12,47 lb down and 65 lb up at 11-1-8, and 57 lb down and 190 l b u p a t 1 1 - 6 - 8 . a n d 7 9 l b down and 64 lb up at 14-3-6 on top chord, and 166 lb down and 58 lb up at 2-0-12, 86 lb down at 4-0-12, 9 9 l b d o w n a t 6 - 0 - 1 2 , 2 7 4 1 b Oen and71lbupat 8-0-12,277lbdownand75lbupat 10-0-12,and277lbdownand76lbupat 11-1-6, an d 1 6 3 0 l b d o w n a n d 3 1 8 pt11-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. d on page 2 Job Truss Truss Type Uty ply Army Navy Academy 190249 11301 CALIFORNIA GIRDER 1 1 Job Reference (optional) Smne TIUSS. uceansiae. Ca 920O Run: 8.3205 Aug 282019 Pflnt 8.320 s Aug 28 2019 MITeR Industries. Inc. Mon Jan 615:48:192020 Page 2 ID:Ql?jqBk124XRcVGbEQGl33zz1z7-DysTW54y1mA7QPnj5eZKt6KD4JVl6zTNPRPQzKzy?aw LOAD CASE(S) Standard . Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert 1-2-68, 2-4=-68, 4-5=-68, 9-12=-20 Concentrated Loads (lb) Vert 7=-1630(F) 3=87 15=-289 16=-3 17=-3 19=-166(F)20=-47(F) 21=-65(F) 22=-274(F) 23=-277(F)24=-277(F) 0 Job TrUSS Truss Type Qty Ply Army Navy Academy 190249 B02 California 1 - - - - - Job Reference (optional) mono I luss, vuoansjaa. r..a mum nun: e.ju S O uiv rnnc e.szu S R9 ZO u1S MI leuc unausrnes, Inc. Mon Jafl 0 14920 2020 Page 1 lD:Ql?jqBk124XRcVGbEQGl33u1z7-h8QrkR5aW3i1YLvfL4ZQJtSRJtBrVPWe5pjyzy?av - 9-8-1 9-jlO-i15 12-4-1 1 15 17-5-13 22-3-0 . 4-9-3 4-8-14 0.4-14 2-5-2 0-4- 4 4-8-14 4-9-3 Scale = 1:38.2 4x6 08 // 5x6 II 3x8 = 5x5 = 5x6 II 23-2-8 23-2-8 9-8-1 a 12&15 223.0 9-8-I ' 5-2-14 9-S-i Plate Offsets (X.Y)— I50..2..80..2..01 [9:0-2-8.0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.16 9-17 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.48 9-17 >554 180 BCLL 0.0 • Rep Stress lncr YES WS 0.16 Holz(C1) 0.07 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight 101 lb FT = 20% LUMBER- BRACING- CHORD 2X4 OF No.1&BtrG TOP CHORD 46ER CHORD 2X4 OF No. 1&Btr G S 2X4 OF Std G BOT CHORD Left 2x4 OF Std -G-ce 1-11-14, Right 2x4 DF Std -G-ce 1-11-14 REACTIONS. (lb/size) 1=1071/0-5-8 (mm. 0-1-8), 81081/05.8 (mm. 0-1-8) Max Horz 1=64(LC 12) Max Upliftl=-192(LC 12), 8=-197(LC 13) Structural wood sheathing directly applied or 4-6-11 oc purlins, except 2-0-00c purlins (5-6-1 max.): 4-5. Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-923/0, 2-19=-1917/403, 3-19=-1850/417, 3-20=-1644/331, 4-20=-1582/351, 4-21=-1457/350, 21-22=-1460/351, 22-23=-1461/352, 23-24-1463/353, 5-24=-1469/356, 5-25=-16291389,6-25=-1690/371, 6-26=-1868/438, 7-26=1935/424'7-8=-1103/0 BOT CHORD 1-10=-388/1723, 9-10=-283/1507. 8-9-341/1743 WEBS 3-10-309/210, 4-10-15/349, 6-9=-322/211 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0psf; BCDL=6.0psf h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 9-6-1, Exterior(2) 9-6-1 to 16-10-2, Interior(l) 16-10-2 to 22-3-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1 and 197 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 166 lb up at 9-11-10,39 lb down and 79 lb up at 11-1-8, and 45 lb down and 77 lb upat 11-6-8, and 159 lb down and 220 lb up at 12-3-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 14=-68, 4-5-68, 5-8=-68, 11-15=-20 Sued on page 2 Job Truss Truss Type Qty Ply Army Navy Academy 190249 B02 California 1 1 - - - Job Reference (optional) omne hues, ceansrae. r.a 5UDb Nun: asia a Rug ss iuis I'nnt b.5i0 S Aug ze zuia MI_talc Inausmes, Inc. Mon Jan a 15:48:zu 2020 Page 2 ID:QI?jqBk124XRcVGbEQG133zz1z7-h8Qt1cR5aW311YLvfL4ZQJtSRjtBrVPWe58zVmzy?av AD CASE(S) Standard oncentrated Loads (lb) Vert: 21=-35 23=-43 24=-116 I Job TruSS TrUSS Type Oty Ply Amiy Navy Academy 190249 B03 Common 3 1 - - - - - Job Reference (optional) was, uanaiue, La vzvou Nun: O.32U S AUQ 20 2018 Pflflt 0.320 5Aug28 2019 MITeS In0ustnes. Inc. Mon Jan 5 15:43:212020 Page 1 23-2-8 lD:Ql?jqBk124XRcVGbEQGI33zz1z7h8QrkR5aV3i1YLvfL4ZQJtSFjw4rUcWe5872Igav 5-8.8 11-1-8 16-6-8 22-3-0 5-8-8 5-5-0 5-5-0 5-8-8 0 = Scale = 1:36.8 - 4x6 ri 5x5 3x4= 4x6 II 3x7 II 23-2-8 23-2-8 7-6-3 ' 1441-13 I 22-3-0 7-6-3 7-2-11 I 7-65 Plate Offsets (X,Y)— 17:0-4-9.Edgel. 19:0-2-8,0-3-01 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) -0.09 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.34 8-9 >783 180 BCLL 0.0 Rep Stress lncr YES WB 0.21 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code 18C2015/TP12014 Matrix-MS Weight 93 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1&Btr G CHORD 2X4 DF No. 1&Btr C 'S 2X4DF Sid C WER Left 2x4 DF Std -G-ce 1-11-14, Right 2x4 OF Std -G-oa 1-11-14 REACTIONS. (lb/size) 1=979/0-5-8 (mm. 0-1-8),7=979/0-5-8 (mm. 0-1-8) Max Horzl=-75(LC 13) Max Upliftl=-94(LC 12), 7=-94(LC 13) BRACING- - TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. 801 CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-794/0, 218=-1704/204, 3-18=-1613/216, 3-19=-1535/204, 4-19=-1462/218, 4-20=-1484/200, 5-20=-1556/186, 5-21=-1632/200, 6-21=-1723/187, 6-7=-600/1 BOT CHORD 1-9=-198/1526,8-9=-55/1087,7-8=126/1541 WEBS 4-8=-54/517, 5-8=326/172,4-9=-84/478, 3-9=-336/164 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10: Vult=llomph (3-second gust) Vasd=87mph: TCDL6.opsf; BCDL6.opsf; h25ft; Cat II; Exp C: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-1-8, Extenor(2) 11-1-8 to 14-1-8, Inte r i o r ( 1 ) 1 4 - 1 - 8 t o 22-3-0 zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS f o r r e a c t i o n s shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 1 and 94 lb uplift at joint 7 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. LOAD CASE(S) Standard 0 5x8 = 4x8 II 3x8 II ZX4 11 3X4 = 3x44 = 2X4 II 3x5 II Job Truss TrUSS Type Qty Ply Army Navy Academy 190249 CO1 California Girder 1 1 - - - Job Reference (optional) rone I ruse, r.eansee, Ua CLI6 Hun: u.w0 S A9 28 2018 I'flflt U.2U s Aug28 2018 MITeR InausIrres, Inc. M0fl Jan 8 1:48:22 2020 Page 1 23-2-8 lD:9%Bk124XRcVGbEQGI33zz1z7-dXXb977q2hYhHsVImm61VkyotWciJJkptlBfzy?at 11-2-7 3-7-11 7-3-1 7-7-18 10-9-9 1O 14-11-5 18-8-8 3-7-6 d.4_11$ 3-1-10 3-8-14 3-9-3 3-7-11 0-1-12 Scale: 318"1' 23-2-8 23-2-8 23-2-8 3-7-11 7-3-1 1017-0 1-2- 14-11-5 18-8-8 -7-11 1 'fl.77' f%R..1a ' !Q.1 Plate Offsets (X,Y)— Ii :0-3-8.Edpe], 14:0-4-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vert(LL) 0.02 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 12-13 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.55 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MS Weight: 93 lb FT = 20% LUMBER- BRACING- OP CHORD 2X4 DF No.1&BtrG TOP CHORD T CHORD 2X4 DF No. 1&Btr G S 2X4DF Std G SOT CHORD DER Left 2x4 DF Std -G-oa 1-11-14. Right 2x4 OF Std -G-ce 1-11-14 REACTIONS. (lb/size) 1=709/Mechanical, 8=318/0-5-8 (mm. 0-1-8), 11=3029/0-5-8 (mm. 0-3-4) Max Horz 1 =-55(LC 9) Max Uplift1-141(LC 8), 8=-63(LC 9), 11-631(LC 8) Max Gray 1726(LC 19), 8=343(LC 20), 11=3029(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-380/93, 2-3=-994/204, 3-4=659/223,4-22=0/438, 22-23=0/474, 5-23=0/484, 5-6=-1 1/432, 6-7=-316/70, 7-8=-360/91 BOT CHORD 1-24=-195/890, 13-24=-195/890, 13-25=-195/890, 12-25-195/890, 12-26=-176/555, 26-27=-176/555, 11-27=-176/555, 10-11=-354/58, 10-28-31/292, 9-28=-31/292, 9-29=31/292, 8-29=-31/292 WEBS 3-13=0/275, 3-12=-365/47,4-12=-20/638. 4-11-1481/332, 6-10=-677/112, 6-9=0/366, 5-.11=-1004/201 Structural wood sheathing directly applied or 6-0-0 oc purtins, except 2-0-0 oc purlmns (10-0-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. - Wind: ASCE 7-10; Vult=liomph (3-second gust) Vasd87mph; TCDt=6.opsf; BCDL=6.0psf h=25ft; Cat. II; Exp C; Enclosed; MWFR S (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL = 1 . 6 0 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 1, 63 lb uplift at joint 8 and 631 lb uplift at joint ii. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard A N S I / T P I 1 . Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 558 lb down and 330 lb up at 7-8-10, and 36 lb down and 52 lb up at 9-2-12, and 564 lb down and 330 lb up at 10-11-0 on top chord, and 166 lb down and 58 lb up at 1-9-12, 86 lb down at 3-9-12, 99 lb down at 5-9-12, 274 lb down and 71 lb up at 7-9-12, 276 lb down and 74 lb up at 9 - 2 - 1 2 , 2 7 4 l b down and 71 lb up at 10-7-12.99 lb down at 12-7-12, and 86 lb down at 14-7-12, and 166 lb down and 58 lb up at 16-7- 1 2 o n b o t t o m chord. The design/selection of such connection device(s) is the responsibility of others. the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). tL8A,"9?%%?ndard Job TrUSS Truss Type City Ply 190249 CO1 California Girder 1 I 1 jAffnyNavyAcademy Job Reference (optional) nione u ruse, ueansjae. La uzuou Nun: e.siu S Aug b uiu r-nnt U.32U S Aug 2 zuie MI uee Inausmes, Inc. Mon Jan b 1:4a:Z2 2U20 Page 2 lD:Ql?jqBk124XRcVGbEQGl33zz1z7-dXXb977q2hYhHsVlmjn61VkyotWc)JJkp5Pd4afzy?at LOAD CASE(S) Standard , ead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1.25 niform Loads (pif) Vert 1-4=-68, 4-5=-68, 5-8=-68,14-18=20 Concentrated Loads (lb) Vert: 5=-515 13=-47(F) 11=-274(F) 9=-47(F) 22=-515 23=-2 24=-166(F) 25=-65(F) 26=-274(F) 27=-276(F) 28=65(F) 29=-166(F) El 23-2-8 23-2-8 23-2-8 08 II 3x8= 3x6 II Job Truss Truss Type Uty Ply Army Navy Academy 190249 —.[ CO2 Common 1 1 Job Reference (optional) u,flu ,uuu, uflu.uu, ...0 LUuO Nun: O.jU5 Aug 0 uia ,qint o.Lu SAU9 0 uiv Miles Inausmes. Inc. MOfl an a 10:401j uu 'age 1 23-2-8 ID'kl24XRcVGbEOGl33zz1z7-5j5zMT7SpjYu04UKTdG1 yV_EwyRls4d65zy?as 4.9-2 9-2-12 13.9.14 18-8-8 . 4-9.2 4-5.10 4-7-2 4-10.10 Scale: 3/8"=1' 4x4 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code 1BC201511P12014 CSI. IC 0.17 BC 0.43 WB 0.18 Matrix-MS DEFL in Vert(LL) -0.09 Vert(CT) -0.32 Horz(CT) 0.03 (lc) l/defl Lid 9-12 >999 240 9-12 >385 180 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 78 lb FT = 20% LUMBER- . BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. B T CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 OF Std C MiTek recommends that Stabilizers and required cross bracing R Left 2x4 OF Std -C-ce 1-11-14, Right 2x4 DF Std .G.tE 1-11-14 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=698/Mechanical, 7=669/0-5-8 (mm. 0-1-8), 8=279/0-5-8 (mm. 0-1-8) Max Horz 1 =-66(LC 13) Max Uplift1-77(LC 12), 7-77(LC 13), 8=-5(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-653/0, 2-18=-1052/170, 3-18=-984/184, 3-19=-755/120, 4-19=-.694/134, 4-20=-6941122, 5-20=-757/108, 5-21=-994/179, 6-21=-1064/164, 6-7=-605/0 BOT CHORD 1-9=-1581942,8-9=119/949,7-8=119/949 WEBS 3-9-365/160, 4-90/308, 5.9=.375/168 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf, h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 9-2-12, Exterior(2) 9-2-12 to 12-2-12, Interior(1) 12-2-12 to 18-8-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1, 77 lb uplift at joint 7 and 5 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0 Job Truss TrUSS Type Qty Ply Navy Academy 190249 DO1 California Girder 1 1 JArmy - Job Reference (optional) ii.n O.LU v £0 LU 0 rnnl; o.,u S Au o LU1O Mi i vic inousines, Inc. M0fl Jan 0 40Z4 LULU Page 1 22-1-0 ID:Ql?jqBk124XRcVGbEQGI33u1z7-awfMap84ZloPWAfguB9Va9208KDZmJE6Yjxy?ar 5-6-1 6-1045 10-0-1 1)-4-5 15-4-0 5-6-1 6-4-1k 4-1-2 0.4-14 4-111 I 40 Scale = 1:26.2 5x8 4x4 5x611 2011 3x4 6x10 II 22-1-0 22-1-0 I 5-6-1 10-4-15 15-4-0 5_fl_I £.Ifl..1L A_11I Plate Offsets (X,Y)— 13:0-3.8,01-121, F4:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.74 Vert(LL) -0.09 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.29 74 >624 180 BCLL 0.0 * Rep Stress lncr NO WB 0.17 Ho,z(CT) 0.09 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight 64 lb FT = 20% LUMBER- BRACING- .TOP CHORD 2X4 DF No.1&BtrG TOP CHORD CHORD 2X4 DF No.1&Btr G S 2X4DF Std G . BOT CHORD ER Left 2x4 DF Std -G-as 1-11-14, Right 2x6 DF No.2 -G-ce 1-11-14 REACTIONS. (lb/size) 1=1146/0-5-8 (mm. 0-1-8),6=1145/Mechanical Max Harz 141(LC 8) Max Uplift1-173(LC 8), 6=-179(LC 9) Structural wood sheathing directly applied or 3-10-14 oc purlins, except 2-0-0oc purlins (3-10-9 max.): 3-4. Rigid ceiling directly applied or 10-0-0oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-770/29, 2-3=-2094/379,3-17=-1674/343,17-18=-1669/340,18-19=-1664/339, 4-19=-1656/336,4-5=-1876/348 BOT CHORD 1-20=-335/1905, 20-21=-335/1905, 8-21=-335/1905, 8-22=-34211893, 22-23=-34211893, 23-24=-342/1893, 7-24=-34211893, 7-25=-265/1664, 25-26=-265/1664, 6-26=-265/1664 WEBS 3-8=0/353, 3-7=-324/87, 4-7=0/374 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint I and 179 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 299 lb down and 246 lb up at 5-11-10, and 113 lb down and 133 lb up at 7-11-8, and 268 lb down and 236 lb up at 9-11-5 on top chord, and 61 lb down at 2-0-12, 59 lb down at 4-0-12, 73 lb down at 6-0-12, 72 lb down at 7-11-8, 71 lb down at 9-10-4, and 58 lb down at 11-10-4, and 47 lb down at 13-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 ued on page 2 Job Truss Truss Type Qty Ply Army Navy Academy 190249 001 California Girder 1 1 - Job Reference (optional) rone i russ, uceanslae. I.a SLUDO Nun: e.iu S Aug U 2u1 Poor: .31U S Aug ze zoia Miles InausInes. Inc. MOO Jan 513:48242020 Page 2 ID:Ql?jqBk124XRcVGbEQGl33zz1z7-awfMap84ZIoPWAfguB9Va9208KDZmJE6Yj6BeXzy?ar ~gWILOAD CASE(S) Standard Uniform Loads (plO Vert 1-3=-68, 3-4=-68, 46=..68, 9-13=-20 Concentrated Loads (Ib) Vert 17=256 18=-ill 19=23020=61(F) 21=.38(F) 22=-62(F) 23=-62(F) 24=60(F) 25=37(F) 26=-24(F) 0 4x4 Scale = 1:26.6 X4 = 1X4 = Job Truss Truss Type Uty Ply Army Navy Academy 190249 D02 Common 1 1 - Job Reference (optional run: o..ru a iug L0 LU1C rnnr o.,ru S p.ug o £ MI ice aUssles. mc. M0fl Jan 0 1b:4U2 £UU Page 1 22-1-0 ID:QPJqBk124XRcVGbEQGI33u1z726DU1S Ifl kn89iKcG8KEtRugk7NaJskgowFnrlpy?aq 418 7-11-8 11-9-8 is-i-o 4-1-8 3-10.0 3-10.0 3-6.8 3x5 II 3x10 II 22-1-0 22-1-0 5-2-8 7-114 10.8-8 15-4-0 Plate Offsets (X,Y)- I7:0-7-8.Edgel - - - - LOADING (psf) SPACING. 2.0-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.03 8.9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.24 Vert(CT) .0.12 8-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.14 Harz(CT) 0.03 7 n/a nla BCDL 10.0 Code 1BC20151TP12014 Matrix-MS Weight: 68 lb FT= 20% LUMBER. BRACING- OP CHORD 2X4 DF No.1&BtrG . TOP CHORD 0CHORD 2X4DF No. 1&BtrG BOT CHORD S 2X4DF Std G 'bER Left 2x4 OF Std -G-ce 1-11.14, Right 2x6 DF No.2 -G-w 1-11-14 REACTIONS. (lb/size) 1=675/0-5-8 (mm. 0.1.8), 7=675/Mechanical Max Horz 1=59(LC 8) Max Uplift1=-81(LC 8), 7.78(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. . All forces 250 (lb) or less except when shown. TOP CHORD i-2=.411/38, 2-3=-1100/152, 3.4=-1015/157, 4-5-921/143, 5-6=-993/136 BOT CHORD 1-9=-1 56/982, 8.9-721701, 7.8=-87/867 WEBS 4-9=.63/339 Structural wood sheathing directly applied or 6.0.0oc purlins. Rigid ceiling directly applied or 10.0-0oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf, BCDL=6.0psf h=25ft; Cat. II; Exp C: Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 1 and 78 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 85 lb up at 7-11-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasei .25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-4=-68, 4-7=48, 10.14-20 Job Truss TUSS Type Qty Ply Navy Academy 190249 E01 Roof Special Girder 1 I 1 I JArmy Job Reference (optional) oicne i russ, uvesnsise, r.,d 5U30 cun; a.0 a RU9 za iuia I-nfl: a.zu SMU92O 11.115 MuSS lnauslnes, Inc. ivionjan 0 1OSO4b 1U1U I-S9 1 23-2-8 440 7-6-1 710-16- 4-0-0 3.6-1 L10-8-1 I 4x6 = 3x4 II Scale = 126.0 3x5 II 3x4 = 23-2-8 23-2-8 4-0-0 • 7-6-1 8-7-0 L.fl.11. I P.I 1_fl_Ic Plate Offsets (X,Y)— (4:0-3-0,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.01 8-11 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.04 7-8 >999 180 BCLL 0.0 • Rep Stress lncr NO WB 0.26 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 48 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr C TOP CHORD CHORD 2X4 DF No. i&BtrG S 2X4DF Std G BOT CHORD R Left 2x4DF Std -G-cel-11-14 REACTIONS. (lb/size) 1=599/0-5-8 (mm. 0-1-8),6=1320/0-5-8 (mm. 0-1-8) Max Horzi=129(LC 7) Max Uplift1=-80(LC 8), 6-345(LC 8) Max Gravi=601(LC 19), 61331(LC 19) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (bb) or less except w h e n s h o w n . TOP CHORD 1-2=-532/101.2-3-766/102,3-4=-320/70 BOT CHORD i-I 3=-i 11/742, 8-13=-il 1/742, 8-14=-i 11/742, 7-14=-i 11/742 WEBS 3-8=0/331, 3-7=-581/112,4-7=0/537.4-6=-1168/267 Structural wood sheathing directly applied or 6-0-00c purlins, except end verticals, and 2-0-00c purlins: 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BC D L = 6 . o p s f ; h = 2 5 f t C a t . I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone; cantilever left and right exposed; end vertical left an d r i g h t e x p o s e d ; L u m b e r D O L I . 6 0 p l a t e g r i p D O L 1 . 6 0 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w i t h a n y o t h e r l i v e l o a d s . * This truss has been designed for a live load of 20.opsf on the bottom chord in a l l a r e a s w h e r e a r e c t a n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of wit h s t a n d i n g 8 0 l b u p l i f t a t j o i n t 1 a n d 3 4 5 l b u p l i f t a t j o i n t 6. This truss is designed in accordance with the 2015 International Building Code section 2 3 0 6 . 1 a n d r e f e r e n c e d s t a n d a r d A N S I / T P I 1 . Graphical purlin representation does not depict the size or the orientation of the purlin a l o n g t h e t o p a n d / o r b o t t o m c h o r d . Hanger(s). or other connection device(s) shall be provided sufficient to supp o r t c o n c e n t r a t e d l o a d ( s ) 6 5 7 l b d o w n a n d 3 1 6 l b u p a t 7 - 9 - 8 and 25 lb down and 29 lb up at 7-9-8 on top chord, and 166 lb down and 58 l b u p a t 2 - 0 - 1 2 . 8 6 l b d o w n a t 4 - 0 - 1 2 , a n d 9 9 l b d o w n a t 6-0-12, and 280 lb down and 65 lb up at 8-0-12 on bottom chord. The desi g n / s e l e c t i o n o f s u c h c o n n e c t i o n d e v i c e ( s ) i s t h e responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as f r o n t ( F ) o r b a c k ( B ) . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1.25 Uniform Loads (p11) Veil: 1-4=-68. 4-5-68, 6-9=-20 40 d on page 2 Job Truss Truss Type Qty Navy Academy 190249 E01 Roof Special Girder 1 JPly 1 jArmy Job Reference (optional) stone TWSS. aceansuae. Ca 92058 Run: 8.320 S AU 928 2019 Print 6.320 5 Aug 28 2019 MiTeic Industries. Inc. Mon Jan 6 15:48:26 2020 Page 2 lD:Ql?jqSk124XRcVGbEQGI33zz1z7-Wn6_UAL5v37ITp3?cBzfa7Vt7OvEALP01bljQzy?ap AD CASE(S) Standard oncentrated Loads (Ib) Vert 4=-618(F-10) 847(F) 13-166(F) 14-65(F) 15-280(F) I Job Truss Truss Type Qty Ply Navy Academy 190249 J E02 Monopitch 1 1 JArmy Job Reference (optional) ions i runs, c..aanslae. I.d auoo Nun: e..wu S A9 ZU 2019 I'nnt 3.320 S Aug ze 2019 MuleS Industries. Inc. MOn Jan 6 15:48:27 2020 Page 1 l23.2-8 D:QI?jqBk124XRcVGbEQGl33zz1z7-_VLUDB_NdOFZJiCCofeeXKGzfvYFhLrFszy?ao I 4-3-8 I 8-7-0 I 4-3-8 4-3-8 30 II 4 Scale = 1:25.7 4x6 II 30 = 23-2-8 23-2-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (bc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.10 5-8 >969 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.32 5-8 >320 180 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP weight: 38 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&BtrG S 2X4DFStdG BOT CHORD R Left 2x4 DF Std -G-ce 1-11-14 REACTIONS. (lb/size) 1=371/0-5-8 (mm. 0-1-8),5=371/0-5-8 (mm. 0-1-8) Max Horzl=151(LC 11) Max upliftl=-39(LC 12), 5=-73(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-823/0.2-10=-428/119.3-10=-372/131 BOT CHORD 1-5=-184/398 WEBS 3-5=443/156 Structural wood sheathing directly applied or 6-0-0oc purlins, except end verticals. Rigid ceiling directly applied or 10-04 oc bracing. - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0-0, Interior(l) 3-0-0 to 8-5-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint I and 73 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Uty Ply Navy Academy 190249 F01 Califoms Girder I 1 1 I Job JArmy Reference (optional) utone Truss, oceanside. cc woe Run: 8,320s Aug29 2019 Pflflt e.320 sAug2e 2019 MITeS Industries, Inc. Mon Jan 515:48282020 Page 1 22-1-0 lD:QPJ4Bk124XRcVGbEQG133zz1z7_ShvsPABbdXJnzR71D?Jxipi7oiTL40nlzY?an 3-6-1 3-10-15 4-6-9 4-11-7 7-10-8 3-6-1 b04_14I 0-7-10 b04_14l 2-11-1 I Scale: 3/41' 4x6 44 I 3x5 II 3x10 II 22-1-0 22-1-0 3-6-1 4-11-7 7-10-8 %..fi1 1_c_s 2.11.1 Plate Offsets (XV)— r3:0-3-0.0-0-121. 16:0-7-8.Edciel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.01 8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.03 7-8 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.07 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight: 37 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except ,CHORD 2X4 OF No. 1&Btr G 2-0-0oc purlins (6-0-0 max.): 3-4. S 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ER Left 2x4 OF Std -G-ce 1-11-14, Right 2x6 DF No.2 -G 1-11-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=539/0-5-8 (mm. 0-1-8), 6=569/Mechanical Max Horz 127(LC 8) Max Upliftl=-99(LC 8), 6=-105(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/51, 2-3=-839/184, 3-17-686/170, 17-18-670/163, 4-18=-659/157, 4-5-7621 1 6 9 BOT CHORD 1-19=-160/766, 8-19-160/766, 8-20=-163/760, 20-21=-163/760, 7-21=-163/760, 7-22=-126/668,6-22=-126/668 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h = 2 5 f t ; C a t I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone; cantilever left and right exposed; end vertical left and right expos e d ; L u m b e r D O L 1 . 6 0 p l a t e g r i p D O L = 1 . 6 0 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other l i v e l o a d s . * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a r e c t a n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. - - A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. - Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at jo i n t 1 a n d 1 0 5 l b u p l i f t a t j o i n t 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and r e f e r e n c e d s t a n d a r d A N S I / T P I 1 . Graphical purlin representation does not depict the-size or the orientation of the purlin along the to p a n d / o r b o t t o m c h o r d . Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 9 3 l b d o w n a n d 1 3 7 l b u p a t 3-11-10, and 165 lb down and 126 lb up at 4-5-14 on top chord, and 18 lb down at 2-0-12, 35 lb do w n a t 4 - 0 - 1 2 , a n d 3 5 l b d o w n a t 4-4-12, and 18 lb down at 6-4-12 on bottom chord. The design/selection of such connection device(s ) i s t h e r e s p o n s i b i l i t y o f o t h e r s . In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1 .25 Uniform Loads (plf) Vert: 1-3=-68,3-4=-68,4-6=-68.9-13=-20 Concentrated Loads (lb) 0 Vert 17=171 18=-146 19=-14(F) 20-35(F) 2135(F) 22=-14(F) Job TrUSS Truss Type Qty Ply Navy Academy 190249 F02 Common Girder 1 1 JArmy Job Reference (optional) 0 Nun: o.jlu a Au g zo luiv rnnt: 0.410 snug 101015 MIIOK Inausules. Inc. mon jan e 1O40L5 1010 rage 22-1-0 ID:QI?jqBk124XRcVGbEQGl33u1z7-SFdDOqRicxYegl?0L?FRZFri?qyKIzy?am 4-2-12 I 7-10-8 - 4-2-12 3-7-12 4x4 = Scale = 1:17.1 3x5 II 3x8 II 22-1-0 22-1-0 4-2-12 7-10-8 4-2-12 -7-12 Plate Offsets (X,Y)— 5:0-6-4,0-0-21 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.03 6-9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 6-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.17 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code IBC2015!TP12014 Matrix-MP Weight: 32 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G "CHORD 2X4 DF No.1&BtrG S 2X4DF Std G ER Left 2x4 DF Std -0-ce 1-11-14, Right 2x6 DF No.2 -G-ce 1-11-14 REACTIONS. (lb/size) 1=827/0-5-8 (mm. 0-1-8), 5=578/Mechanical Max Horz 1 =34(LC 8) Max Uplift1-63(LC 8), 5=-34(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid-ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=736/35,2-3=-747/65,3-4=791175 BOT CHORD 1-15=-41/690,6-15=-41/690,6-16=-41/690,5-16=-41/690 WEBS 3-6=0/416 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.opsf; h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint I and 34 lb uplift at joint 5. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 244 lb down and 15 lb up at 0-6-0, 235 lb down and 33 lb up at 2-4-12, and 166 lb down and 21 lb up at 4-4-12, and 67 lb down at 6-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1.25 Uniform Loads (p11) Vert 1-3=-68, 3-5-68, 7-11 =-20 Concentrated Loads (lb) Vert: 6-166(B) 9-244(B) 15-235(B) 16-67(B) 0 Job TrUSS TrUSS Type (By Navy Academy 190249 G01 Roof Special Girder 1 I JPly 1 JArmy Job Reference (optional) scone i russ, uceansrae, ca slobs I Nun: 5.3205 Aug2S 2019 Print: 9.3205 AUg29 2019 MITeS Industries, Inc. Mon Jan 5 13:48:30 2020 Page 1 ID:Ql?jqBk124XRcVGbEQGl33zz1z7.O40dqsDi98Z6jIERGvqQH9SlMLA0D_xfZVsBzy?al 24-1-0 5-6-1 5-10-15 - 5-6-1 b-i4 1-11-1 4x6 = Scale = 1:20.2 3x4 II 3x4 24-1-0 24-1-0 5-6-1 7-10-0 cR_I Plate Offsets (XV)— 13:0-3-0,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.30 Vert(LL) 0.03 6-9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.09 6-9 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.14 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MP Weight 36 lb FT = 20% LUMBER- BRACING.. TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD T CHORD 2X4 OF No. 1&Btr G S 2X4DFStdG BOT CHORD ER Left 2x4 OF Std -G-ca 1-11-14 REACTIONS. (lb/size) 1=448/0-5-8 (mm. 0-1-8), 5=521/0-54 (min..0-1-8) Max Horz 1=98(LC 7) Max Upliftl-37(LC 8), 5=-95(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=365/0,2-3=-420/59 BOT CHORD 1-12-59/393, 12-13-59/393, 6-13=-59/393, 6-14=-63/379, 5-14=-63/379 WEBS 3-6=0/336, 3-5=-613/94 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc pullins: 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h 2 5 f t ; C a t I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; L u m b e r D O L = 1 . 6 0 p l a t e g r i p D O L = 1 . 6 0 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liv e l o a d s . • This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rect a n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb u p l i f t a t j o i n t I a n d 9 5 l b u p l i f t a t j o i n t 5 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and r e f e r e n c e d s t a n d a r d A N S I / T P I 1 . Graphical purlin representation does not depict the size or the orientation of the purlin along the top a n d / o r b o t t o m c h o r d . Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 1 6 l b d o w n a n d 1 7 7 l b u p a t 5-11-10, and 29 lb down and 69 lb up at 7-8-4 on top chord, and 59 lb down at 1-11-4, and 46 lb do w n a t 3 - 1 1 - 4 , a n d 6 0 l b d o w n a t 5-11-4 on bottom chord. The design/selection of such connection device(s) is the respon s i b i l i t y o f o t h e r s . In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) o r b a c k ( B ) . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert 1-3=-68, 3-4=-68, 5-7=-20 Concentrated Loads (lb) Vert: 4=28(8) 11=-183 12-58(B) 13=28(B) 14-52(B) 0 Job Truss TrUSS Type . uty Army Navy Academy 190249 G02 Roof Special 1 fly 1 Stone Truss. Oceanside- Ca 92055 o..,,,,.. Job Reference (optional) ....... . -- - --- - - - - - --- ---- - - 24-1-0 6-6.9 6-6-9 g4_j 16-9 4x6 = Scale = 1:22.5 3x4 II 24-1-0 24-1-0 I I Plate Offsets (XV)— r1:0-3.8.Edgel, F3:0-3-0.0-0-121 - - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) lldefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.06 6-9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.16 6-9 >564 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(CT) 0.04 1 nla n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP . Weight: 37 lb FT = 20% LUMBER- C HORD 2X4 OF No.1&BtrG 4 CHORD 2X4 DE No. 1&BtrG S 2X4DF Std G Left 2x4 OF Std -G-m 1-11-14 REACTIONS. (lb/size) 1=922/0-5-8 (min. 6-1-8),5=345/0-5-8 (mm. 0-1-8) Max Harz l=113(LC 11) Max Upliftl=-174(LC 12), 5=-72(LC 12) Max Gray 1=923(LC 23), 5=345(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-282/95 WEBS 3-6=-40/351, 3-5=-530/190 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opst BCDL=6.0psf h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-10-0, Exterior(2) 6-10-0(0 7-84 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 72 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSYTPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 91 lb up at 6-10-0, and 36 lb down and 69 lb up at 7-8-4 on top chord, and 579 lb down and 140 lb up at 0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1.25 Uniform Loads (pIt) Veil: 1-3=-68, 34=-68, 5-7=-20 Snued on page 2 Job Truss Truss Type Qty Ply Navy Academy 190249 G02 Roof Special 1 1 jArmy Job Reference (optional) oione I IUSS, (.eansIoe, ua uiuoa AD CASE(S) Standard ncentrated Loads (Ib) Vert: 3=-39 4=28(B) 7=-579 loan: e.iz0 S Au ZU ZuiS PflflE U.5Z0 5 Aug ZU ZO9 MiTeR Industries, Inc. Mon Jan 9 15:48:30 2020 Page 2 ID:Ql?jqBk124XRcVGbEQGl33zz1z7-O40dqsDr98ZZE56qERGvqQH7hlLwA07_xfZVsBzy?al Job Truss Truss Type Gity Ply Army Navy Academy 190249 H01 California Girder 1 1 - Job Reference (optional) stone truss, uceansuae. cc uxusa Run: 8.320 s Aug 282019 Pont 8.320 s Aug28 2019 MITCh lndustfles. Inc. Mon Jan 5 15:48:31 2020 Page 1 24-1-0 lD:QI?jqBk124XRcVGbEQGI33zz1z7-sGa?2CETwShQsFh0o9n8MeqNdqI289JJ2Odzy?ak 1-6-1 1-10-15 3-11-1 4-3-15 5-10-0 .1-6-1 0-4-14 0-4-14 Scale = 1:11.3 5.00111 5x8 3x5 II 3x5 II 24-1-0 24-1-0 1-6-1 4-3-15 • 5-10-0 1.R1 Q..14 I Plate Offsets (X,Y)— f2:0-2-8,0-l-81, F3:0-2-8,0-2-01. f4:Edne,0681 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) bidet! Ud . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 5-6 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 5-6 >999 180 BCU. 0.0 * Rep Stress lncr NO WB 0.04 Hoiz(CT) 0.00 4 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight: 27 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&BtrG TOP CHORD T CHORD 2X4 DF No.1&Btr C BS 2X4DF Std G BOT CHORD DER Left 2x4 DF Std -C-ce 1-6-1, Right 2x4 DF Std -C-os 1-6-1 REACTIONS. (lb/size) 1=266/0-5-8 (mm. 0-1-8),4=266/0-5-8 (mm. 0-1-8) Max Horz 1=11(LC 27) Max Upliftl=-51(LC 5), 4=-57(LC 9) Max Gray 1=270(LC 19). 4=288(LC 20) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-437/90,2-3=-355/86.3-4=-415/85 BOT CHORD "=-57/307,6-15=-65/310,15-16=-65/310,5-16=-65/310,4-5=-48/261 Structural wood sheathing directly applied or 5-10-0oc purlins, except 2-0-00c purtins: 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL-6.opsf; BCDL6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 pla t e g r i p D O L = 1 . 6 0 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 1 and 57 lb u p l i f t a t j o i n t 4 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard A N S I I T P I 1 . Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or b o t t o m c h o r d . Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 82 l b u p a t 1 - 6 - 1 , and 71 lb down and 75 lb up at 4-1-14 on top chord, and 7 lb down and 2 lb up at 2-0-12, and 7 lb down and 2 lb up at 3-9 - 4 o n bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (pit) Veil: 1-2=-68, 2-3=-68, 3-4=-68, 7-11-20 Concentrated Loads (lb) Veil: 2=-2 3=-2 15=-7(F) 16=-7(F) 1 Job ITrUSS ITrUSS Type 1 Qty Ply H02 JArmy 190249 2 i 1Common Job Reference (optional) Stone TIUSS, Oceanside, Ca 92058 Run: 8.320 a Aug 282019 Punt: 8.320 a Aug 282019 MITeS Industries, Inc. Mon Jan 6 15:48:32 2020 Page 1 24-1.0 lD:01?jqBk124XRcVGbEQG133zz1z7-LS8NFYE5hlpHUptslNvrNZwY6Key8HOz2oj4zy7aj 2-11-0 I 5-10-0 2.11-0 2.11-0 4x4 = Scale = 1:14.4 3x511 3x511 24-1-0 24-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) .0.00 9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.06 Vert(CT) .0.01 6-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 24 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-00c purlins. OT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S 2X4 OF Std G Milek recommends that Stabilizers and required cross bracing WERLeft 2x4 OF Std -G-ce 1-11-14, Right 2x4 OF Std .G4E 1.11-14 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=833/0-5-8 (mm. 0-1.8), 5=257/0-5-8 (mm. 0-1-8) Max Harz 1 20(LC 12) Max Upliftl=-142(LC 12), 5-24(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=267/120.3-4=267/119 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.0psf h25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 1 and 24 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 598 lb down and 157 lb up at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5-68, 7-11-20 Concentrated Loads (lb) Vert: 1=-577 E Job Truss Truss Type Uty IN Army Navy Academy 190249 HRA Corner Rafter 4 1 - - Job Reference (optional) ,uo, no,oe, e eiuo run: o.0 e ug o uia rnnt a.iu SAU9 La L1V MIICC -a. Inc. MOI1 an a 1D:4e:ii LULU I'age 1 24-9-6 11-2-0 14-2-11 17-0-10 19-10-9 22-8-8 25-6-7 126-6-41 11-2-0 014.18 2-8-3 2-9-15 2-9-15 2-9-15 2-9-15 1-1-14 Scale = 1:44.2 24-9.6 28-5-10 29-3-12 30-1-12 30-11-12 31-9.12 32-7-12 11-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.26 1-2 >519 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.63 1-2 >213 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Weight: 63 lb FT = 20% LUMBER- . BRACING- TOP CHORD 2X4 OF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins. T2: 2X6 DF N0.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except Ut=length) 10-4-4, 2=0-4-4. (lb) - Max Horz 1=295(LC 19) Max Uplift All uplift 100 lb or less at joint(s) 3, 4. 5, 6, 7 except 1=-121(LC 9), 2=269(LC 4) Max Gray All reactions 250 lb or less at joint(s) 3, 4. 5, 6, 7 except 1593(LC 1), 2649(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=334/0,9-10=-259/0,2-11=2521141 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat II; ExpC; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5, 6, 7 except (jt=Ib) 1121,2269. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6, 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 88 lb up at 2-9-8, 24 lb down and 24 lb up at 2-9-8, 41 lb down and 50 lb up at 5-7-7, 78 lb down and 63 lb up at 5-7-7, 65 lb down and 80 lb up at 8-5-6 .98 lb down and 99 lb up at 8-5-6, 13 lb down and 23 lb up at 11-3-5,21 lb down and 24 lb up at 14-1-4,26 lb down and 31 lb up at 16-11-3, 22 lb down and 26 lb up at 19-9-2, and 22 lb down and 26 lb up at 22-7-1, and 19 lb down and 23 lb up at 25-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate Increase =1.25 Uniform Loads (pill Vert 1868 Concentrated Loads (lb) Vert: 9=198(F) 1047(F45, B-2) 11-147(F-97, B50) 0 1:25.7 Job Truss TruSS Type Qty Ply Navy Academy 190249 JHRB Corner Rafter 1 1 jArmy Job Reference (optional) stone TrUSS uceanSise, ca 92059 Run: 8.3205 AUg 282019 Punt 8.320 a Aug 282019 MiTeR Industries, Inc. Mon Jan 6 15:48:34 2020 Page 1 23-10-14 ID:QI?jqBkl 24XRcVGbEQGI33zzj7z-HrG7gDGMDN3jiQbTHKr_itiiMof6sLasHXj?yzy?ah 11-3-0 i --2 14-2-11 • 154-1 - 11-3-0 2-11-10 1-5-6 1 11-2.0 1-2-0 - 11 0- LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (bc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.18 1-2 >730 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.40 1-2 >330 180 BCLL 0.0 • Rep Stress lncr NO WB 0.00 Hoiz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC201511P12014 Matrix-MP Weight: 47 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G Except TOP CHORD 12: 2X6 DF No.2 G BOT CHORD I REACTIONS. (lb/size) 1=393/0-4-4 (mm. 0-1-8), 2=481/0-4-4 (mm. 0-1-8), 3=228/0-2-2 (mm. 0-1-8) Max Horz2=173(LC 4) Max Lipliftl=-175(LC 4). 2=-166(LC 4), 3=-90(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-00c purlmns. Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0psf; BCDL=6.opst h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D O L 1 . 6 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 1=175, 2=166. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 24 lb up at 2-9-8, 41 lb down and 50 lb up at 5-7-7, 65 lb down and 80 lb up at 8-5-6, 13 lb down and 23 lb up at 11-3-5, and 18 lb down and 21 l b u p a t 14-1-4, and 7 lb down and 8 lb up at 15-8-1 on top chord. The design/selection of such connection device(s) is the responsibility o f others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert 1-4-68 Concentrated Loads (lb) Vert 6=-2(B) 7=-50(B) Job Truss Truss Type Qty Ply Army Navy Academy 190249 HRBA J Corner Rafter 1 1 - Job Reference (optional) mum russ. Nun; S MU5 LO u1S rnn1 o..su smug a u mwjj.le,c Inausmes, Inc. MOfl jan a 3:qb:jn "'US u rage i 2 ID:QI?jqBk124XRcVGbEQGl33zz1z7-I1qfMZHjBrLs?ol?r4XU?2_m8urJbk4wHGXOzy?ag - 8-0-2 8.0-2 . Scale =1:15.5 3.54F1-2 26-1-15 28-0-9 27-2-8 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code IBC2015/TP12014 CSI. IC 0.19 BC 0.00 WB 0.00 Matrix-MP DEFL in Vert(LL) -0.02 Vert(CT) -0.04 Horz(CT) -0.00 (lc) I/dell Ud 1-2 >999 240 1-2 >999 180 3 n/a n/a PLATES GRIP Weight: 11 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-Doc purlins. . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=125/Mechanical, 2=169/0-4-4 (mm. 0-1-8), 3=308/0-2-2 (mm. 0-1-8) Max Harz 2=85(LC 4) Max upliftl=-52(LC 4), 2=-75(LC 19), 3=-131(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip DOLI.60 * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2 except (jt=Ib) 3=131. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 56 lb up at 7-4-5, and 7 lb down and 8 lb up at 8-0-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pif) Vert 1-4=-68 Concentrated Loads (lb) Vert 5=-61 I 1:22.1 Job ruSs -RC Truss Type Oty Ply Army Navy Academy I 190249 j' er Rafter Corner 2 i I Job Reference (optional) I stone Truss, aceansiae. ca 82098 Run: 8.320 s Aug 23 2019 Print 8.320 s Aug 28 2019 MITeR Industries, Inc. Mon Jan IS 19:46:36 2020 Page 1 23-10-14 lD:01?jqBk124XRcVGbEQG133zz1z7-DDNu5vHclibiMJ3hX3j9T7amqtJa0p3rzy?af 11-2-0 13-4-2 11-2-0 1-11-12 I 11-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 1-2 >555 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.58 1-2 >229 180 BCLL 0.0 * Rep Stress lncr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MP Weight 44 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.1&Btr G *Except* . TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purtins. T2: 2X6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=576/0-4-4 (mm. 0-1-8),2=707/0-2-2 (mm. 0-1-8) Max Horzl=147(LC 4) Max Uplift1-157(LC 4), 2-280(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb)-or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL 1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=157, 2=280. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 88 lb up at 2-9-8, 24 lb down and 24 lb up at 2-9-8.41 lb down and 50 lb up at 5-7-7, 78 lb down and 63 lb up at 5-7-7,65 lb down and 80 lb up at 8-5-6 and 98 lb down and 99 lb up at 8-5-6, and 9 lb down and 19 lb up at 11-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (pIt) Vert 1-3-68 Concentrated Loads (lb) Vert 4=-198(B) 5=-47(F=-2, 13=45) 6=-147(F=-50, B=-97) 0 Job Truss Truss Type uty Ply Navy Academy 190249 jHR0 Corner Rafter i 1 jArmy Stnnv Tn, n onca -- ----------------Job Reference (optional) xuxu I'azz ge 1 229-6 . 8-5-1 2 7-10 11-0-14 8.5-1 1 2-7-13 Scale= 1:21.8 2246 26-4.13 I --.' 11.0.14 8-4.1 W 2-7.13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.05 1-2 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.11 1-2 >887 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP . Weight: 34 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 8-5-1 oc purlins. • T2: 2X6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=279/0-4-4 (mm. 0-1-8), 3=87/Mechanical, 2=448/0-2-2 (mm. 0-1-8) Max Horz 1=124(LC 4) Max Upliftl=-80(LC 4), 3=-37(LC 4), 2=-197(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify, capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (It--lb) 2=197. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 97 lb up at 8-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate Increase=1.25 Uniform Loads (pID Vert 1-3=-68 Concentrated Loads (lb) Vert: 2=-82(F) 0 Job Truss Truss Type Qty Ply Navy Academy 190249 HRDA Corner Rafter 1 I 1 jArmy - - - - Job Reference (optional) tuna ,juaa, wwanwou. Ud Nun: 0.jU S Aug0 U1S I'flfll O.JZU SRu9 o ui MIIK InausUIes, Inc. Monlg g.tb4u:3( xuxu Page 1 lD:QI?jqBk124XRcVGbEQGl3a2?iz7-hQxGlFlEWRzaA9A8QuYcv4NItZp1t9lD40YEmNcHzy?ae 7-7-3 10-3-0 I 7-7-3 2-7-13 Scale = 1:20.7 23-3.4 . 2e-7-12 2571940 747 10-3-0 I 7-6-3 O.9I 2-7-13 0-0.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.03 1-2 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.08 1-2 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015ITPl2014 Matrix-MP , Weight: 32 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1&BtrG *Except* T2: 2X6 OF No.2 G .. REACTIONS. (lb/size) 1=256/Mechanical, 3=87/Mechanical, 2=422/0-2-2 (mm. 0-1-8) Max Horz 1117(LC 4) Max Upliftl-73(LC 4), 3-.37(LC 4), 2-187(LC 4) BRACING- TOP CHORD Structural wood sheathing directly applied or 7-7-3oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL= 1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (it--lb) 2=187. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 96 lb up at 7-7-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veil: 1-3=-68 Concentrated Loads (lb) Vert 2=-79(B) [IJ 1:22.4 Job Truss Truss Type Qty Ply Army Navy Academy 190249 JHRE Corner Rafter 1 1 - - - - - - - Job Reference (optional) oione I russ, uceanarae, ua SZUOO iun: 6.JZU a Aug 25 20i5 Pnflt e.320 a Aug ze 2019 MITetI lnaustfles. Inc. Mon Jan 6 13:4e:38 2020 Page 1 23-1 ID:QI?jqBk124XRcVGbEQGI33zz1z7-9cVeVbJsGbZ(%JkMi7Pn86dPQz9b2gKAmuvw8jzy?ad 0-14 11-3-0 - -2 13-8-6 I 11-3-0 2-5.6 11-2-0 1 11-2-0 0.04 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.23 1-2 >565 240 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.57 1-2 >234 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Hoiz(CT) -0.00 2 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 44 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1&Btr G Except* T2:2X6 DF No.2 G . REACTIONS. (lb/size) 1=571/0-4-4 (mm. 0-1-8), 2=736/0-2-2 (mm. 0-1-8) Max Horz 1=150(LC 4) Max UpIift1-155(LC 4), 2=-290(LC 4) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1 -0 oc puilins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL60psf; BCDL6.0p5f h25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it--lb) 1=155, 2290. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 24 lb up at 2-9-8, 217 lb down and 88 lb up at 2-9-8, 41 lb down and 50 lb up at 5-7-7, 78 lb down and 63 lb up at 5-7-7,65 lb down and 80 lb up at 8-5-6, and 98 lb down and 99 lb up at 8-5-6, and 9 lb down and 19 lb up at 11-3-Son top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (pIt) Vert 1-3=-68 Concentrated Loads (lb) Vert: 4-198(F) 5-47(F-45, B-2) 6-147(1`=-97, B=-50) 0 Job TUSS TruSs Type Qty Ply Army Navy Academy 190249 HRF Corner Rafter 1 1 Job Reference (optional) Otofic I flThb, t.dflbtUC, I.d VUO Nun: O.jU a e uiu i-tint o.riu S #ug xe zuiv Mi I etc unausmes, INC. Mon Jan 0 10:4e:3v Zuxo Page 1 lD:Ql?jqBk124XRcVGbEQGl33zz1z7-do3(U1vhHp11ZGqw0hK9jrNVqn7aJ?YFUgAzy?ac 22-96 2 1.0 5.6-2 5-6-2 3x4 \ 0-2-8 Scale = 1:15.3 22-9-8 24-9.11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.13 Vert(LL) -0.01 1-2 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.02 1-2 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Ho,z(CT) -0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 21 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 5-6-20c purlins. 12: 2X6 DF No.2 G . BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=195/0-4-4 (mm. 0-1-8), 2=267/0-2-2 (mm. 0-1-8) Max Harz 1 =68(LC 4) Max Upliftl=-56(LC 4), 2=-I1 5(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLG.opsf; BCDL6.opsf; h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(S) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jtlb) 2=115. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 24 lb up at 2-9-8, and 63 lb down and 52 lb up at 2-9-8, and 65 lb down and 65 lb up at 5-11-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (pIe Vert: 1-2=-68, 2-3=-28 Concentrated Loads (Ib) Vert 2=-65(F) 4=-23(F) Job ply 190249 FIRFA ITruss Type -17, ComerRafter 1 i jAnnyNavyAcaaemy Stone TnissOcaanaidaCa Job Reference (optional) I ... n =na uaawaa, in; mon ion a i:o:u uzu Iage 1 23-3-4 25-0405-1-2 4-8-4 410.W 4-8-4 3x4 0-2-8 Scale = 1:13.5 2 3 23-3-4 25-0.10 4--4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 1-2 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.01 1.2 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code 1BC2015/TPI2014 - Matrix-MP Weight 18 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G *Except* T2: 2X6 DF No.2 G REACTIONS. (lb/size) 1=174/Mechanical, 2=243/0-2-2 (mm. 0-1.8) Max Harz 1=60(LC 4) Max Upliftl=-49(LC 4). 2-106(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-40c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES.. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 2=106. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 lb down and 12 lb up at 1-11-10 and 63 lb down and 52 lb up at 1-11-10, and 65 lb down and 65 lb up at 5-1-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert 12=.68, 2-3=-28 Concentrated Loads (lb) Vert: 2=-65(B) 4=-23(8) 0 C Job TrUSS Truss Type Qty Ply Army Navy Academy 190249 NRC Corner Rafter 1 1 Job Reference (optional) run; o..zu a mug zo Aulu rnnu a #ruq o zuiv rat cur unausunes. Inc. M0fl an 0 1348-U uu sage 1 24-9.6 lD:Ol?iaRk124XRcVGbEOl25457-R?dPyHL7nflnRRdIInVPFflXkcnu,TF( 1t,,,v)ah I- 8-5-1 ---•-- ---.--..----,.--.-,.-- 8-5-1 I 1-7-6 3-7-11 Scale = 1:25.5 24-9-6 28.0.15 29-2-0 2.64b 5 4 13-8-2 8-4-1 5-3-1 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 IC 0.29 TCDL 14.0 Lumber DOL 1.25 BC 0.00 BCLL 0.0 * Rep Stress lncr NO WB 0.00 BCDL 10.0 Code lBC2015ITPl2014 Matrix-MP LUMBER- TOP CHORD 2X4 OF No.1&Btr G *Except* T2: 2X6 OF No.2 G . DEFL in (lc) lldefi Ud PLATES GRIP Vert(LL) -0.05 1-2 >999 240 MT20 220/195 Vert(CT) -0.11 1-2 >887 180 Hoiz(CT) -0.00 4 n/a n/a Weight: 38 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except at--length) 1=0-4-4, 4=Mechanical. (lb) - Max Horz 1=153(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 4. 3 except 2-142(LC 4) Max Gray All reactions 250 lb or less at joint(s) 4, 3 except 1279(LC 1), 2330(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 3 except (jt1b) 2=142. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 134 lb up at 10-10-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (plf) Vert 1-4=-68 Concentrated Loads (lb) Vert 5=55(B) 0 Job TrUSS Qty Ply Army Navy Academy 190249 HRH 1==, 2 1 Job Reference (optional) stone iiuss, uceansine. Ca vzcee Run: e.o s AUg29 2019 Pflflt 5.320 S Aug 29 2019 MiTek InSUstfles, Inc. Mon Jan 6 15:48:42 2020 Page 1 24-9.6 lD:Ol?j4k4RcVGbEQGl33zz1z7.2Nl9LyMNKq4sgx18xzTjJynFzaX)_UKlhWr8HUzy?aZ 2-8-3 -'fO- 4-0-12 2-8-3 b-2-6 1-2-3 Scale = 1:12.1 24-9.6 25.11-11 2-8-3 I 2-8-3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 1 >999 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.00 1 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code lBC2015/1P12014 Matrix-MP Weight: 12 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G *Except* 12: 2X6 DE No.2 G . REACTIONS. (lb/size) 1=65/0-4-4 (mm. 0-1-8),2=195/0-2-2 (mm. 0-1.8) Max Horz 1 =46(LC 4) Max Upllftl=.15(LC 4), 2=-77(LC 4) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-30c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h=25ft; Cat Il; Exp C; Enclosed; MWFRS. (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL= 1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 lb down and 22 lb up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-68 Job TrUSS Truss Type Uty Ply Army Navy Academy 190249 J2 Jack-Open 8 1 - - - - Job Reference (optional) oona uiuss, uwansice. L.a auoo run: O.iU S AuØ 40 2019 I'flflt 0.320 S Aug 202019 MI leic Inaustnes. Inc. Mon Jan 515:48:432020 Pagel 23-2-8 lD:QI?jqBk124XRcVGbEQGl33zz1z7-WaJXZlN?57CjI5cKVg_yrAKOxJugADhpxzy?aY 1-11-11 8-0-5 Scale = 1:14.7 5.00 fT 3x4 3x7 II 24-4-5 23-2-8 23-2-8 1-11-11 8-0-0 1-11-11 A-fl-S I Plate Offsets (XV)— 11:0-3-8,Edgel LOADING (pst) SPACING- 2-0-0 , CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.12 4-7 >789 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.37 4-7 >259 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code 1BC201511P12014 Matrix-MP Weight: 16 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1 &Btr G CHORD 2X4 OF No. 1&BtrG R Left 2x4 DF Std -G-ca 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=48/0-5-8 (min. 0-1-8), 3=294/Mechanical, 4=186/Mechanical Max Horz 1=30(LC 31) Max Uplift1-16(LC 31), 3=-63(LC 12), 4=-38(LC 12) Max Gray 1=80(LC 22), 3=294(LC 1), 4=186(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-843/157 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.0psf h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 2 lb up at 2-0-12, and 68 lb down and 50 lb up at 4-0-12, and 163 lb down and 100 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=68, 4-5=-20 Concentrated Loads (Ib) Vert 9=-7(B) 10-68(B) 11-163(B) Job Truss TrUSS Type Qty Ply —my Navy Academy 190249 J2D Jack-Open 1 1 17r - - I Job Reference (optional) Stone Tnjss vnoide cv onca 25-2-15 . --------------- u,IUUDuIob. ((IC. Isbn JUn 0 13;qo:.4 ZULU raise 1 22-1-0 1-11-11 1-11-11 I 40-5 I Scale = 1:11.2 3x5 II 23-2-13 22-1-0 22-1-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.12 Vert(LL) -0.02 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.08 4-7 >843 180 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MP Weight: 13 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&BtrG TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD 0 ER Left 20 OF Std -G- 1-6-0 REACTIONS. (lb/size) 1=94/0-5-8 (mm. 0-1-8), 3=149/Mechanical, 4=81/Mechanical Max Horzl=30(LC 12) Max Uplift3=-25(LC 12) Max Grav1=94(LC 1), 3=149(LC 1), 4=101(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-404/34 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.apsf, h25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall-by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 2 lb up at 2-0-12, and 68 lb down and 50 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (p11) Vert: 1-3-68, 4-5-20 Concentrated Loads (lb) Vert 9=-7(8) 10=68(B) 0 'Job Truss Type 1 rUSS P IMoyNavyAcademy 190249 1J2DA liack-Open ii Iy I Job Reference (optional) ione hues, I.eanslue, .a eueo -- - - - xun: O.2U a Aug Ze u1e h'nrn: e.zu SAU9 e zuie Miles Inausmes. Inc. Mon Jan 513:43:442020 Page 1 22-1-0 aX 1-10-3 I 5-10-8 - .1-10.3 4-0-5 Scale = 1:11.0 5.00 F1_2 fl 3x4 0 3x5 II 23-2-13 22-1-0 - 22-1-0 I 1-10-3 • 5-10-8 1-10-3 I Plate Offsets (X,Y)— 11:0-1-80-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.09 Vert(LL) -0.02 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.07 4-7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Weight: 13 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1 &Btr G VER CHORD 2X4 DF No.1&BtrG Left 2x4 OF Std -G-ca 1-6-0 REACTIONS. (lb/size) 1=87/Mechanical, 3=107/Mechanical, 4-44/Mechanical Max Horz 1=28(LC 12) Max Uplift3-23(LC 12) Max Gray 1=87(LC 1), 3=122(LC 3), 4=87(LC 3) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-8oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-346/26 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C..0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 11 lb up at 1-11-4, and 25 lb up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=1.25 Uniform Loads (pif) Vert 1-3=-68, 4-5=-20 0 Job ITfUSS TruSSType A1mYNavYAcademy190249 J2F I Jack-Open 2 Job Reference (optional) owne i russ, vveanslue, r.a SLUOO rcun: *.51U S P.U9 £5 ZU1S I'flfll S.jZU Snug £5 £U1S Ml 15K lflOUSlfl8S. Inc. Mon Jan 5 1D:45:4b £UU rage 22-1-0 2 2 p:Ql?jqBk124XRcvGbEQGI33zz1z7-w9...gBKPtO2aH9YLvApYrroyyFBuHJLc8RLQGzy?aV -I 1-11-11 -I 1-11-11 2-0-5 0 Scale = 1:10.2 3x5 II 22-1-0 23-2-13 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (l c) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 - 4-7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC201511P12014 Matrix-MP . Weight: 11 lb FT =20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD 0 ER Left 2x4 OF Std -G-ce 1-6-0 REACTIONS. (lb/size) 1=98/0-5-8 (mm. 0-1-8), 3=115/Mechanical, 4=34/Mechanical Max Horzl=30(LC 31) Max Uplift3=-35(LC 12) Max Gravl=98(LC 1), 3=115(LC 1), 4=58(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-00c purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load (s) 301b down and 47 lb up at 1-10-15 on top chord, and 7 lb down and 2 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase= 1.25 Uniform Loads (pit) Vert 1-3-68, 4-5=-20 Concentrated Loads (lb) Vert 3=-30(B) 9=-7(B) Job TrusS lliussType I Qty PIY 1 mlyNavyAcademy A 190249 J2G 1 Jack-open lJob 1 I Reference (optional) oiona Iluss. uansIae, L a a.uoo -- - - Nun: O..ZU S P.U9 10 loiS I'flflI 0.S10 S Ug 10 loiS MIIK unausmes, SiC. Mon J8fl 0 1 :40:45 1010 Page 1 1-0 ID:QI?jqBk124XRcVGbEQGl33zz1z7-w9_gBKPtO2aH9YLvApYfToyxBBrlL58RLQGzy?av I 1-10-3 • 6-0-0 - 1-10-3 l 4-1-13 Scale= 1:11.2 13 3x511 25-2-3 24-1-0 24-1-0 I 1-10-3 6-0-0 1-10-3 4-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.02 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.08 4-7 >863 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 13 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr C TOP CHORD BOT CHORD 2X4 DF No.1&Btr C BOT CHORD DER is Left 2x4 OF Std -C-ce 1-6-0 REACTIONS. (lb/size) 1=82/0-5-8 (mm. 0-1-8), 3=155/Mechanical, 4=78/Mechanical Max Horz 1=28(LC 23) Max lJplift3=-24(LC 8) Max Gram l=82(LC 1), 3155(LC 1), 4=99(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-392/11 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf, h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 2 lb up at 1-11-4, and 68 lb down and 50 lb up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate lncrease=1.25 Uniform Loads (pIt) Vert 1-3=-68, 4-5-20 Concentrated Loads (lb) Vert: 9=-7(F) 10=68(F) Job TrUSS TrUSS Type Qty Ply lArmyNavyAcademy 190249 J2H Jack-Open 2 1 I ,LJQeference (optional) Run: 9.520 S Aug29 2019 Pfln1 5.3205 Aug 292019 MiTek IndusIfles, Inc. Mon Jan 6 15:48:47 2020 Page 1 ID:Ql?jqBk124XRcVQl33zz1z7-OLY2PgQV9Mi8niw5kW3u00V7NbEKfkZVroBvyizy?aU 24-1-0 1-11-11 1-11-11 Scale = 1:10.3 15 stone i niss, uceansrae, (a 92050 S 2 3x5 II 4-1-0 24-1-0 25-2-13 LOADING (pst) SPACING. 2.0.0 CSI. DEFL in (lc) l/defl Lid TCLL 20.0 Plate Grip DOL 1.25 IC 0.03 Vert(LL) .0.00 7 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.02 Vert(CT) .0.00 7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 8 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.1&Btr G BOT CHORD 2X4 OF No.1&BtrG R Left 20 OF Std -G-co 1.6.0 REACTIONS. (lb/size) 1=87/0-5-8 (mm. 0.1-8), 4=27/Mechanical, 3=59/Mechanical Max Horzl=31(LC 12) Max Upliftl=-1(LC 12), 3=-26(LC 12) Max Gray 1=87(LC 1), 4=35(LC 3), 3=59(LC 1) FORCES. (lb) -Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-00c purlins. BOT CHORD Rigid ceiling directly applied or 10-0.00c bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7.10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf, h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOLI.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. LOAD CASE(S) Standard Job Truss TrUSS Type Qty Ply Army Navy Academy 190249 J4 Jack-Open 8 1 - - - Job Reference (optional orone i russ. uceanslue. ua auoo Kun: o.5U S AU Q d U15 Iflflt e.s10 S AL ZO ZU1C MITSX InduSSles. Inc. Mon Jan 0 1Zm9,45 ZUZU Page 1 24-1-0 20-Ql?jqBk124XRcVGbEQGl33zzlz7tX6QcOR8wgq?OsUHiDa7YDIE6?VvOBpe4SwSV8z7?aT 3-11-11 3-0-0 3-11-11 4-0-5 Scale = 1:14.8 3x5 II 24-1-0 24-1-0 26-0-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.09 4-9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.28 4-9 >337 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Harz(CT) 0.03 3 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP weight: 19 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R Left 2x4 OF Std -Goa 1-6-0 MiTek recommends that Stabilizers and required cross bracing V be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=217/0-7-8 (mm. 0-1-8), 3=141/Mechanical, 4=67/Mechanical Max Horzl=61(LC 12) Max Uplift3=41(LC 12) Max Gravl=217(LC 1), 3=141(LC 1), 4=126(LC 3) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when Shown. TOP CHORD 1-2=-451/0 NOTES- Wind: ASCE 7-10; Vultellomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions Shown; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . LOAD CASE(S) Standard 0 Job Truss TrUSS Type Qty Ply Army Navy Academy 190249 J41) Jack-Open 1 1 - - - Job Reference (optional) r'm. O.iU o g O..LU 5 #wg £0 iuie Ml ice Inousines. Inc. mon jan a 13:4o:qv uzu rage 1 22-1-0 lD:QI?iqBk124XRcVGbEQGl33zz1z7_LkgopMSmhzys00If45RaQLPtC7e2nI6g?1 azy?aS 3-il-Il 6-0-0 3-11-11 2-0.5 11 Scale= 1:14.2 3x5 II 24.0-13 22-1-0 22-1-0 LOADING (psi) SPACING. 2.0.0 CSI. DEFL in (loo) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.03 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC .0.19 Vert(CT) .011 4.7 >635 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT). 0.02 1 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight: 16 lb FT = 20% LUMBER. BRACING. TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6.0-00c purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. Left 2x4 OF Std .G-ca 1.6-0 MiTek recommends that Stabilizers and required cross bracing ODER be installed during truss erection, in accordance with Stabilizer . . Installation guide. REACTIONS. (lb/size) 1=192/0-5.8 (mm. 0-1-8), 3=135/Mechanical, 4=58/Mechanical Max Horz 1=61(LC 12) Max Uplift1.2(LC 12), 3=.48(LC 12) Max Gravl=192(LC 1), 3135(LC 1), 4=99(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-368/0 NOTES. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL6.opsf; h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 3.0.0, Interior(1) 3.0-0 to 3-10-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the boftorri chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard S 0 Job TrUSS TrUSSTYPe Ut)' Ply Army Navy Academy 190249 J4DA Jack-Open 1 1 Job Reference (optional) ,un; o.0 a Aug MuluannI n..0 5 IU9O uiV MI ICC InousInes, Inc. Mon an a 1D:4a:Du uu rage i 22-1-0 ID:Ql?jqBk124XRcVGbEQGl33u1z7-pwE81iSOSH4jeAPebde6cJpDVt5lxXmPZZ1zy?aR 3-10-3 i 5-10-8 - 3-10-3 2-0-5 13 Scale= 1:14.2 3x5 II 24-0-13 22-1-0 22-1-0 3-10-3 , 5-10-8 Plate Offsets (X,Y)— 11:0-1-8,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.10 4-7 >668 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Hoi(CT) 0.02 1 n/a n/a BCDL 10.0 Code lBC2015/1P12014 Matrix-MP Weight: 16 lb FT = 20% LUMBER- W TOP CHORD 2X4 DF No.1 &Btr G CHORD 2X4 DF No.1&BtrG ER Left 2x4 OF Std -G-ca 1-6-0 REACTIONS. (lb/size) 1=186/Mechanical, 3=131/Mechanical, 4=57/Mechanical Max Horz 1=59(LC 12) Max Upliftl=-1(LC 12), 3=-47(LC 12) Max Gravl=186(LC 1), 3=131(LC 1), 4=98(LC 3) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=446/0 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 3-9-7 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.apsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0 fl Job TrUSS TrUSS Type Oty Ply Navy Academy 190249 J4F Jack-Open 2 1 jAmny Job Reference (optional) Stone Tmss, Oceanside. Ca 92058 Run: 8.320 S Aug 282019 Print 8.320 S Aug.209 MiTek Industries, Inc. Mon Jan 6 15:48:50 2020 Page 1 lD:Ql?jqBk124XRcVGbEQGl33z1-piEB1iSOSH4jeAegPedbde6cwpEis5lxXmPZZ1zy?aR -I 1-0 3-11-11 I 3-11-11 0-6-5 Scale = 1:14.3 3x5 II 22-1-0 22-1-0 24-0-13 LOADING (psf) I SPACING- 2-0-0 TCLL 20.0 j Plate Grip DOL 1.25 TCDL 14.0 I Lumber DOL 1.25 BCLL 0.0 * j Rep Stress lncr YES BCDL 10.0 Code IBC2015ITPI2014 CSI. DEFL in (lc) 1/defi Ud IC 0.14 Vert(LL) -0.01 4-7 >999 240 BC 0.11 Vert(CT) -0.03 4-7 >999 180 WB 0.00 Ho,z(CT) 0.01 1 n/a n/a Matrix-MP PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr C BOT CHORD lDER Left 2x4 OF Std -G-ce 1-6-0 REACTIONS. (lb/size) 1=172/0-5-8 (mm. 0-1-8), 3=117/Mechanical, 4=55/Mechanical Max Horzl-61(LC 12) Max Upliftl=-7(LC 12), 3=-51(LC 12) Max Gray 1=172(LC 1), 3=117(LC 1), 4=74(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL6.opsf; h=25ft; C a t . I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-10-15 zone; cantilev e r l e f t a n d r i g h t e x p o s e d ; e n d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL = 1 . 6 0 p l a t e g r i p 0 0 L 1 . 6 0 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectan g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at j o i n t ( s ) 1 , 3 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referen c e d s t a n d a r d A N S I / I P I 1 . LOAD CASE(S) Standard 0 Job Truss Truss Type ' ly AJmy Navy Academy 190249 J4G ' Jack-Open 17`7 1 Job Reference (optional) s!one Truss, uceansise, Ca 92058 Run: 8.320 9588 2019 Print 8.320 S Aug 282019 MiTeS Industries, Inc. Mon Jan 6 15:48:512020 Page 1 lD:Ql?jq8k124XRcVGbEQGI33u1z746nZE1T0DbCFszM8qAsfnYCZRbYY4mQ965Tzy7aQ 241.0 2-0-0 3-0-3 -3-1 5-5-8 - 2-0.0 1-0-3 '0-3-8' 2-1-13 la Scale = 1:14.6 3x7 II 26-0-3 24-1-0 24-1-0 3-3-11 5-5-8 Plate Offsets (X,Y)- (1:0-1-8,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) b/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.02 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(C'T) 0.01 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Weight 17 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&BtrG CHORD 2X4 DF No.1&BtrG Left 2x6 OF No.2 -G-w 1-11-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5.8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 1=160/0-5-8 (mm. 0-1.8), 3=120/Mechanical, 4=48/Mechanical Max Horz 150(LC 12) Max Uplift3=-42(LC 12) Max Gravl=160(LC 1), 3=120(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when Shown. TOP CHORD 1-2-346/36 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf, h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLI.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job TruSS TrUSS Type Qty Ply Army Navy Academy 190249 is Jack-Open 8 1 Job Reference (optional) ,uuu, .jurl,uu. ..d Zva. nun; o.ju S M9 * uiS -nnc 44 Mug e TUi MI ice unausmes. Inc. MOn jan a 10:45: zcau Page 1 ID:QI?jqBk124XRcVGbEQ(3l33zz1z7-IlLxSNuezuKF9(3f3j3Ct8atK?oE_4ugevzy?aP 23- I 5-11-11 8-0-0 - 5-11-11 2-0-5 5.00(T Scale = 1:19.1 3x4 3x5 II 26-0-5 23-2-8 23-2-8 5-11-11 5-11-11 2-0-5 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.48 Vert(LL) -0.11 4-7 >874 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.42 4-7 >229 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0:06 1 n/a n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MP Weight: 22 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&BtrG TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD ER Left 2x4 DF Std -G-ce 1-6-0 REACTIONS. (lb/size) 1=282/0-5-8 (mm. 0-1-8), 3=193/Mechanical, 4=85/Mechanical Max Horz 192(LC 12) Max Upliftl=-9(LC 12), 3=-74(LC 12) Max Gravl=282(LC 1), 3=193(LC 1), 4=139(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-552/0 Structural wood sheathing directly applied or 6-0-0oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Army Navy Academy 190249 ji61) Jack-Open 1 1 Job Reference (optional) rone siuss. uceanslae, La vua - - - Nun: 5.3U S #mg La LUi rant: 5.S4U 51W lD:Ql?jqBk124XRcVGbEQGl33u1z CSIVdNF4nAlFHk4v0Do3S2NDkeDAMzy3aO s InQUSInOS, Inc. man an a i auDi LUZU I'a e 1 22-1-0 I 5-11-11 V5, 5-11-11 0 5.00 FT Scale = 1:19.2 3x4 2 1 61 3x511 22-1-0 22-1-0 24-10-13 I 5-11-11 6-9-0 5-11-11 0-8-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.35 Vert(LL) 0.06 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.18 4-7 >400 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Weight: 19 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD DER Left 2x4 DF Std -G-ce 1-6-0 REACTIONS. (lb/size) 1=260/0-5-8 (mm. 0-1-8), 3=178/Mechanical, 4=82/Mechanical Max Horz 192(LC 12) Max Upliftl-14(LC 12), 3=-76(LC 12) Max Gravl=260(LC 1), 3=178(LC 1), 4=113(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-00c purlins. Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0p5f h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard 0 Job 1T,USS ITrUsSType 1 Qty ply Army Navy Academy . I 1190249 1 I I 1J6DA 1Jack-Open Job Reference (optional) I Stone Truss, Oceanside, Ca 92058 Run: 8.320 s Aug28 2019 Print: 8.320 5Aug28 201Ij1lc Industries, Inc. Mon Jan 6 15:48:54 2020 Page 1 2 ID:Ql?jqBk124XRcVGbEQGI33zz1z7-hhT)(\(l/a96nyReUhXoUHFqQaVovIWSONmiozy?aN 5-10-3 I 5-10-3 Scale = 1:18.3 3x5 II 22-1-0 22-1-0 24-10-13 I 5-10-3 5-iD-8 5-1063 o..8-s Plate Offsets (XV)— '1:0-1-8,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) lldefi Ud PLATES GRIP TCLL 20.0 Plate Clip DOL 1.25 TC 0.34 Vert(LL) 0.05 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 025 Vert(CT) -0.16 4-7 >431 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Harz(CT) 0.04 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MP . Weight: 19 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr C T CHORD 2X4 DF No. 1&Btr G ER Left 2x4 DF Std -G- 1-6-0 REACTIONS. (lb/size) 1=255/Mechanical, 3=175/Mechanical, 4=80/Mechanical Max Horz190(LC 12) Max Upliftl-13(LC 12), 3=-76(LC 12) Max Grav1255(LC 1), 3175(LC 1), 4111(LC 3) BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-80c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.0psf h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 5-9-7 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL= 1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job Truss TrUSS Type Qty Ply Army Navy Academy 190249 jj6G Jack-Open 1 1 - - - - - Job Reference (optional) utone I IUSS, uceanslae, r.a suse Nun: 8.320 a Aug 282019 Print: 8.320 S Aug219 MiTch Industries, Inc. Mon Jan 6 15:48:54 2020 Page 1 2 lD:Ql?jqBk124XRcVGbEQGl33zz1zT-lS1p3lvVWa96nyReUhxoUHGmQalovlWSONmiozy?aN I - 5-3-11 I 5-3-11 0-'1-i3 Scale = 1:19.0 N* 3x7 II 26-10-3 24-1-0 24-1-0 5-3-11 AIM Plate Offsets (X,Y)— 11:0-1-80-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL infloc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 . Vert(LL) 0.04 4-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.11 4-7 >574 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.05 1 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MP Weight: 20 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G TCHORD 2X4 DF No.1&BtrG ER Left 2x6 OF No.2 -G-ce 1-11-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5.8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=233/0-5-8 (mm. 0-1-8), 3=160/Mechanical, 4=72/Mechanical Max Horz 1=82(LC 12) Max Upliftl=-8(LC 12), 3=-71 (LC 12) Max Gravl=233(LC 1), 3160(LC 1), 4100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-250/0 NOTES- Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-2-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. LOAD CASE(S) Standard Job TrUSS Truss Type Oty Ply Army Navy Academy 190249 is Jack-Open 8 1 Job Reference (optional) uione i russ, uceanaoe. r.a 5UDS Nun: 0.JZU $ Aug zu zuiv rnnt e.JU S Aug xe zuiS MI irm Iggusines, Inc. Mon Jan 0 1D:4U:D zuzu r'age 1 2 lD:Ql?jqBk124XRcVGbEQGl33zz1z7-9t144PxXeCBCmKiqQSqtiXLDgh27KEEzy?aM 5-0-0 7-11-11 5-0-0 2-11-11 0-6-5 Scale = 1:22.6 3x6 II 23-2-8 23-24 26-10-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.10 6-9 >974 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.34 6-9 >283 180 BCLL 0.0 * Rep Stress lncr YES WB 0.09 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 30 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No 1&Btr G . TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 DF Std C . MiTek recommends that Stabilizers and required cross bracing Left 2x4 DF Std -C-ca 1-6-0 OER be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=349/0-5-8 (mm. 0-1-8), 4=54/Mechanical, 5=294/Mechanical Max Horzl=123(LC 12) Max Uplift1-21(LC 12), 4=-33(LC 12), 5=-51(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-705/0,2-11=-295/26,11-12=-268/31 BOT CHORD 1-6=-129/273 WEBS 3-6=-362/172 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.opsf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterlor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 7-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard C Job ITrUSSType Qty lArmy Navy Academy 190249 [russ J8D 1Jack-Open I ' r Job Reference (optional) aluriS I IUDS, ¼Afl5HDIU5, I.,d CIJO Nun; O.0 5 uu o £u1,rJ19 O.JU S U9 ö LU1 unausmes. Inc. MDfl Jan 0 1:ea:ce uzu u'age 1 2210 lD:Ql?jqBk124)yEQGl33u1z7.Jl917qtM56qmvj?tvMa5DEmGpnpvistnhzy?aL 5-10-8 I- 7-9.05.10-8 1-10-8 Scale = 1:22.5 3x6 II 22-1-0 22-1-0 25-8-5 24-11-9 I 5.10-8 n-a Plate Offsets (X.Y)- i1:0-2-8.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) lldefl Lid . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.06 5-8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.17 5-8 >413 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.05 4 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight: 22 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD CHORD 2X4 DF No.1&Btr G BOT CHORD R Left 2x4 DF Std -G- 1-6-0 REACTIONS. All bearings Mechanical except at--length) 3=0-1-8. (lb) - Max Horz 1=120(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4 except 3-107(LC 12) Max Gray All reactions 250 lb or less at joint(s) 4, 5, 3 except 1259(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-10-80c purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.0psf h=25ft; Cat. II; Exp C; Enclosed; MW F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 7-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 34.0 tall by 2- 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=107. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard AN S I I T P I 1 . LOAD CASE(S) Standard I Job Truss TrUSS Type uty Ply Navy Academy 190249 JOG GABLE 1 1 jArmy Job Reference (optional) alone i .jwarlsloe. ,a 5UOO ,un: e.iu S Aug ze AUIu Print 5.32U S Aug ZU 2015 MileIc InausInes. Inc. MOn Jan 5 15:43:51 2020 Page 1 24-1-0 ID:Ql?jqBk124XRcVGbEQGl33z1z7j9%V5YnoRykzEh0JcFEQ7vm3dbr?F_z8McQJ7zy?aK I 5-5-8 7-1-11 - - 5-5-8 ' 1-8-3 Scale: 112'=l' 5 4 3x4 II 4x4 = 24-1-0 27-7-8 7-1-li LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (lc) lldefi Ud PLATES GRIP TCLL 20.0 Plate Grip Dol.1.25 IC 0.27 Vert(LL) -0.03 4-5 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.10 4-5 >622 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 - Code 1BC2015/1P12014 Matrix-P Weight: 33 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1 &Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G BS 2X4DF Std G BOT CHORD ERS 2X4DF Std G REACTIONS. (lb/size) 5=194/5-5-8 (mm. 0-1-8), 3=-38/Mechanical, 4=419/5-5-8 (mm. 0-1-8) Max Horz 5128(LC 9) Max Uplift338(LC 1), 4-140(LC 12) Max Grav5=194(LC 1), 3=18(LC 12), 4=419(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4-367/320 Structural wood sheathing directly applied or 5-5-80c purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 7-0-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 4=140. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0 Job Truss Truss Type Uty Ply Army Navy Academy 190249 J9 Jack-Open 1 1 - Job Reference (optional) ,ur,. o..,Lu 0 LO LU 0 rnni O.JL%5#WS LO uia mj,cJmpusines. inc. man Jan 0 1D:40:oo U4U I'age 1 23-2.8 lD:Ql?jqk124XRcVGbEQcz7-aSjCiRwzk5abOFCtKmTyKSxi1 vPkix6N?L_rZzy?aJ I 5-0-0 8-0-0 i - 9-4-11 5-0-0 ' 3-0-0 Scale = 1:25.6 2x4 '\23-2-8 27-5-7 26-11-1 8-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.10 7-10 >974 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.34 7-10 >283 180 BCLL 0.0 * Rep Stress lncr YES WB 0.09 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Weight: 32 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD W S 2X4DFStdG R Left 2x4 DF Std -G- 1.6-0 REACTIONS. All bearings 0-5-8 except (jt=Iength) 5=Mechanical, 6=Mechanical, 4=0-1-8. (lb) - Max Horz 1=145(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 4 Max Gray All reactions 250 lb or less at joint(s) 5,4 except 1=350(LC 1), 6=296(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/0,2-12=-299/8,3-12=-271/19 BOT CHORD - 1-7=-114/276 WEBS . 370.366/151 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 9-3-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loadS. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 4. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 11 ljob ITruss Truss Type QtY Army NavyAcademy 190249 J10 IjPIy 5 1 1Jack-Open Job Reference (optional) Stone miss, uceansiae, Ua OLUSU nun: 8.320 s Aug20 2019 Flint 8 30 s Aug 282018 MiTIc IndMstzies. Inc. Mon Jan 6 15:48:58 2020 Page 1 24-1-0 ID:Ql?jqBk124XRcVGb93zz1z7-aSjCil'P5abOFCtKmTyKSxi1vPldw6N?L_rZzy?aJ 5-0-0 8-0-0 9-11-11 5-0-0 3-0-0 1-11-11 Scale = 1:26.8 20 '. 28x641 24-1-0 28-6-13 27-9-9 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code lBC2015/1P12014 CSl. DEFL in (lc) 1/defi L/d TC 0.28 Vert(LL) -0.10 7-10 >974 240 BC 0.38 Vert(C1) -0.34 7-10 >283 180 WB 0.09 Horz(CT) 0.03 1 n/a n/a Matrix-MP PLATES GRIP MT20 220/195 Weight: 32 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD SOT CHORD 2X4 DF No.1&Btr G BOT CHORD Al&gBS 2X4DF Std G ER Left 2x4 DF Std -G-ce 1-6-0 REACTIONS. All bearings 0-5-8 except (jt=length) 5=Mechanical, 6=Mechanical, 4=0-3-0. (lb) - Max Hoiz 1=154(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 5, 6, 4 Max Gray All reactions 250 lb or less at joint(s) 5, 4 except 1351(LC 1), 6=297(LC 1) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/0,2-12=-300/0,3-12=272/12 BOT CHORD 1-7=-107/277 WEBS 3-7-368/143 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=6.Opsf; h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-9-0 to 3-0-0, Interior(l) 3-0-0 to 9-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 4. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0 Job TrUSS Truss Type cay Ply Army Navy Academy 190249 Jill JACK-OPEN 1 1 Job Reference (optional) bone uuss, uceanazue, La sua Pwn: e.j.v S PU9 45 2U1 v Vflfll 5.34U SRU2 45 xuia Mi Cli lnausirieS. Inc. MOfl jan s 1D:qe:35 2U2U rage 1 23-24 5-0-0 8-0-0 1140-7 5-0-0 3-041 3-0-7 Scale = 1:29.0 2x4 27-8-13 28-1-6 I 8-0-0 Plate Offsets (X.Y)— 11:0-3-4,0-0-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.29 Vert(LL) -0.10 8-11 >984 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.33 8-11 >285 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Weight: 34 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1&Btr G CHORD 2X4 OF No. 1&BtrG 2X4 OF Std G R Left 2x4 OF Std -G-oa 1-5-15 BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except (it--length) 6Mechanical, 7=Mechanical, 4=0-3-0. 5=0-1-8. (lb) - Max Horz 1=171(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 4, 5 Max Gray All reactions 250 lb or less at joint(s) 6, 4, 5 except 1=351(LC 1), 7=297(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=713/0.2-13=-303/0.3-13=-275/0 BOT CHORD 1-8=-109/280 WEBS 3-8-370/144 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.0psf h=25ft; Cat II; Exp C; Enclo s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-11-11 zone; cantilever left and right expos e d : e n d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DO L = 1 . 6 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 4, 5. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1 . LOAD CASE(S) Standard El Job Truss Truss Type Uty Ply Army Navy Academy 190249 - - - JuG - - JACK-OPEN GIRDER 1 Job Reference (optional) uu w, uuu,u, ...0 Z.w Iun; o.ju 5 Aug ea zuiv rnnl o.iu S Aug Zø ujS MIIeK unausmes, Inc. Men Jan 0 1D:45:U1 wu I ' a g e 1 23-2-8 lD:QI?jqBk124XRGI331z7-.Yl1SbIsfT9Ss_nYSJAaz4WE_ux0rY3zaeSuzy?aG I 5-4-4 8-0-0 - 10-1-8 10-7- 3-4-4 2-0.0 2-7-12 ' 2-1-8 6.5-1 Scale = 1.29.2 3x5 2x4 II 3x4 10 3x5 = 23-2-8 2jj- 27-9-1 344 554-4 i 8-0-0 861,8 7-7-17 fillS Plate Offsets (XV)— 11:0-1-0,0-1-81. (10:0.2-0,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 12 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 12 >999 180 BCLL 0.0 • Rep Stress lncr NO WB 0.20 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight 104 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. CHORD 2X6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 OF Std G R Left 2x4 OF Std -G-ce 1-11-14 REACTIONS. All bearings Mechanical except (jtlength) 1=0-5-8, 60-3-0, 7=0-1-8. (Ib)- Max Horzl=160(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 10=-298(LC 8) Max Gray All reactions 250 lb or less at joint(s) 6,7 except 1=719(LC 1), 101650(LC 1), 10=1650(L C 1 ) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=590/24.2-3=-978/61,3-4=-882/69 BOT CHORD 1-17.181/903, 12-17=-181/903, 11-12=-181/903, 11-18=-156/803, 10-18=-156 / 8 0 3 WEBS 4-11=-155/1005, 4-10=-1160/226 NOTES- 1)2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 1-0-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 1-0-0 oc. Webs connected as follows: 2x4 - I row at 1-0-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in t h e L O A D C A S E ( S ) s e c t i o n . P l y t o p l y connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicat e d . Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25ft; C a t . I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; L u m b e r D O L 1 . 6 0 p l a t e g r i p D O L = 1 . 6 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live l o a d s . • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rect a n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at j o i n t ( s ) 1 , 6 , 7 e x c e p t ( j t = l b ) 10=298. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 a n d r e f e r e n c e d s t a n d a r d A N S I / T P I 1 . Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loa d ( s ) 9 1 l b d o w n a t 1 - 4 - 4 , 8 2 l b d o w n a t 3-4-4, and 706 lb down and 161 lb up at 5-4-4, and 682 lb down and 93 lb up at 74-4 on bottom c h o r d . T h e d e s i g n / s e l e c t i o n o f s u c h connection device(s) is the responsibility of others. LOAD CASE(S) Standard ded on page 2 b Truss Truss Type Qty Ply Army Navy Academy 0249 r 19 JuG JACK-OPEN GIRDER 1 - - Job Reference (optional) s. ,wri o.iu a Aug £0 LU1S rnnl 0.0 S Aug £0 £U15 Mi 105 InausInos, Inc. M0fl Jan 0 13:45:01 2UZU I'age z lD:Ql?jqBk124XRcVGbEQGl33zz1z7-_1OLLSblsfT9Ss_nYSJAaz4VE_uxOry3zaesuzy?aG LOAD CASE(S) Standard . Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-8=-68,9-13=-20 Concentrated Loads (lb) Vert 11=-706(F) 12=-82(F) 17=-91(F) 18=-682(F) S Job TrUSS Truss Type Qty Ply Army Navy Academy 190249 J12 Jack-Open 2 I 1 Job Reference (optional) rane I IUSS, uuednslua, La ausa Nun: 5.JLU s uj e uv rnnc e.iiu S ug is iuia Misc lnausrnes, Inc. MOfl an S 15:45:ui iuzu rage 1 24-1-0 5-0-0 8-0-0 11-11-11 5-0-0 ' 3-0-0 3-11-11 Scale = 1:31.6 2x4\\ 3x6 II 24-1-0 2/19 28-7-9 294-13 I 8-0-0 8-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (bc) l/defl Lid PLATES GRIP TCLI. 20.0 Plate Grip DOL 1.25 IC 0.28 Vert(LL) -0.10 8-11 >974 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.34 8-11 >283 180 BCLL 0.0 * Rep Stress lncr YES WB 0.09 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP Weight: 35 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&BtrG V S 2X4DFStdG R Left 2x4 DF Std -G-ce 1-6-0 BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except at--length) 1=0-5-8, 4=0-3-0,5=0-1-8. (lb) - Max Hoizl=185(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6,7,4,5 Max Gray All reactions 250 lb or less at joint(s) 6, 4. 5 except 1=351(LC 1), 7=297(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/0.2-13=-300/0,3-13=-272/0 BOT CHORD 1-8=-110/277 WEBS 3-8-368/146 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL=6.apsf h25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6,7,4,5. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard 11 Job TrUSS TrUSS Type Uty Ply Army Navy Academy 190249 J12A Jack-Open Supported Gable 2 1 Job Reference (optional) Nun; O.JU a Aug 0 zuv ,iinr o.4u S Aug zezulunjeKinaustnes, inc. Mon Jan 515:49:022020 Pagel 24- I 8-0-0 -0 ID:QI?jqBk124XRcVGbEQGl33zz1z7-SEyjYocwdzbo4oZ_6Aqp7AcdzeL3gVqiJiJdJB_K.zy?aF 8-0-0 UND 3x4 II Scale = 1:24.5 3x5 II 14 13 12 11 10 930 II 24-1-0 Plate Offsets (X,Y)— r2:0-1-14.0-2-0I LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.29 Vert(LL) 0.00 7 fIr 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 7 fIr 120 BCLL 0.0 • Rep Stress lncr YES WB 0.05 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-P Weight: 42 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD T CHORD 2X4 OF No.1 &Btr G WE 2X4DFStdG BOT CHORD RS 2X4 OF Std G R Left 2x4 DF Std -G-ca 1-3-14 REACTIONS. All bearings 8-0-0. (Ib)- Max Horzl=153(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 9, 12, 13, 14, 11, 10 Max Gray All reactions 250 lb or less at joint(s) 1.9. 12, 13, 14, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-306/163 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.0 p s f h = 2 5 f t ; C a t H ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Corner(3) 0-0-0 to 3-0-0, Exterior(2) 3-0-0 to 8-3-0 zone; c a n t i l e v e r l e f t a n d r i g h t e x p o s e d ; e n d vertical left and light exposed;C-C for members and forces & MWFRS for reactions shown; Lum b e r D O L = 1 . 6 0 p l a t e g r i p D O L = 1 . 6 0 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal t o t h e f a c e ) , s e e S t a n d a r d I n d u s t r y Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. All plates are 2x4 MT20 unless otherwise Indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liv e l o a d s . * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a r e c t a n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 l b u p l i f t a t j o i n t ( s ) 9 , 1 2 , 1 3 , 1 4 , 1 1 , 1 0 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 a n d r e f e r e n c e d s t a n d a r d A N S I I T P I 1 . LOAD CASE(S) Standard C Job lTruss ArmyNavyAcademy190249 PlY 1J14 7nssype juty Job Reference (optional) I own miss, wmansjue. La a.us* 24-1-0 lun: e.ju S Aug io uis pnnr U.J0 S ug u z019 Miles Inaustnes, lfl. Mon Jan 9 15:49:03 20Z0 Page 1 5-0-0 8-0-0 13-11-11 5-0-0 3-0-0 5-11-11 Scale = 1:36.0 20 \\ 3x6 II 24-1-0 2hjijP9 28-7-9 29-5-9 30-2-13 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code IBC2015/1P12014 CSI. DEFL in (lc) Ildefi Lid IC 0.28 Vert(LL) -0.10 9-12 >974 240 BC 0.38 Vert(CT) -0.34 9-12 >283 180 WB 0.09 Horz(CT) 0.03 1 n/a n/a Matrix-MP PLATES GRIP MT20 220/195 Weight: 38 lb FT = 20% LUMBER- - BRACING- TOP CHORD 2X4 OF No.i&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD S 2X4DF Std G R Left 2x4 OF Std -G-ce 1-6-0 REACTIONS. All bearings 0-1-8 except at--length) 1=0-5-8, 7=Mechancal, 8=Mechanical, 4=0-3-0. (Ib) - Max Horzl=216(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 7,8,4,5,6 Max Gray All reactions 250 lb or less at joint(s) 7, 4. 5, 6 except 1=351(LC 1), 8=297(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/0.2-14=300/0,3-14=272/0 BOT CHORD 1-9=-i 12/277 WEBS 3-9-368/149 Structural wood sheathing directly applied or 6-0-00c purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing. be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h = 2 5 f t ; C a t I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 13-10-15 zon e ; c a n t i l e v e r l e f t a n d r i g h t e x p o s e d e n d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lum b e r D O L = 1 . 6 0 p l a t e g r i p D 0 L 1 . 6 0 This truss has beeri designed for a 10.0 psf bottom chord live load nonconcurrent with any other live l o a d s . • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a re c t a n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift a t j o i n t ( s ) 7 , 8 , 4 , 5 , 6 . Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and refer e n c e d s t a n d a r d A N S I / T P I 1 . LOAD CASE(S) Standard Job Truss Truss Type CIty Ply Anny Navy Academy 190249 jjl6 Jack-Open 4 1 - Job Reference (optional) ione j lusa, uceanslue. a vuaa Nun: e.azu a Aug25 2019 tnnr. 5.320 s Aug 252019 MITeIC Industries. Inc. Mon Jan 9 15:49:04 2020 Page l 24-1-0 2h1 ID:q8k124XRGQGl33c4TzL.8ABatJJjMDattCbizCSyp8PP?Ixol3Dzy?aD 5-0-0 8-0-0 15-11-11 5-0.0 3-0-0 7-11-11 Scale = 1:40.3 3x611 2x4' 24-1-0 2h_V% 28-7-9 29-5-9 30-3-9 31-0-13 8-0-0 1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.10 10-13 >974 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.34 10-13 >283 180 BCLL 0.0 * Rep Stress lncr YES WB 0.09 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code lBC2015/1P12014 Matrix-MP . Weight: 41 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.i&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 DF Std G Muck recommends that Stabilizers and required cross bracing Left 2x4 OF Std -G 1-6-0 be installed during truss erection, in accordance with Stabilizer Installation guide. R CTIONS. All bearings 0-1-8 except (jt=length) 1=0-5-8, 8=Mechanical, 9Mechanical, 4=0-3-0. (lb) - Max Horz i=248(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 8, 9, 4, 5, 6, 7 Max Gray All reactions 250 lb or less at joint(s) 8,4,5,6,7 except 1=351(LC 1), 9=297(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-705/0, 2-15-300/0, 3-15-272/0 BOT CHORD 1-10=-115/277 WEBS 3-10=-368/152 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.opsf; BCDL=6.0psf h=25ft; Cat. II ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 15-10-15 zone; cantilever left a n d r i g h t e x p o s e d : e n d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 pl a t e g r i p D O L = 1 . 6 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 ta l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplif t a t j o i n t ( s ) 8 , 9 , 4 , 5 , 6 , 7 . Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and refer e n c e d s t a n d a r d A N S I I T P I 1 . LOAD CASE(S) Standard 0 Scale = 1:44.9 iJob 1Truss iTruss Type Qty PIy 190249 J18 -Op 4 i IAm1yNavyAcademy I Job Reference (optional) I orone i russ, reanslae, r.a suo run: e.Jzu S AU9 e uis r'nnt o.izu S Aug 5 xuis Mutes tnaustnes, Inc. M0fl Jan 0 1D:45:UD xuxo rase 1 24-1-0 21i1 28-7-9 4XRc 5-0-0 8-0-0 17-11-11 3-0-0 ' 9-11-11 . 11 2x4 ' Nib 2b1 28-7-9 29-5-9 30-3-9 31-1-9 31-10-13 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 14.0 Lumber DOL 1.25 BC 0.38 BCLL 0.0 * Rep Stress lncr YES I WB 0.09 BCDL 10.0 Code lBC2015/TPl2014 Matrix-MP DEFL in (lc) l/defl Ud PLATES GRIP Vert(LL) -0.1011-14 >974 240 MT20 220/195 Vert(CT) -0.34 11-14 >283 180 Horz(CT) 0.03 1 n/a n/a Weight: 44 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. AgWBS 2X4 OF Std G MiTek recommends that Stabilizers and required cross bracing W)ER Left 2x4 OF Std -G-co 1-6-0 be installed during truss erection, in accordance with Stabilizer W I Installation guide. REACTIONS. All bearings 0-1-8 except at--length) 1=0-5-8, 9=Mechanical, 10=Mechanical, 4=0-3-0. (lb) - Max Horz 1=279(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 9, 10, 4, 5, 6. 7, 8 Max Gray All reactions 250 lb or less at joint(s) 9, 4. 5, 6, 7, 8 except 1=351(LC 1), 10297(LC 1) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/0,2-16=-30210,3-16=-275/0 BOT CHORD 1-11-1171277 WEBS 3-11-368/156 - NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.opsf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-10-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7, 8. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10.4,5,6,7,8. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. 7, 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job Truss TrUSS Type uty ly Army Navy Academy 190249 P81 BLOCKING 2 1 T Job Reference (optional) aturlu ...... t,)Iadnsluc, ,.,u ,tuao Nun: L4U s Fwg o uiu rnnr e.iu S O LU1S MI I ec Inausines. Inc. MOfl Jan 0 1D4U uu rage 24- ID:Ql?jqBk124XRcVGbEQGl33zz1z7-tpesAqeovuzbxTlZnlO6kpE?osMlto88_bYsbfzy?aC 1-9-10 2-10-3 1-9-10 1-0-9 Scale = 1:31.6 WS 5x5 1-9-10 i-a-In Plate Offsets (XV)— (3:0-2-8,0-3-0), (4:0-3-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.38 HoIz(CT) 0.00 3 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-P Weight: 26 lb FT = 20% LUMBER- TOP CHORD 2X4DF Std G I CHORD 2X4 DF Std C 2X4 DF Std C REACTIONS. (lb/size) 466/1-9-12 (mm. 0-1-8), 366/1-9-12 (mm. 0-1-8) Max 1-1orz4-189(LC 10) Max Uplift4=-348(LC 8), 3=-.348(LC 9) Max Grav4=354(LC 11), 3354(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4-725/752 BOT CHORD 3-4=-2891321 WEBS 1-3=-720/720 BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.opsf; BCDL=6.0psf, h25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. - Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at--lb) 4=348, 3=348. This truss is designed in accordanôe with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. Graphical purlmn representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0 Job Truss Truss Type Qty Ply Army Navy Academy 190249 13132 BLOCKING 4 1 Job Reference (optional) etmia I FI.WS. u1aIflIua, t.#d ZU30 Nun: Ø3IJ 5 Aug e uiu I-nnc e.iu S Aug 5 uia Mi lee inausmes, Inc. Man Jan b 15:49:55 ZOZU Page 1 24-1.0 1-10.6 ID:QI?jqBk124XRcVGbEQGI33zz1z7-L?BEOAfQgC5SZdtlL?vLH0nAjFiWcFblcFHP75zy?a8 1-10.6 Scale = 1:31.6 5x5 i 1-10.6 1_Itt's Plate Offsets (XV)— 13:0-2-8,0-2-121, 14:0-2-12,0-1-81 LOADING (pst) SPACING- 2.0-0 CSI. DEFL in (lc) I/den Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.36 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code 1BC2015!TP12014 Matrix-P Weight: 26 lb FT = 20% LUMBER- TOP CHORD 2X4 DF Std G I CHORD 2X4 DF Std G 2X4DF Std G REACTIONS. (lb/size) 4=69/1-10-8 (mm. 0.1.8), 3=69/1-10-8 (mm. 0-1-8) Max Horz4=-189(LC 10) Max Uplift4=-335(LC 8), 3-335(LC 9) Max Grav4-341(LC 11), 3=341 (LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4-699/727 BOT CHORD 3-4-289/321 WEBS 1-3-694/694 BRACING. TOP CHORD 2-0-00c purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.opsf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal Web). Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at- -lb) 4335, 3335. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced, standard ANSlqPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job TruSs Truss Type Qty Ply Army Navy Academy 190249 PB3 BLOCKING 2 1 Job Reference (optional) ..n; O.0 Wy £0 £u10 rnni o..0 a MU9 zo uiv Mi iev moUsmes, Inc. Mon an 0 1D:qs:u, uzu rage i ID:Ql?jqBk124XRcVGbEQGl33zz1z7-pBlcbM3RVDJAnRio,jQbqEKMFf27LkHRRv1ygYzy?aA 0O-3 0-Q,O 1-9 1-10-3 0-8.5 4 5 43x4 II Scale = 1:31.6 295%= 0-QT15 1-10-3 rutic 1.0.4 Plate Offsets (X,Y)— 15:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.00 1 fIr 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 1 fIr 120 BCLL 0.0 • Rep Stress lncr YES WB 0.21 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015ITPl2014 Matrix-P Weight: 26 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF Std G TOP CHORD CHORD 2X4 OF Std G BOT CHORD 2X4 DF Std G REACTIONS. (lb/size) 4=55/1-10-6 (mm. 0-1.8), 6=-6/1-10-6 (mm. 0.1-8), 5=93/1-10-6 (mm. 0-1- 8 ) Max Horz6=140(LC 11) Max Uplift4=-271(LC 11), 6=-12(LC 3), 5=.222(LC 8) Max Grav4=204(LC 8), 5=320(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4-460/355 BOT CHORD 5-6=-191/255 WEBS 3-5-398/534 2-0-0 oc purlins: 1-3, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25ft; C a t I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed end vertical left a n d r i g h t e x p o s e d ; C . . 0 f o r members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the f a c e ) , s e e S t a n d a r d I n d u s t r y Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at j o i n t ( s ) 6 e x c e p t ( i t --lb) 4=271,5=222. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and r e f e r e n c e d s t a n d a r d A N S I / T P I 1 . Graphical purlin representation does not depict the size or the orientation of the purlin along the top a n d / o r b o t t o m c h o r d . LOAD CASE(S) Standard L F: b Truss TrUSS Type Qty P' Army Navy Academy 0249 r19 P84 BLOCKING 2 1 Job Reference (optional) run; o.v e ug ze zuia rnnl ø.4LU S £5 £U mjie,c Inausmes, IflC. Mon an a 10:4v.U( LULU I'age ID:QI?jqBk124XRcVGbEQGI33zz1z7-pBIcbWY3RVDJAnRxvjQbqEKPft3nLkSRRvlygYzy?aA 24-1-0 1-10-11 1-104 1-9-7 1-j-3 ç yjfl3-9.7 O-d12 -b1S1 c 5 5x5 = 44i4 1-9-7 1-1P-6 1_07 nic Plate Offsets (XV)— F5:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. 'DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.00 2 n/r 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.04 Vert(CT). 0.00 2 fIr 120 BCLL 0.0 * Rep Stress lncr YES WB 0.20 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-P . Weight 25 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4DF Std G TOP CHORD CHORD 2X4 DF Std C 2X4DF Std G BOT CHORD REACTIONS. (lb/size) 6=55/1-10-6 (mm. 0-1-8), 4=-6/1-10-6 (mm. 0-1-8), 5=93/1-10-6 (mm. 0-1-8 ) Max Horz6=-110(LC 10) Max Uplift6=-148(LC 10), 4=-12(LC 3), 5218(LC 9) Max Grav6=222(LC 9), 5=207(LC 10) FORCES. (lb) -Max. CompiMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 16=557/308 WEBS 1-5=-353/618 Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-00c bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- - Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL=6.0psf h=25ft; Cat. II; Exp C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed end vertica l l e f t a n d r i g h t e x p o s e d ; C - C f o r members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the f a c e ) , s e e S t a n d a r d I n d u s t r y Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal we b ) . Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live lo a d s . This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectan g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift a t j o i n t ( s ) 4 e x c e p t ( j t = l b ) 6 = 1 4 8 , 5218. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and refere n c e d s t a n d a r d A N S I / T P I 1 . LOAD CASE(S) Standard 40 Job russ Truss Type cay Ply Army Navy Academy 190249 1"135 BLOCKING 2 1 - - Job Reference (optional) owns i ruse. uceansuse. Us mewo Kun: o.iZU S A16 ZU1S l'flflt 5.32U s Aug29 2019 MileS Inaustries. Inc. Mon Jan 6 15:49:05 2020 Page 1 lD:QPjqBk124XRcVGbEQGl331z7-HNJ_priCpLAoxO7SQxqMRsev30q4DqagZmWC_zy?a9 I- 190 1-Q-8 1-9-0 D-1111-8 5.00 [IT 23 Scale = 1:27.8 3x4 II 4x4 24-1-0 1-9-0 I 1.qn Plate Offsets (X,Y)— r4:020,028I LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.36 Vert(LL) -0.00 2 fIr 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 2 fIr 120 BCLL 0.0 * Rep Stress lncr YES WB 0.12 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight: 21 lb FT = 20% LUMBER- •B TOP CHORD 2X4 DF Std C TCHORD 2X4DF Std G S 2X4DF Std G REACTIONS. (lb/size) 5=70/1-8-14 (mm. 0-1-8),4=69/1-8-14 (mm. 0-1-8) Max Horz 594(LC 9) Max Uplift5-65(LC 10), 4-140(LC 9) Max Grav5=139(LC 9), 4117(LC 19) BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and requiredcross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-326/167 WEBS 1-4=-214/391 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h=25f1; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt1b) 4=140. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard 0 Job Truss TrUSS Type - Qty Ply Army Navy Academy 190249 SJ2 Jack-Open 11 1 - - ,Jo,Reference (optional) stone ituss, uceanslue, ua u.ube Nun: e.zo a Aug Z9 2019 PflflI a.ao s Aug ze 2019 MITeS Industries. Inc. Mon Jan 6 15:49:09 2020 Page 1 4- lD:Ql?jqBk124XRcVGb(33zz1z7-latMoBhJz7T1Q4bK08S3vlPuqTkUph?kvDGkQzy?a8 I 1-11-11 I 1-11-11 13 Scale = 1:10.3 3x5 II 25-2-13 24-1-0 24-1-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MP Weight: 8 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-00c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LUMBER- TOP CHORD 2X4 OF No.1&Btr G BOT CHORD 2X4 OF No. 1&Btr G 0 ER Left 2x4 OF Std -G-ce 1-6-0 REACTIONS. (lb/size) 1=87/0-7-8 (mm. 0-1-8), 4=27/Mechanical, 359/Mechanical Max Horz131(LC 12) Max Uplift1-1(LC 12), 3=-26(LC 12) Max Gravl=87(LC 1), 4=35(LC 3), 3=59(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psl h=25ft; Cat II; Exp C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and rig h t e x p o s e d ; C - C f o r members and forces & MWFRS for.reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see S t a n d a r d I n d u s t r y Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. * A plate rating reduction of 20% has been applied for the green lumber members. - Refer-to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s ) 1 , 3 . This truss is designed in accordance With the 2015 International Building Code section 2306.1 and referenced st a n d a r d A N S I / T P I 1 . LOAD CASE(S) Standard 0 IJob T niss ITrUSSTYPe 1Qty P1y NavyAcademy 190249 SJ2C 1Jack-Open 1 i jArmy I Job Reference (optional) Stone TrUSS. oceanSiae. Ca 9ZU5 23-2-8 Run: 8.320 s Aug 282019 Print 8.320 s Aug 282019 MiTek Industries. Inc. Mon Jan 5 15:49:10 2020 Page 1 2 lD:Ql?iqBk124XRcVGbEQq311z7DmRkDXixkQbu1 EAWarzlRsx2as3LY8Ft7tFdGtzy'?a7 1-9-0 3-8-11 - 1-9-0 1-11-11 Scale = 1:14.5 3x4 * 23-2-8 234d1 25-2-5 1-9-0 1-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Harz(CT) 0.01 3 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Weight: 10 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 OF No. 1&Btr G #C EIR Left 2x4 DF Std -G- 1-6-0 IONS. (lb/size) 1=111/Mechanical, 3=96/Mechanical, 4=77/Mechanical Max Harz 157(LC 12) Max Uplift3-47(LC 12), 4=-29(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-ooc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf h25ft; Cat. II; Exp C: Enclose d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 3-7-15 zone; cantilever left and right ex p o s e d ; e n d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D O L 1 . 6 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TP I 1 . LOAD CASE(S) Standard Job Truss Truss Type 190249 I SJ2D J Jack-Open i F jArmyN.1'Aemy 231 0 I ., ., - Job Reference (optional) I Stone TIUSS, Oceanside, Ca 92038 - - Run: 8.320 a Aug 282019 Flint 8.320 s Aug 282019 MiTek Industries. Inc. Mon Jan 6 15:49:10 2020 Page 1 lD:01?jqBk12(VGbEQG133zz1z7-DmRkDXixkQbu1 EAWarzIRsx3ps4xY8?t7tFdGtzy?a7 1-4-11 1-4-11 5MOflT Scale = 1:10.3 2x4 3x4 23-2-13 22-1-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (lc) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 5 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 6 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-5-00c purlins, except BOT CHORD 2X4 DF No.1&BtrG end verticals. S 2X4DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=54/Mechanical, 2=42/Mechanical, 3=13/Mechanical Max Horz 5=26(LC 9) Max Uplift2=-20(LC 12), 3=-3(LC 9) Max Grav5=54(LC 1), 2=42(LC 1), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.0psf, h=25ft; Ca t I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left a n d r i g h t e x p o s e d ; C - C f o r members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joi n t ( s ) 2 , 3 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced s t a n d a r d A N S I / T P I 1 . LOAD CASE(S) Standard 0 Job 1Truss TrussType 190249 SJ2F JacJc-Open I i jArmy a 1Academy ,, Job Reference (optional) ione I russ, uceansige. L8 vzuou Nun: U.0 s Aug28 2019 Print L3ZU S Aug 262019 Muck In8ustrtes, Inc. Mon Jan 6 15:49:11112020 Page 1 lD:Ql?jq94RcVGbEOGl33zz1z7hy?7RtjzVlgkfOIi8ZVX_4UDZGQAHbF1MX?ApJzy?a6 1-4-11 1-4-11 o-tl-5 S 50nrT5 Scale = 1:10.3 2x4 '' 3x4 lP 22-1-0 23-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 IC 0.02 Vert(LL) -0.00 5 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 6 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-5-0 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G end verticals. S 2X4DF Std! G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=54/Mechanical, 3=13/Mechanical, 2=42/Mechanical Max Horz 5=26(LC 9) Max Uplift3=-3(LC 9), 2-20(LC 12) Max Grav5=54(LC 1), 3=25(LC 3), 2=42(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDL6.0psf, h25ft; Cat II; Exp C; Enclo s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; C - C f o r members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1 . LOAD CASE(S) Standard .. 1Job 14russ ni pe jQty Ply Army Navy Academy 190249 TJ,,k:, n 9 1SJ4 I ii Job Reference (optional) Stone Truss, uceansiae, La 505U 23-2in: 8.320s Aug 2B 2019 Pflnt: 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Jan 6 15:49:12 2020 Page 1 lD:Ql?jqBk124XRcVGbEQGl3379ZveDjBG2rbHvKvhGamM.41N?gkvo2LAbBkjLlzy?a5 23-2-8 2-0-0 2-0-0 1-11-11 Scale = 1:14.5 3x5 II 23-2-8 23-2-8 25-2-5 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress lncr YES BCDL 10.0 Code IBC2015iTPI2014 CSI. DEFL in (lc) IIdefl Lid TC 0.10 Vert(LL) -0.00 7 >999 240 BC 0.13 Vert(CT) -0.01 4-7 >999 180 WB 0.00 Horz(CT) 0.01 3 n/a n/a Matrix-MP PLATES . GRIP MT20 220/195 Weight: 11 lb FT20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD DER Left 2x4 OF Std -G-ce 1-6-0 REACTIONS. (lb/size) 1=120/0-5-8 (mm. 0-1-8), 3=99/Mechanical, 4=88/Mechanical Max Horz 1=61(LC 12) Max Uplift3=47(LC 12), 4=-30(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=6.opsf; BCDL=6.opsf; h=2 5 f t ; C a t . I I ; E x p C ; E n c l o s e d ; M W F R S (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-10-15 zone; ca n t i l e v e r l e f t a n d r i g h t e x p o s e d e n d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D O L = 1 . 6 0 p l a t e g r i p D O L = 1 . 6 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live l o a d s . * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a recta n g l e 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift a t j o i n t ( s ) 3 , 4 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and refere n c e d s t a n d a r d A N S I I T P I 1 . LOAD CASE(S) Standard 0 Job Truss TrUSS Type Qty Ply Army Navy Academy 190249 jsJ4C Jack-Open 1 1 - - - - - Job Reference (optional) Clone i 0455, vwanbiue. I.0 5cuCo 23-24 rrun: e.ju S AU9 e uis i-nnt e.0 sAug ze zulu Milek Inausines, IIlC. Mon Jan 0 1:49:1z ZOZO Page 1 23-2-8 ID:Ql?jqBk124XRcVGbEOGl33zz1j%ZVeDjBG2rbHYKvhG0mWH1 Lygi602IAbBkjLlzy?a5 1_960 54-11 S Scale= 1:188 3x4 4x6 II 23-2-8 23-2-8 LOADING (psf) SPACING- 2-0-0 CSl. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 14.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 • Rep Stress lncr YES WB 0_00 BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP LUMBER- TOP CHORD 2X4 OF No. 1&BtrG BOT CHORD 2X4 DF No. 1&Btr G DER Left 2x4 DF Std -G-ce 1-6-0 REACTIONS. (lb/size) 1=102/Mechanical, 3=145/Mechanical, 4=173/Mechanical Max Horz 1=88(LC 12) Max Uplift3=-69(LC 12), 4=-83(LC 12) 26-0-5 DEFL in (lc) 1/defi Lid PLATES GRIP Vert(LL) -0.01 4-7 >999 240 MT20 220/195 Vert(CT) -0.01 4-7 >999 180 Horz(CT) 0.02 3 n/a n/a Weight 13 lb FT=20% BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12=406/437 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 5-7-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. LOAD CASE(S) Standard 0 Job TrUSS Truss Type Qty Ply Army Navy Academy 190249 SJ4D Jack-Open 1 1 Job Reference (optional) stone TrUSS, oceansirle, ca 92059 Run: 8.320 S Aug 28 2019 Pnnt 94t59ug 282019 MiTelt Industries, Inc. Mon Jan 6 15:49:13 2020 Page 1 22 ID:01?jqBk124XRcVGbEQGI33zz1z7-eL7tsZkp1 L_Suiv5FzX?3VZVS46alVTJprUHtBzy?a4 1-5-0 341-11 1-5-0 1-11-11 Scale= 1:14.6 2x4 ' 24-0-13 3x421..0 22-1-0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code IBC2015/1P12014 CSI. IC 0.12 BC 0.01 WS 0.03 Matrix-MP DEFL in Vert(LL) -0.00 Vert(CT) -0.00 Horz(CT) -0.00 (lc) I/dell Ud 5 >999 240 5 >999 180 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 9 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-5-00c purlins, except BOT CHORD 2X4 DF No. 1&Btr G end verticals. BS 2X4 DF Std C BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=121/Mechanical, 2=108/Mechanical, 3=13/Mechanical Max Horz 5=47(LC 9) Max Uplift2=-51(LC 12), 3=-17(LC 12) Max Grav5=121(LC 1), 2108(LC 1), 325(LC 3) FORCES. (lb) -Max. CompiMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.0psf, h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0 Job TrUSS TrUSS Type Qty Ply Amly Navy Academy 190249 SJ8 Jack-Open 7 1 Job Reference (optional) Stone TrUSS, Oceanside, Ca 92058 23-2-8 Run: 8.320 S Aug 282019 Print 8.320 s Aug 282019 MiTek Industries. Inc. Mon Jan 6 15:49:14 2020 Page 1 23-8 2- . ID:QI?JqBk124XRcVGbEOGl33zz1z7j5vISof6JVUHph2Eci6hNUOluyFT2VDqPezy?a3 2-0-0 5-11-11 2-0-0 3-11-11 r, L-1 Scale = 1:18.8 3x6 II 23-2-8 23-2-8 26-0-5 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 . TC 0.23 TCDL- 14.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 * Rep Stress lncr YES WB 0.00 BCDL 10.0 Code 1BC2015/1P12014 Matrix-MP DEFL in (lc) 1/defi Ud PLATES GRIP Vert(LL) -0.01 4-7 >999 240 MT20 220/195 Vert(CT) -0.02 4-7 >999 180 Horz(CT) 0.01 3 n/a n/a Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr C . BOT CHORD ER Left 2x4 OF Std -C-ca 1-6-0 REACTIONS. (lb/size) 1=112/0-5-8 (mm. 0-1-8), 3=146/Mechanical, 4=183/Mechanical Max Horz 1=92(LC 12) Max Uplift3=-69(LC 12), 4-80(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12407/439 Structural wood sheathing directly applied or 2-0-0oc purlins. Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL-6.opsf; BCDL-6.opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 5-10-15 zone; cantilev e r l e f t a n d r i g h t e x p o s e d ; e n d vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DO L = 1 . 6 0 p l a t e g r i p D O L 1 . 6 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live loadof 20.opsf on the bottom chord in all areas where a rectangle 3 - 6 - 0 t a l l b y 2 - 0 - 0 w i d e w i l l f i t between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb u p l i f t a t j o i n t ( s ) 3 , 4 . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and ref e r e n c e d s t a n d a r d A N S I I T P I 1 . LOAD CASE(S) Standard