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Home My WebLink About1631 BRADY CIR; ; CBR2019-1251; PermitPrint Date: 08/19/2020 Job Address: 1631 BRADY dR1 CARLSBAD, CA 92008 Permit Type: BLDG-Residential Work Class: Single Family Detached Parcel #: 2052210700 Track #: Valuation: Occupancy Group: $542,507.16 Lot #: Project #: #of Dwelling Units: 1 Plan #: Bedrooms: 4 Construction Type: Bathrooms: 3.5 Orig. Plan Check #: Plan Check #: Permit No: CBR2019-1251 Status: Closed - Finaled Applied: 05/20/2019 Issued: 11/04/2019 Finaled Close Out: Inspector: LStor Final Inspection: 08/19/2020 City of, Building Permit Finaled Carlsbad Residential rmit.. Project Title: MAGNOLIA-BRADY Description: MAGNOLIA-BRADY: 3,361 SG LIVING /1697 SF GARAGE //60 SF PORCH II 144 SF CALIFORNIA ROOM Property Owner: MAGNOLIA A3 LLC 3394 CARMEL MOUNTAIN RD, # 200 SAN DIEGO, CA 92121-1065 (858) 794-1900 FEE AMOUNT BUILDING PERMIT FEE ($2000i-) $2,166.00 BUILDING PLAN CHECK FEE (BLDG) $1,518.30 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $96.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $110.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $224.00 PUBLIC FACILITIES FEES - outside CFD $18,987.75 SB1473 GREEN BUILDING STATE STANDARDS FEE $22.00 SDCWA SYSTEM CAPACITY CHARGE 5/8" Displacement $5,267.00 SEWER CONNECTION FEE (General Capacity all areas) $982.00 STRONG MOTION-RESIDENTIAL $70.53 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 TRAFFIC IMPACT Residential Single Fam. Outside CFD $3,820.00 WATER METER FEE 1" Displacement (P) $282.00 WATER SERVICE CONNECTION FEE 5/8" DISPLACEMENT (P) $4,385.00 WATER TREATMENT CAPACITY CHARGE 5/8" Displacement $146.00 Total Fees: $38,552.58 Total Payments To Date: $380552.58 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 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to waterand 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.carlsbadca.gov (City o f Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check CP4ii't 1d51 Est. Value PC Deposit Date -- dO/I? Job Address t 6 b b (c c.kft Suite: APN: _oS - - C) 7 CT/Project #:_____________________ Lot #: Fire Sprinklers: (yes no Air Conditioning: y s 10 BRIEF DESCRIPTION OF WORK: ç * T Addition/New: T?ii)¼\ JLiving SF, lk SF, (Q 0 Patio SF, 7 Garage SF Is this to create an Accessory Dwelling Unit?_t? _No New Fireplace? Yes/ No, if yes how many? 0 Remodel: SF of affectéii — Is th areaaconversion or change of use? Yes/ No E] Pool/Spa: SF Additional Gas or Electrical Features? C] Solar: KW, ______ Modules, Mounted: Roof/Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes! No 0 Reroof: o Plumbing/Mechanical/Electrical Only: - JOther: I ¼ Og APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: _Tc S LP.. c- Name: Address: G' Address:________________________________ City: &'ewSs State:Pr Zip: °\\ City: có\o "r' State: C4' Zip: S'.(o°i Phone:(\°' - °'' - U410 Phone: - \ Email: •-cQe4 % So r\.cQ-s C'' Email:_______________________________ DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: CQ23 Name: _Q1\b\Lcx (cq_ Address:_ 1\It S'1k b Address: 4I t) City: Scc__-is.c_ State, :CA'Zip: -) US City: (¼Jç \) k-slf, State: C.P, Zip: Iq 5? Phone: Sk 001 Phone: (0\C_o'56 - Email: Architect State License: Email: State License: t 5\ q (f Bus. License: 6L(75 I Z_( Lfd) (sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or r e p a i r a n y s t r u c t u r e , p r i o r t o i t s issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the p r o v i s i o n s o f t h e C o n t r a c t o r ' s L i c e n s e L a w (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exemp t t h e r e f r o m , 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 mo r e t h a n f i v e h u n d r e d d o l l a r s 1 $ 5 0 0 ) ) . 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 13 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. ermit ic issued. ([have orkers'compensation insurance carrier and policy number are: Insurance Company Name: and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of he work for Uvoi Policy No. "\M")S(Q 1 Expiration Date: 13 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 soas to be come subject to the workers' compensation Laws of Calia. WARNING: Fajjpre to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,0000, in addition the tithe cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: ?fAGENT DATE: ii /' / (OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that! am exempt from Contractor's License Law for the following reason: 13 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). 13 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). 13 lam exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 13 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/address / phone / type of work): OWNER SIGNATURE: DAGENT DATE:___________ CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTIONFOR NON-RESIDENTIAL BUILDINGPERMITS ONLY:• Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 13 Yes 13 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 13 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 TI5E REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned propertyfor inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTAND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINSTSAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMrr.OSHA: An OSHA permit is required EXPIRATION: Every permit issued by the Building Officia)/der the by such permit is not commenced within 180 days frjhe date of after the work is commenced for a period of 180 dection logo APPLICANT SIGNATURE: over 5'O' deep and demolition or construction of structures over 3 stories in height. of this Code shall expire by limitation and become null and void if the building or work authorized it or if the building or work authorized by such permit is suspended or abandoned at any time Building Code). DATE: sfael(~ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingcCarIsbadCa.gov B-I Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: MAGNOLIA A3 LLC Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1631 BRADY CIR IVR Number: 19186 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 0311212020 03112/2020 BLDG-16 Insulation 122063-2020 Passed Tony Alvarado, Complete 03117/2020 03/17/2020 BLDG-22 Sewer/Water 122420.2020 Passed Peter Dreibelbis Complete Service Checklist Item ' COMMENTS Passed BLDG-Building Deficiency Yes BLDG-82 Drywall, 122397.2020 Exterior Lath, Gas Test, Hot Mop' Passed Peter Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior Lath-Drywall Yes BLDG-18 Exterior Lath and Yes Drywall BLDG-23 Gas-Test-Repairs Yes 05/07/2020 05107/2020 BLDG-Eleótric Meter I26793-2020 Cancelled Michael Collins Reinspection Incomplete - Release- Checklist Item COMMENTS . Passed BLDG-Building Deficiency No T05108/2020 05/08/2020 BLDG-Electric Meter I26928-2020 Passed Peter Dreibelbis Release Checklist Item COMMENTS . Passed BLDG-Building Deficiency Yes 08/19/2020 08/1912020 BLDG-Final Inspection 135985-2020 Passed Paul Burnette. - ______Complete J Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final . : Yes BLDG-Electrical Final Yes Wednesday, August 19, 2020 Page 2 of 2 Building Permit Inspection History Finaled C'..-City of Carlsbad Permit Type: BLDG-Residential Application Date: 05/20/2019 Owner: MAGNOLIA A3 LLC Work Class: Single Family Detached Issue Date: 11/04/2019 Subdivision: Status: Closed - Finaled Expiration Date: 09/14/2020 Address: 1631 BRADY CIR IVR Number: 19186 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary inspector Reinspection Inspection Date Start Date Status 11119/2019 11/19/2019 BLDG-21 111315-2019 Passed Luke Stomo Complete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/20/2019 11120/2019 BLDG-21 111563-2019 Failed Paul Burnette Reinspection Incomplete Undergroundflinderfio or Plumbing Checklist Item COMMENTS Passed' BLDG-Building Deficiency No 12/1312019 12/13/2019 BLDG-11 113647-2019 Passed Paul York Complete Foundation/Ftg/Piers (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01103/2020 01/03/2020 BLDG-14 115230-2020 Passed Luke Stomo . Complete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS • • Passed BLDG-Building Deficiency Floor sheathing No 01/07/2020 01/07/2020 BLDG-14 115336-2020 Partial Pass Luke Stomo Reinspection incomplete Frame/Steel/Bolting/We iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial approval roof sheeting No *****pending height certificate 01/28/2020 01/28/2020 BLDG-15 Roof!ReRoof 117679-2020 Partial Pass Luke Storno Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency 01< to wrap exterior RFI required for No shearwall openings; multiple locations. 02121/2020 02/21I2020 BLDG13 Shear 120156-2020 Passed Tony Alvarado Complete Panels/HD (Ok to wrap) 03/10/2020 03/10/2020 BLDG-84 Rough 121868-2020 Passed Tony Alvarado Complete Combo(14,24,34,44) Wednesday, August 19, 2020 • • Page 1 of 2 RECORD COPY CBR2OI9.1281. ... INSPECTION RECORD IS3t BRADY IR rft-S I M 9 r1 WO9(2r N womc PAY ICYPON VC*SUN.DN CAW 76O.6OZ2725 8.001 2052210700 .. lIIOTOt-. - AJC CUCK 512012019 CBR20I9-1251 "1 J MACLOyfl',grt ItQUWmucN!0mvçotd?.uC1T0N kiu1W "am m romcm6morlmok OF MAP -W.'$-. APPROVAL IED PPI0 i ECUISTW 9=01W. riPaA1. I - - - P4OJ4P4C P*4I — IJII..iwp.. 114)IPPI ccu ___ • T :i !cMIiN_0 .. iz. ___.L..... ...L.. - .............. - -1--.........1-...--- La ---.. ........... __s - go Field Report Sill SCST, LLC - San Diego Client: Project: LEA: 47, Exp: 04/25/2021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Cirde Fax: (619) 280-4717 Carlsbad, CA 92008 Report Number: 8 Technician: Rosete, Edwin Certification: ICC #8325989 Date: 01/21/2020 Authority Having Jurisdiction: Other Other Jurisdiction: City of Carlsbad Permit Number: CBR2019- Architect: WHA Engineer: Swanson & Associates Contractor: JD Reinforcing, Four Corners, BSA. Start Time 07:00 End Time: 15:30 Time (Hours): 8.00 Location Details: Lots #1 thru V. Service Being Performed: Special Inspection Type of Inspection: Prestressed Concrete I Structural Wood Inspection Frequency Is: Periodic Work Identified Within This Report Was Conducted: During my Time on Site Prestressed Concrete Report Type: Stressing of Tendons The Following Components are Covered In This Report Wood Shear Walls! Anchor Bolts Fastener Type: Nail Components Identified Were Installed In Accordance With the Contract Documents: Yes Details: Lot #5: - Inspected the stressing of (1) PT cable (a replacing cable #12 from a previously broken cable). Cable is 35' long, stressed to 5,600 psi of gauge pressure. The elongation was measured 2 3/4". Stressing was performed by JD Reinforcing. The jack and ram is 2008-023, with calibration date of 11/18/2019. Lots #1 thru #7: - Inspected the installation of 5/8" diameter anchor bolts of sill plates of shear walls at the building foundations. Work was done by Jorge of Four Corners. Holes were pre-drilled. Ensured holes were of adequate depths. Holes were compressed air-blown to ensure for cleanliness and good bond. Simpson Set-3G was used as adhesives with expiration-date:of07I:1iI2i (i 00) anchor bolts were installed including approximately. 20 percent on non-shear walls. Work was in compliance with the cut-sheet CS-01' (from Post-Tension - EEgineeringofRecord - Typical retrofit detail for hold-downs and anchor bolts). Note: numerous anchor bolts and'hold-downs were still miSing. Notified Superintendent Rick Rizek of the matter. )11 - Inspected nailing only, of all shear walls that are mainly types 4 and 5. and (1) type6 at thefl 1-story type building ll nailing were completed and in compliance with the shear wall schedule. Nailing was performed by BSA. cc: Project Architect; Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); Pagel of 3 Caption: Addedlinstatled 5I8 anchor bolt, typical. .. . -- - ' . . . . L . - --: . -•..... •• -- $ . .• - -- -. . • - -. ..• ., - . ..,.- .' ! r' - .- .. . • - I,, .... ....... ,._ Caption: Missing anchor bolt on end of shear wall. Also, marked in orange shall be square washer. Field Report SCST, LLC - San Diego LEA: 47, Exp: 04/25/2021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 280-4321 Fax: (619) 280-4717 Client: Project: Pebble Creek Companies 190318N 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies National City, CA 91950 Brady Circle Carlsbad, CA 92008 Caption: Stressed (1) replacing PT cable. Caplion: Ensuring holes were cleaned. cc: Project Architect; Page 2 of 3 Structural Engineer Project lnspector, DSA Regional Office (If Applicable); Field Report SCST, LLC - San Diego Client: Project: LEA: 47, Exp: 0412512021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Circle Fax: (619) 280-4717 Carlsbad, CA 92008 Caption: Showing exterior shear walls of the 2-story building, typical. Status of Work Element: Work Element Inspected Pending Completion. Discrepancy: No cc: Project Architect Page 3 of 3 Structural Engineer; Project lnspector, DSA Regional Office (If Applicable); <9GEOCON FOUNDATION OBSERVATION REPORT PROJECT NAME: - PROJECT NO. f72iqz — . -cu LOCATION: Lh+s 4 -' AGENCY PROJECT NO: APPROVAL / PERMIT NOS: (totI7& (Lo+3) - 2I4c (L+ 4) FOUNDATION TYPE: 0 CONVENTIONAL lk_POST-TENSIONED DATE Z1 0 A 0 ADDITIONAL OBSERVATION REQUIRED SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION K Check soil conditions exposed are similar to those expected to Check footing excavations extend to minimum depth recommended in soil report 1-Check footings have been extended to an appropriate bearing strata 0 Other APPLICABLE SOIL REPORT: TITLE: 1v Q#pr± $ iO Seri'c-i'S / A4A1v.6fe.. DATE: /7-4.9 SOIL REPORT RECOMMENDATIONS BASED ON: ,1153 Expansion Condition 1Very Low (0-20) 0 Low (21-50) 0 Medium (51-90) 0 High (91-130) 0 Very High (>130) Fill Geometry at 6'op 0 Other: MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth: 0 12 Inches 0 18 Inches 0 24 Inches OTHER: Pr QT ?tcs Footing Reinforcement: 0 No.4 T&B 0 2-No.4 T&B 0 2-No.5 T&B K, Post-Tensioned OTHER: Interior Slab Reinforcement: 0 6x6-10/10 0 6x6-6/6 0 No.3@24 Inches 0 No.3@18 Inches 1Post-Tensioned FOUNDATION CATEGORY- T5-NA DI OBSERVATIONS: Substantial conformance with Soil Report. f. Substantial conformance with Foundation Plans. Identify: cD Iots ILi') , PTDU, ii,.k-e.. S A/€/I9 0 Other COMMENTS: beJ'cI A ,rI'd t'e £-of*v.cS CAOI"e.e r r- ,. ri +<.. z ADr ,l or $1e A fLr! NOTE: FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THE )ISTURE CONTENT SHOULD BE MAINTAINED. - - FIELD COPIES TO '-11GEOCON REPRESENTATIVE IC] - Field Report Tendons at Lot 3 & 4 ESII SCST, LLC - San Diego Client: Project: LEA: 47, Exp: 04/2512021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMI- Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Circle Fax: (619) 280.4717 Carlsbad, CA 92008 Report Number: 4 Technician: Kjolsrud, Joseph Certification: ICC 5230739 Date: 12/06/2019 Authority Having Jurisdiction: Other Other Jurisdiction: City of Carlsbad Permit Number: CBR20I9-0176 and CBR20I9-1245 Architect: WI-IA Engineer: Swanson & Associates Contractor: Four Corners Start Time 13:30 End Time: 15:30 Time (Hours): 2.00 Location Details: Lots 3 and 4 slab and footings Service Being Performed: Special Inspection Type of Inspection: Prestressed Concrete Inspection Frequency Is: Periodic Work Identified Within This Report Was Conducted: Prior to my Arrival Material Classification: A615 grade 60 reinforcement bars, tendons are A-416/270k,1/Z' 7 wire strand Prestressed Concrete Report Type: Inspection of Tendon Placement P.T. Tendon Placing, Spacing, Count Drappi Cover, and Clearance was Inspected and in Accordance with Approved Documents: No Details: Following the placement PCC at lots I & 2. The installation of PT tendons and reinforcing at lots 3 & 4 was reviewed. The elements required per plan at both lots were found to be present However, at the time of my observation the tendons were temporarily supported out of position. To allow for removal of saturated soil in the footing spaces. Also at be beams connecting to pad footings, reinforcing was coated with mud that must be removed before concrete placement. The correction of these conditions was underway at the time of my review. While observing the work in conjunction with the supervisor of the work these items of correction were discussed. Status of Work Element: Work Element Inspected Pending Completion. Discrepancy: No cc: Project Architect; Page 1 of 1 Structural Engineer Project lnspector, DSA Regional Office (If Applicable); December 2, 2019 City of Carlsbad Development Services Department 1635 Faraday Ave. Carlsbad, CA RE: Building Setback Verification Letter 1647/1649(ADU) Brady Circle (Lot 3), Carlsbad, CA APN 205-221-03 To Whom It May Concern: Coastal Land Solutions, Inc. performed a land survey of the site on November 25, 2019. During our site visit, we verified that the building forms for the proposed structure were within the setback lines as depicted on the architectural plan 2B. The original building layout that was surveyed by this office was based upon the architectural plans prepared by William Hezmalhalch Architects dated May 14, 2019 and Precise Grading Plans, sheet 4 of 6- City of Carlsbad Drawing # 515-3A for Project No. CT 2018-0003. Closest Measured Distance to Boundary Line Plan Dimension South Side 6.58' 6.18' SYSB North Side 6.20' 6.18' SYSB East Side 48.67' 12.36' RYSB West Side 33.04' 20.00' FYSB If you should have any questions in reference to the information listed above, please do not hesitate to contact this office. '0 r W En g h Robert C. Ladwig L.S. 3189 President Ladwig Design Group, Inc. P.O. Box 2258 Carlsbad, CA 92018 Ph: (760) 438-3182 Fax: (760) 438-0173 9GEOCON FOUNDATION OBSERVATION REPORT PROJECT NAME: rnnrçuA 0Ar4 PROJECT NO. 192 2t1 LOCATION: Ror fr. in k1- AGENCY PROJECT NO: APPROVAL! PERMIT NOS: DATE 5: C9ZbI'1 - 12-Sv I FOUNDATION TYPE: C6122-°" 0 ADDITIONAL OBSERVATION REQUIRED 000NVEN11ONAL CDI1 ' SUBSTANTIAL CONFORMANCE PURPOSE OF OBSERVATION Check soil conditions exposed are similar to those expected Check footing excavations extend to minimum depth recommended in soil report Check footings have been extended to an appropriate bearing strata O Other • • APPLICABLE SOIL REPORT: TITLE: riOhL __ çC DATE: '1 SOIL REPORT RECOMMENDATIONS BASED ON: i JL Expansion Condition JI Very Low (0-20) 0 Low (21-50) 0 Medium (51-90) 0 High (91-130) 0 Very High (>130) 'RI, Fill Geometry Q.cf1?c.c' O Other: MINIMUM FOUNDATION RECOMMENDATIONS: Footing Depth: 0 12 Inches 0 18 Inches 0 24 Inches OTHER: i'r nc Footing Reinforcement: 0 No.4 T&B 0 2-No.4 T&B 0 2-No.5 T&B 9, Post-Tensioned OTHER: Interior Slob Reinforcement: 0 6x6-10,'10 0 6x6-6/6 0 No.3@24 Inches 0 No.3@18 Inches 0 Post-Tensioned FOUNDATION CATEGORY- 0 NA . )I Sio#1- DII DIII OBSERVATIONS: PL Substantial conformance with Soil Report. Substantial conformance with Foundation Plans. Identify: MACNOIJA fr /LCN Tr-17,u. CA/0612-bl°I O Other SCOMMERTS:-E etSi 3 ii,3'1 j3prj CA~ / (D NOTE. FOOTING EXCAVATIONS SHOULD BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THE SOIL MOISTURE CONTENT SHOULD BE MAINTAINED. __________________________ candtIt.. FIELD COPIES .10 . GEOCON REPR9NTA]VE 4 Field Report See report [Sill SCST, LLC -San Diego Client: Project: LEA: 47, Exp: 04/25/2021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321. National City, CA 91950 Brady Circle Fax: (619) 280-4717 Cadsbad, CA 92008 Report Number: 5 Technician: Moa, Daniel Certification: ICC #8163948 Date: 12111/2019 Authority Having Jurisdiction: City of Carlsbad Permit Number: CBR 2019-0176 (lot 3), CBR 2019-1245 (lot 4), CBR 2019-1250 (lot 5), CBR 2019-1247 (lot 6) Architect: WHA Engineer: Swanson & Associates Contractor: Four corners Start Time 07:00 End Time: 15:00 Time (Hours): 8.00 Location Details: - Concrete placement at lots 3 & 4 - PT inspection at lots 5 & 6 Service Being Performed: Special Inspection & Technician Services Inspection Frequency Is: Continuous Type of Inspection: Field Technician Services I Prestressed Concrete Work Identified Within This Report Was Conducted: During my Time on Site Material Classification: Concrete / PT tendons Prestressed Concrete Report Type: Placement of Concrete / inspection of Tendon Placement P.T. Tendon Placing, Spacing, Count, Drape, Cover, and Clearance was Inspected and in Accordance with Approved Documents: Yes Details: Arrived on site and set up testing materials for concrete placement at the following locations. Concrete was being placed by overhead boom pump for approximately 200 plus cubic yards. Consolidation achieved by mechanical vibration. Notified foreman or four corners thars vibration was needed at NE corner of footing slab lot 4. Two sets of six 4x8 cylinders were taken and left on site for initial curing: - lots 3 & 4 Performed PT tendon inspection at lots 5 & 6. PT tendons and reinforcing steel appeared to be acceptable per plans. Soil appeared to be lumpy due to previous rain. Was notified by Rick that soil compaction testing still needed. cc: Project Architect Page 1 of 2 Structural Engineer; Project Inspector DSA Regional Office (If Applicable); Field Report See report SCST. LLC - San Diego LEA: 47, Exp. 04/2512021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 2804321 Fax: (619) 280-4717 Client: Project: Pebble Creek Companies 190318N 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebbls Creek Companies National City, CA 91950 Brady Circle Carlsbad, CA 92008 111 Status of Work Element: Work Element Inspection Completed, In Accordance with Approved Documents. Discrepancy: No On-Site Field Signature, Confirming Hours. Daniel Moa 12/11/2019 cc: Project Architect; Page 2 of 2 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); Field Report Field Report-12-13-19 SCST, LLC - San Diego LEA: 47, Exp: 04/25/2021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 280-4321 Fax: (619) 280-4717 Client: Project: Pebble Creek Companies 190318N 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies National City, CA 91950 Brady Circle Carlsbad, CA 92008 Report Number: 6 Technician: Bachour, Nathen Certification: San Diego: 1341 Date: 12/13/2019 Authority Having Jurisdiction: City of Carlsbad Permit Number: CBR 201 91351(Lot 7)) Arãhitect: WHA Engineer: Swanson '& Associates . Contractor: Four corners Start Time 05:00 End Time: 07:00 Time (Hours): 2.00 Location Details: PT inspection of Foundation and SOG at lot #7 Service Being Performed: . Type of Inspection: Prestressed Concrete Special Inspection & Technician Services Inspection Frequency Is: Continuous Work Identified Within This Report Was Conducted: Prior to my Arrival Material Classification: PT tendons: ASTM 416 Prestressed Concrete Report Type: Inspection of Tendon Placement P.T. Tendon Placing, Spacing, Count, Drape, Cover, and Clearance was Inspected and in Accordance with Approved Documents: Yes C Details: - Arrived on site for PT inspection of Foundation and SOG at Lot V. - review. the PT 1 plane, for Lot V. - Performed PT tendon inspection for Foundation and SOG at lot V. - PT tendons and reinforcing steel appeared to be acceptable per plans. - Was notified by Rick that soil compaction testing still needed. cc: Project Architect; Page 1 of 4 Structural Engineer; . . Project Inspector; DSA Regional Office (If Applicable); . oc Field Report Field Report-12-13-19 IS] H SC,LLC - San Diego Client: Project: LEA: 47, Exp: 04125/2021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Circle Carlsbad, CA 92008 Fax: (619) 280-4717 Caption: PT Plan Caption: PT Foundation and SOG I .NOTE:sEEoEYAIlD&29%jp FORHOLOOWNFORN * - %__. V. 01 J Al GDUO _T JJ7 . . th—ROO h PLANt J127 / ALL F 1A4OJtfO1BE ENCAPSULA1!L.L!!!LJ cc: Project Architect; Page 2 of 4 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); 0 IN Field Report Field Report-12-13-19 "N SCST, LLC - San Diego LEA: 47, Exp: 04/25/2021 6280 Riverdale St. San Diego, CA 92120 Phone: (619) 280-4321 Fax: (619) 280-4717 Client: Pebble Creek Companies 301 West 28th Street, Suite A National City, CA 91950 Project: 190318N Magnolia-Brady CMT - Pebble Creek Companies Brady Circle Carlsbad, CA 92008 cc: Project Architect; Page 3 of 4 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); Field Report Field Report-12-13-19 SCST, LLC - San Diego Client: Project: LEA: 47, Exp: 04/25/2021 6280 Riverdale St. Pebble Creek Companies 190318N San Diego, CA 92120 301 West 28th Street, Suite A Magnolia-Brady CMT - Pebble Creek Companies Phone: (619) 280-4321 National City, CA 91950 Brady Circle Fax: (619) 280-4717 Carlsbad, CA 92008 Status of Work Element: Work Element Inspection Completed, In Accordance with Approved Documents. Discrepancy: No cc: Project Architect; Page 4 of 4 Structural Engineer; Project Inspector; DSA Regional Office (If Applicable); Cc ity of Carlsbad SPECIAL INSPEICJ AGRE;;t9R B450ci VAS -rV flf Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building CodeftfidUbQIh§ !bust be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Project Address: 1534 Magnolia Avenue, Carlsbad, CA 92008 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) Taylor D Ashton (First) (MI.) (Last) Mailing Address: 30 Via Latigo, Rancho Santa Margarita, CA 92688 Email: TaYl0r@asht0n3.com Phone: 949-584-2041 I am: Property Owner [Property Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number: 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, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted o th approved plans and, as required by the California Building Code. Signature: Date: 10/11/2019 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Pebble Creek Companies Please check if you are Owner-Builder 0 Name: (Please print) Gary L. Arnold (First) (MI.) (Last) Mailing Address: 3802 Main Street, Suite 10, Chula Vista, CA 91911 Email: gary@pebblecreekcompanies.com Phone: 619 09380312 State of California Contractors License Number: 931309 Expiration Date: 04/30/2021 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 provide a final report / letter in compliance with CRC Section 1704.1.2 prior to requesting final Sig OcT B-45 Page 1 of I Rev. 08/11 EsGil A SAFEbu1tCompany DATE: 10/22/2019 JURISDICTION: Cärlsbad, PLAN CHECK #.: CBR2019-1251 SET: IV PROJECT ADDRESS: 1631 Brady Circle APPLICANT 11ti JURIS. PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, LLC 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. E] The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicants copy of the check list has been sent to: Tim Seaman 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: Tim Seaman Telephone #: 619 993-8846 Date contacted: 1423)14 (by:54') Email: tim@bhpsonline.com Mail Telephone Fax In Person REMARKS: Note to City: approvedsetiyJ By: Ryan Murphy (for T.F.) Enclosures: EsGil 10/17/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 /1 E s G *1 A SAFEbuItt Company DATE: 9/27/19 JURISDICTION: Carlsbad O APPLICANT 0 JURIS. PLAN CHECK#.: (çpiI9I2ii PROJECT ADDRESS: 1631 Brady Circle PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, IJLC Liii 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. jJ 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. Ill 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: Tim Seaman 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: Tim Seaman Telephone#: 619 993-8846 CDC-6-nTa-c-fe-d.Email: tim@bhpsonline.com Tele hoiqe 'I Fax In Person L1Rs. By: Tamara Fischer Enclosures: EsGil 9/19/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2019-1251 9/27119 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. 9/27/19: The notes in bold, underlined font are current. 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. GENERAL A. 9/27/19: Please remove trusses from deferred submittal list as the truss designs were submitted. FOUNDATION 10. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (as required by the soil report). Also, in the letter (or a separate one) have the soil engineer comment on the lack of steel in the bottom of perimeter footings and interior stiffener beams, as section 7.8.7 of the soil report recommends this. 9/27/19: The requested letter(s) was/were not received. Please include with the next submittal, as this is one of the main items holding up approval by Esqil. CONTINUED Carlsbad CBR20 19-1251 9/27/19 12. Where expansive or collapsible soils are known to exist, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. 9/27/19: I do not see where it is shown on the Civil plans that roof drainage will be discharged at least 5' from the foundation, as indicated on the response. Please point out where this is shown on the next submittal. STRUCTURAL 21. Please complete the Carlsbad Special Inspection form, available at httD://www.carlsbadca .qov/civicx/filebank/blobdload.asDx?Blobl D=251 07 9/27/19: The completed form was not received. It will need to be included with the next submittal or presented to the City at permit issuance. B. 9/27/19: Some of the truss calculations are using a top chord dead load of 10 psf which does not match the structural calculations (and the roof covering is tile). PME 25. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). I see the note referencing the code section, but these rooms need to be specifically called out or the information added to the legend (as it is for rooms without GFCI). 9/27/19: Response stated that the legend was updated on sheet A2.2.1 & A2.2.2. Please see the clouded note at the legend. I believe there is a typo, as it does not mention AFCI. CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 30. Please complete the City of Carlsbad form for Construction Waste Management. Available at https://www.carlsbadca.qov/civicax/filebank/blobdload.aspx?BloblD34404. 9/27/19: The completed estimate portion of the form was not received. It will need to be included with the next submittal or presented to the City at permit issuance. CONTINUED I '. Carlsbad CBR20 19-1251 9127/19 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Please answer the question below and list any changes not due to our corrections since the original submittal. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes El No L3 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. Esoil ASAFEbUitt'Company DATE: 8/26/19 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: BR2O19Ij f -II PROJECT ADDRESS: 1631 Brady Circle PROJECT NAME: Custom SFR with Attached Garage for Magnolia A3, LLC Li 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 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. 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: Tim Seaman 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: Tim Seaman Telephone #: 619 993-8846 Date contacted: (by: ) Email: tim@bhpsonline.com Mail Telephone Fax In Person Li REMARKS: By: Tamara Fischer Enclosures: EsGil 8/15/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2019-1251 8/26/19 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. 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. FOUNDATION IMPORTANT NOTE: PER MY CONVERSATION WITH THE BUILDING OFFICIAL, THE POST-TENSIONED SLAB DESIGN CANNOT BE A DEFERRED SUBMITTAL. ORIGINAL CORRECTIONS 7-12 BELOW MUST BE RESOLVED PRIOR TO PERMIT ISSUANCE. Please provide a reverse post tension plan to match the architectural and structural drawings. Please remove post tensioned slab plans which do not apply to this permit. Also, final Post Tensioned Slab Plans will need to have the "Not for Construction" notes remove. Please provide a copy of the Post tensioned Slab calculations for review with the next submittal. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (as required by the soil report). Also, in the letter (or a separate one) have the soil engineer comment on the lack of steel in the bottom of perimeter footings and interior stiffener beams, as section 7.8.7 of the soil report recommends this. CONTINUED Carlsbad CBR2019-1251 8/26/19 Show on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. 2% of for impervious areas only. Civil plans do not show compliance in some areas. Section R401.3. Where expansive or collapsible soils are known to exist, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. STRUCTURAL Please provide structural connection details which match the architectural details for each condition of guardrail. Show capability to resist a concentrated load of 200 pounds in any direction along the top rail per Table R301.5. Calculations may be required. (I see the calculation on page 9.1, but it does not match the architectural plans). I see that new details and calculations were provided, but the railings are now listed as a deferred submittal. Please clarify. 21. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca.qov/civicx/filebank/blobdload.aspx?BIoblD=251 07 The completed form was not received. PME 23. Provide electrical service load calculations (including EVSE capability). Show on the plan the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram and panel schedules. Response was "Addressed by electrical subcontractor." I did not receive any separate electrical responses. Please provide the requested information. 25. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCI). NEC 210.12(A). I see the note referencing the code section, but these rooms need to be specifically called out or the information added to the legend (as it is for rooms without GFCI). CALIFORNIA GREEN CODE AND ENERGY CONSERVATION 30. Please complete the City of Carlsbad form for Construction Waste Management. Available at htts://www.carlsbadca.qov/civicax/filebank/bIobdIoad .asøx?BIoblD=34404. The completed estimate portion of the form was not received. CONTINUED Carlsbad CBR2019-1251 8/26/19 Please remove, cross out, or identify as N/A the CFI-Rs on Title 24 sheets which do not apply to this permit. Response was: "To be addressed by the Title 24 Engineer." I did not receive separate T24 responses and the requested change was not made. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. The gas design could not be located. Please provide it. 36. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Please specify minimum 71 CFM for whole building ventilation fan (per energy design) and a maximum noise rating of I Sone. Please specify maximum noise rating of 3 Sane for bathroom fans and kitchen range hood. I did not receive separate T24 responses MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Please answer the question below and list any changes not due to our corrections since the original submittal. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. I :EsGiI A sAFEbuitrcompany DATE: 6/5/19 JURISDICTION: Carlsbad PLAN CHECK #.: CZARZ Si'M PROJECT ADDRESS: 1631 Brady Circle U APPLICANT U JURIS. PROJECT NAME: Custom SFR with Attached Garage and Guest Suite for Magnolia A3, LLC LI 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 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. 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: Tim Seaman 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: Tim Seaman Telephone #: 619 993-8846 Date contacted: (by: ) Email: tim@bhpsonline.com Mail Telephone Fax In Person LI REMARKS: By: Tamara Fischer Enclosures: EsGil 5/21/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad CBR2019-125 1 6/5/19 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2019-1251 JURISDICTION: Carlsbad PROJECT ADDRESS: 1631 Brady Circle FLOOR AREA: 2836 sq ft SFR 525 sq ft Guest Suite, 697 sq ft Gar 204 sq ft Coy Porches REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/5/19 STORIES: 2 HEIGHT: 24' approx. per CRC DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/21/19 PLAN REVIEWER: Tamara Fischer FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2019- 1251 6/5/19 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-1251 PREPARED BY: Tamara Fischer DATE: 6/5/19 BUILDING ADDRESS: 1631 Brady Circle BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFR 2836 141.76 402,031 Guest Suite 525 141.76 74,424 Gar 697 36.98 25,775 Coy Porch 204 12.33 2,515 Prefab FP 1 3,373.05 3,373 Air Conditioning 2836 5.31 $15,059 Air Conditioning 525 5.31 2,788 Fire Sprinklers 3533 4.01 14,167 Fire Sprinklers 525 4.01 2,105 TOTAL VALUE 542,238 Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee [] 1997 UBC Plan Check Fee [j Type of Review: El Complete Review U U Repetitive Fee Other Repeats Hourly EsGil Fee U Structural Only HHr. I $140.811 Comments: Same 1o(1408.07 F- Sheet 1 of 1 Carlsbad CBR2019- 1251 6/5/19 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. GENERAL All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses (if deferred), fire sprinklers, 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." Please show that smoke alarm in suite living is minimum 3' away from the tip of ceiling fan blade. Section R314. As shown, the guest suite is not a dwelling unit since it does not contain a cooking appliance. Please provide a note on the plans that no cooking appliances will be installed. If a cooking appliance is to be installed, the building will be considered a duplex for purposes of building code compliance, requiring one-hour rated wall, ceiling and ceiling supporting elements separating the dwelling units, etc. CONTINUED Carlsbad CBR2019- 1251 6/5/19 Please revise floor plan keynote 445 to reference the correct detail(s). I see two details, (E&FI D5. 1), one for a 34-38" guard along the stair and one for the 42" guard along the loft. Please clarify the keynote. Also, detail F/05.1 (42" guardrail) states the measurement is from the tread nosing. Please correct. Please check the right side of the upper roof line at left elevation, sheet 2.4.2. FOUNDATION Please provide a reverse post tension plan to match the architectural and structural drawings. Please remove post tensioned slab plans which do not apply to this permit. Also, final Post Tensioned Slab Plans will need to have the "Not for Construction" notes remove. Please provide a copy of the Post tensioned Slab calculations for review with the next submittal. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (as required by the soil report). Also, in the letter (or a separate one) have the soil engineer comment on the lack of steel in the bottom of perimeter footings and interior stiffener beams, as section 7.8.7 of the soil report recommends this. Show on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. 2% of for impervious areas only. Civil plans do not show compliance in some areas. Section R401.3. Where expansive or collapsible soils are known to exist, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. STRUCTURAL Please provide structural connection details which match the architectural details for each condition of guardrail. Show capability to resist a concentrated load of 200 pounds in any direction along the top rail per Table R301.5. Calculations may be required. (I see the calculation on page 9.1, but it does not match the architectural plans). * CONTINUED Carlsbad CBR2019- 1251 6/5/19 14. Please show and call out stair and landing framing on the framing plan. 15. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. (Unless they are to be a deferred submittal). Truss- to- truss connection hardware must be shown on structural plans or truss layout. Attic FAU should be considered in truss design. 16. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. 17. Please show the double studs and posts shown on roof framing plan carrying down to foundation where not supported by a beam. 18. Please provide calculations for cantilevered I-joists supporting bearing wall above. 19. There is no hold down at one end of the shear wall at grid 3, lower level. 20. Please justify detail 32/S5 for shear transfer at grid 5. 21. Please complete the Carlsbad Special Inspection form, available at http://www.carlsbadca.qov/civicx/filebank/blobdload .aspx?BloblD=25 107 PME 22. Please complete the detail reference at floor plan keynote 322 for attic FAU. 23. Provide electrical service load calculations (including EVSE capability). Show on the plan the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram and panel schedules. 24. Please provide additional receptacle outlets in suite living room and main house living room to comply with CEC Article 210.52 (Maximum 6' from wall ends and door openings, Maximum spacing of 12' o.c). 25. Show that kitchen and laundry outlets are AFCI protected (in addition to GFCl). NEC 210.12(A). 26. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: A 20-ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 27. Please specify that the tankless water heater in the garage will be mounted to be above the path of vehicles. CPC Section 507.13. CONTINUED Carlsbad CBR20 19-1251 6/5/19 CALIFORNIA GREEN CODE AND ENERGY CONSERVATION Please revise California Green Code notes to indicate maximum 1.8 GPM for showers per current requirements. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Please complete the City of Carlsbad form for Construction Waste Management. Available at https:I/vvww. carlsbadca .gov/civicax/f ilebank/blobd load. aspx? Blob 10=34404. Per City Ordinance, the EVSE ready space shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. Please remove, cross out, or identify as N/A the CFI-Rs on Title 24 sheets which do not apply to this permit. Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A complete gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. All domestic hot water piping to have the following minimum insulation installed: 1/2" pipe (1/2" insulation); 3/4" pipe (1" insulation); 1" to 144" pipe (144" insulation). CPC 609.11 & ES 150.00). Additionally, the 1,4" hot water pipe to the kitchen sink, and the cold water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.00). Below grade hot water piping is required to be installed in a waterproof and non- crushable sleeve or casing that allows for replacement of both the piping and insulation. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Please specify minimum 71 CFM for whole building ventilation fan (per energy design) and a maximum noise rating of I Sone. Please specify maximum noise rating of 3 Sone for bathroom fans and kitchen range hood. CONTINUED Carlsbad CBR2019-1251 6/5/19 MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No L3 The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil. Thank you. tSSIONAI SWA - STRUCTURAL SEP 18 2019 ISSUE DATE 05/08/19 I BU LDNG DtVIS(OM CALCULATIONS CITY OF CARLSBd TEO I PROJECT Description: 2 Single Family Client: Magnolia A3 LLC Name: LOT 7 PLAN 2AR R3-V8 Dwellings Taylor Ashton, director Magonolia Tract DESIGN CRITERIA Building Type: Bearing wall system Steel: ASTM A992 W-Shapes (if used) ASTM A36 rolled shapes, bars & plates Construction: Stud walls, sawn lumber ASTM A53 Grade B pipe columns wood timbers, plywood sheathing ASTM A500 Grade B H55 tube steel Grade 40 & 60 reinforcing bars Codes: 2016 CBC & 2016 CRC ASCE 07-10,2015 NbS Concrete: 2,500 psi at 28 days, U.N.O. Higher strength where noted Wood: Studs - Stud grade, Standard .& btr. Posts - Standard & better Masonry: 1,500 psi grade N standard weight Beams - bF#2 or better .Concrete Masonry Units Joists - I-Joists GLBs - 24F-1.8E Soils & bearing: LSL- laminated strand rims and beams PIT slab design by others LVL - laminated veneer microlam beams and joists PSL - parallel strand beams BWLDING LOADS . Roof Loads psf Floor Loads psf Lt. wt. topping Roofing (tile) 9.5 Floor Finish (carpet) 1.2 112 Sheathing 1.4 Sheathing 2.0 2.0 Rafters or trusses 3.2 Joists 26 2.6 Ceiling 2.2 Ceiling 2.6 2.6 Misc. & insulation 1.7 Misc. di insulation 3.6 3.6 Total Roof bL ............................................................18.0 psf Total Floor bL ..........................12.0 psf 22.0 psf Roof Live Load (less than 4:12 pitch) ...................20 psf Roof Live Load (4:12 pitch or steeper) ................16 psf Roof Live Load (12:12 pitch or steeper) ..............12 psf Exterior Walls psf Stucco or siding 10.0 Studs 1.1 Gypsum board 2.2 Misc. & insulation 1.7 TotalWall DL ............................................................15.0 psf Floor Live Load .........................40 psf Balcony Live Load .....................60 psf 1.5 x L Exit Live Load ...........................100 psf Interior Walls psf psf Shear panel 2.0 Studs 1.1 1.1 Gypsum board 4.4 4.4 Misc. di insulation 2.5 2.5 Total Wall DL ...........................8.0 psf 10.0 psf Swanson di Associates 17055 Via Del Campo, Suite 100, biA UY7 J &M 11 858) 487- Magnolia 04/04/18 Calculation Commentary: These calculations as submitted on a lot by lot basis are an exerpt from a combined set of a two plan tract. When the plan is noted as a reverse plan. (example Plan 2AR), the beam reactions RI and R2 and the orientation of the loading will be reversed from standard convention. The calculation package is identical for the following lots Plan 1 calc package Lot 2 lot 4 lot 6 Plan 2 calc package Lot 1 Lot 3 Lot 5 Lot 7 RI A 4,11 ! Ill 86 6' 54 44 36 30 25 22 NOW ~-g!ggvgk 4-owl".100 _83695849 ., 0 , .- - - 59,Z97250213183 d60 1_lt411iF1OO 0 o.. (A 45 35 27 22 18 15 12 10 9 17513410685 69 57 47 40 34 2 41 094-1ö4 175 144 120 101 86 244 205 175 2016 CRC/CRC 0 Size Modulus inertia Allowable Allowable Span in feet for beam or joist sizes (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration, Laterally fully braced, repetitive member increase for 2x members. inches in2 in in (lbs) (lb-ft) (Ibs) (lb-ft) 3 ft. 4 ft. 5ft. 6 ft. 7 ft. 8 ft. Sift. 10 ft. lIft. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 1.5x3.5 5.25 3.06 5.36 788 211 630 169 11J11 8 7 5 4 3 3 2 2 11%-41i 63 48 37 29 23 19 15 13 11 9 17417, 514 15x725 1088 1314 4763 1.631 1,700 1,305 1,360 1,094 43 35 30 25 21 IA 5 88 f~Llffi@ Ojs j2 01 _____4 Y2 1.5 x 11.25 16.88 31.64 177.98 2.531 3.411 2,025 2,729 1,094 if 820 65e 47 ia5, B8 389 8iti5;0 1,094 35 x 35 1225 715 1251 1,838 1,005 1,470 804 7,1 4O.T257i 176 111 WJ J5 !24'151T 35 x 725 2538 3066 11115 3.806 3,737 3,045 2,989 2 188 i ________________________ f=-40,'91 8{ 6*478ti4 35 x 1125 3938 7383 41528 5,906 8,459 4,725 6,766 4,375 3,281 iJ 138 I 1 I 4,375 3,281 2 62 UMem i1,89f393 3.5 x 15.25 53.38 135.66 1,034.42 8,006 14J31 6,405 11,305 _4,3753,2812,6252,188 it8 j23 f,5jj L9Q _681255 175 55 x 55 3025 2773 7626 42853466 34282773 25 56 RIA Jj 34 i&44 55 x 95 5225 8273 39296 740211634 59229307 6,875 II 604 J81 6,875 -5,156 ]3ii2}22Z 1 74.251 167.06 11,127.67110.519 23,188 1 8,415 18,55016.875 5,156 4.125 3,438 2,946 Nominal Size 2x4 2x8 110-119 2x12 2x14 - 4x8 442 446 6x6 RXIS 6x10 6x14 Section Properties & Design Loads Moment I Root Loads I Floor Loads Actual Area Section of LDF: 1.25 LDF: 1.00 0 11x14 LSL 1.25 x 14.0 17.50 Z5597 4296..66 1,035777621518444388345311Th3I197157128105887463 40.83 285.83 6,1987,129 4,958 5,703 1,035 777 621 518 444 388 345 311 282 259 239 222 IL9LIg64 173 144 121 103 1,035777621518444388345311282259 _239222207194183173154 j4x1T llxllj LSL W'Io 1.75 x 11.88 jJ 20.78 41.13 244.21 5,3689,971 4,2957,977 1,838 1,378 1,103 919 788 689 613 551 501 404 318 254 207 170 142 120 102 L,83813781,103919788689613551501459424__394339279233196167 IF 1*x16LSL il4b0 11.75xl6.01 28.001 74.67 9iY 1 597.33 17,23317,611 15,78714,089 11,8381,3781,103919788_689613551501459424394368345324293249 31_Timberstrand LSL 31x4f LSL 3x7 LSL IVA RM 314LSL 1jts1. 343 LSL 3*x16LSL 3.5 x 4.38 35 x 725 35 x 95 J 35 x1188 3.5 x16.0 15.31 2538 I'm I 3325 38 4156 5600 1117 3066 5265 8226 149.33 24.42 I 11115 48iI4 25007 48841 1,194.67 5,423 2,170 89875687 4,3391,736 71904550 855Jfj 86 _484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 556350235165120907055443629242118 2,485 1,864 6O74 538378 275 207 159 125 100 82 67 56 47 40 485 _1.86414911243 463348268211169137113947968 859013027 1073719941 14,46735,222 687210422 i]5 6,300 4725 _______ 980714 537 413 325 260 212 174 145 123 104 30047253780 3,150 891687540432352290242203173 859015953 11.573 28,178 6300 4,725 3780 3,150 2$Tl5742J,l 048808635 509 413 341 284 239 203 3004725378031502700236321001I7414 __c31rq34833678558465392333 6,3004,7253,7803,1502,7002,3632.1001,8901,718 _156_3)1_833695585498 At roof loading conditions where shear or bending governs, use a 1.25 LbF adjustment to the above values. At roof loading conditions where deflection governs, use 01.15 deflection adjustment factor to the above values. Shading in The span / allowable uniform load table indicates That bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. Section ProperitE Moment Roof Loads Floor Loads (w) Nominal Actual Area Section of LDF = 1.25 LDF = 1.00 Size Size Modulus Inertia Allowable Allowable Sp (b) x (d) (A) (5) (I) Shear Moment Shear Moment No inches in2 in3 in4 (Ibs) (lb-ft) (Ibs) (lb-ft) 10 Parollam PSL 9PSb 395 rirroj 91 x11f PSL 3.5 x 11.88 41.56 82.26 488.41 10.044 24,878 8.035 19,902 hf.! [or 7Ir x16 PSL I 3.5 x 16.0 156.00 1149.33 11,194.67 113,533 43,693 110,827, 34,955 ILO 51x11f PSL 5.25 x 11.88 62.34 J A60732.2 15,066 37,317 12.053 29,854 12 51x16 PSL 5.25 x 16.0 1,84.00 224.00 1,792.00 20,300 65,540 116,240 52.432 i 7xlif PSL 7.0 x 11.88 83.13 164.52 976.83 120.089 49756 116.071 39.805 Q O 7x16 PSL 7.0 x 16.0 112.00 298.67 2,389.33 27,067 87,387 121,653 69,909 or. • I J 01 ueSlgfl LOQUS CAS 2016C8C/CRC Allowable Uniform Loads n in feet for beam or joist sizes veal duration, Laterally fully braced, repetitive member increase for 2x members. ft. lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20 ft; 21 ft. 22 ft. 23 ft. 24 ft. 25 ft. 26 ft. -I. • M 716 551 434 347 282 233 194 163 139 119 103 89 78 69 61 54 316j1 077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 73 ,1,79& i'i8Tii 903 744 621 523 445 381 329 286 251 221 195 173 26 2,297 1,838 1,531 1.313 1,148 1.021 919 780 664 569 491 427 374 329 291 259 63 2,297 1,838 1.531 1,313 1,148 1,021 919 835 766 707 656 609 533 469 415 369 !. 0 r- 29 1.074 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 8849745 1,270 1.017 827 681 568 479 407 349 301 262, 229 202 179 159 2 &94 2 263'? i'g 1,355 1,117 931 784 667 572 494 430 376 331 293 260 95 3 467'2 913 2 4822 140 )l 864 l'6399O 1,171 995 853 737 641 561 494 437 388 1,417 1,215 1,050 913 799 703 622 553 05 1,431 1,103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 84'Y2632j 2.153 1.694 1,356 1,103 909 757 638 543 465 402 349 306 269 238 212 46 3592' '018'i57 Y2'i 1,807 1,469 1,241 1,046 889 762 658 573 501 441 390 347 93 4 622 3,8843 39 2 853 2 486 2,18 853 1 561 1,327 1,138 983 855 748 658 583 518 7,O4iW141 I RRO I Afl IQO I I7 I flAR 0R eso or 3x11* GLB 3.5 x 11.88 41.56 82.26 488.41 9,178 20.565 7,343 16,452 LL 3j1O JJOV 346 GLB 3.5 x 16.0 56.00 149.33 1 1,194.67 112,367 37,333 19.893 29.867 or 644 496 390 312 254 209 175 147 125 107 93 81 70 62 55 49 L0,88914 762 610 496 409 341 287 244 209 181 157 138 121 107 95 670 559 471 400 343 296 258 226 198 176 156 702 597 512 729 442 630 385 548 337 479 296 422 262 373 233 332 5*44 GLB 5.5 x 14.0 77.00 179.67 1,257.67 17,004 43,715 13.603 34,972 ii io ___ 4. 19)' 5x18 GLB 5.5 x 18.0 99.00 297.00 2,673.00 21,863 70,469 17,490 56,375 52LB 24.0 .13 52&00' &i 2iàVi2'i7* 3,3W97,3i? * Glu-lam Girders 6 Beams (24F-1.8E or 24F-V4 with standard camber) ,1 GLBJ 675x 165 '11138'I30628 I&P2 ! ItLZt!. 19 676 57 4 6448 GLB I 6.75 x 18.0 121.501 364.50 I 3.280.50126.831 84,732 121.465 67,786 959 780 642 536 451 384 329 284 247 216 190 168 150 878 739 629 539 466 405 354 312 276 245 1,104 938 805 695 604 529 466 412 366 '3012 a 990 861 753 663 587 521 935 814 712 627 554 493 4214 1.056 924 814 720 640 use as 14' Tfl 210 12.06 x At roof loading conditions where shear or bending governs, use 01.25 LbF adjustment to the above values. At roof loading conditions where deflection governs, use 01.15 deflection adjustment factor to the above values. Shading in the span / allowable uniform load table indicates that bending (Pb) governs. Shear governs to the left of the shading, and deflection governs to the right. Magnolia 4/4/2019 Typical Framing Elements Roof Framing Trusses @ 24" 0/c (bL: 18 psf, LL: 20 psf) Factory Manufacturer's design by others 2x Convetional Rafters & Fill Framing W : (24/12) (18 psf + 20 psf) = 76 psf 2x4 @ 24" 0/c spans to 4'-8" 2x6 @ 24" o/c spans to 9'-10" 2x8 @ 24" o/c spans to 13'-0" 240 @ 24" 0/c spans to 16'-4" 2x12 @ 24" 0/c SQfl$ to Floor Framing I-Joist floor joists (TrusJoist or equal) - (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-ES ESP-1387 & ESR-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. W = (16/12) (12 + 40 psf) = 69 psf W = (19.2/12)(12 psf + 40 psf): 83 psf Opening Headers & Misc. Beams Hi (w i 170 plf) Roof Floor 6x4 (Max. Span :) 7'-5" 7'-0" 6x6 11'-8" 11'-i" 6x8 15'-li" 15'-l" 6x10 20'-2" 19'-2" 6x14 28'-8" 27'-2" 5*x9+ PSL 21'-4" 20'-3" H2 (w 1370 plf) Roof Floor 6x4 (Max. Span:) 5-6" 4'-11" 6x6 81-7" 71-811 6x8 111-9" 10'-6" 6x10 15'-6" 14-2" 5*x94 PSL 16'-6" 15'-8" 5*x11i PSL 20'-7" 19'-7" H3 (wi 570 plf) Roof Floor 6x4 (Max. Span :) 4'-5" 41-0" 6x6 6'-11" 61-2" 6x8 96-6" 8'-6" 6x10 12'-9" 111-5" 642 151-5" 13'-10" 6x14 18'-0" 16'-l" 5*x94 PSL 14'-3" 13'-7" 5*x1lf PSL 17'-10" 16'-11" H4 (w i 770 plf) Roof Floor 6x4 (Max. Span:) 3'-10" 1 3151 6x6 6'-O" 5-411 6x8 81-2" 71-3" 640 101-111' 9'-10" 642 13'-3" 11'-lO" 6x14 15'-6" 13'-10" 5*x94 PSL 12'-ll" 12'-3" 5*xllf PSL 16'-2" 15-4" H5 (w i 970 plf) Roof Floor 6x4 (Max. Span:) 31-5" V-011 6x6 51411 4191# 6x8 71-3" 6'-6" 6x10 90-9" 8'-9" 642 11'_lO" 10'-7" 6x14 13'-9" 12'-411 5*x9+ PSL 11'-il" 11'-4" 5*xllf PSL 14'-ll" 14'-2" H6 (w i 1170 plf) Roof Floor 6x10 (Max. Span:) 8'-11" 7'-11" 6x12 101-9" 9-7" 5*x9 PSL 11'-3" 101-8" 5+xll* PSL 14'-0" 13'-4" See uniform loads table on DOOØ 2 and 3 for additional ;pans or load conditions not specifically addressed here. Magnolia 4/4/2019 Stud Column Capacity 2016 CBC/CRC 34" Stud Wall Nominal Size Sill/Top Plate Max. Load 6 Ft. 7 Ft. 8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. 2x4 Standard 3,281 lbs 4 136 lbs '3 288 lbs N/A 2x4 Standard 6,563 lbs ,8 ,272 lbs 6 577 lbs N/A 2x4 Standard 9,844 lbs - 12409 lbs 9 865 Q.*-,`N/A 2x4 Stud 3,281 lbs 3401 lbs 2,890 lbs 2,413 lbs 2,010 lbs 1,683 lbs N/A 2x4 Stud 6,563 lbs 6801 lbs 5.781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9,844 lbs 10,202,lbs 8,671 lbs 7,239 lbs 6,029 lbs 5,050 lbs N/A 2x4 bF#2 3,281 lbs 4666 lbs 3 721 lbs 2,983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A 2x4 bF#2 6,563 lbs 9 331 lbs 7441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A 2x4 bF#2 9,844 lbs 13 997 lbs 11162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9,651 lbs 7673 lbs 6,141 lbs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 4x4 bF#1 7656 lbs 11783 lbs 9 353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 lbs N/A (1) 4x6 bF#1 12,031 lbs :%.18252 lbs 14,565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 4x8 bF#1 15,859 lbs 23676 lb-s.:--".'19005.1W 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 440 bF#1 20,234 lbs `29,670 lbs 23972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 4x12 bF#1 24.609 lbs 6085Jbs.29,155.1bs 23,550 lbs 19.221 lbs 15.900 lbs 11,318 lbs 8.429 lbs N/A 54" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft.' 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8,683 lbs 7653 lbs 6 669 1bs 5,035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A 2x6 bF#2 10,313 lbs 17 367 lbs 15,306 lbs 13 338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26050 lbs 22959 lbs 20007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12,031 lbs 22097 lbs 19 379 lbs 16 821 lbs 12641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 18,906 lbs 24 795 lbs 22955 lbs 20,918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs OR- .33,'812 lbs 31303 lbs 28 525 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 6x10 bF#1 32 656 lbs 0 425 lbs '37 734 lbs 34689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 6x12 bF#1 39,531 lbs 48936 lbs 45678 lbs 41992 lbs 34 285 lbs 17960 lbs 14830 lbs 12419 lbs N/A LSL. Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3+x3f 1.3E LSL 7,656 lbs 7,444 lbs 6,108 lbs 5,069 lbs 3,622 lbs N/A N/A N/A N/A (1) 3+x4* 1.3E LSL 9,570 lbs 9,304 lbs 7,635 lbs 6,336 lbs 4.527 lbs N/A N/A N/A N/A (1) 3jx5j 1.3E LSL 12.031 lbs 11.697 lbs 9,598 lbs 7,966 lbs 5.691 lbs 2,609 lbs 2.122 lbs 1.759 lbs N/A (1) 3101 1.3E LSL 15,859 lbs 15.419 lbs 12,652 lbs 10,500 lbs 7.502 lbs 3,439 lbs 2,798 lbs 2,319 lbs N/A (1) 3jx8j 1.3E LSL 1 18,867 lbs 1 18.343 lbs 15.051 lbs 12,492 lbs 8.925 lbs 4,091 lbs 3,328 lbs 2,759 lbs N/A PSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3fx3f LSE PSL 7656 lbs 10730 lbs 8702 lbs 7169 lbs 5081 lbs N/A N/A N/A N/A (1) 3141 1.8E PSI. 11,484 lbs 16 095 lbs 13 052 lbs 10754 lbs 7 622 lbs 3466 lbs 2 816 lbs 2 333 lbs N/A (1) 3x7 1.8E P51. 15,313 lbs 21460 lbs 17403 lbs 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 5*x5* 1.8E PSI. 17,227 lbs 44 269 lbs 38 114 lbs 32 639 lbs 24142 lbs 11,432 lbs 9,336 lbs 7,760 lbs N/A (1) 5x7 1.8E PSL 22,969 lbs 59026 lbs 50818 lbs 43 519 Ibs' 32 189 lbs'.*15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 30,625 lbs .100,192 lbs lbs 6Z,757.lbs ..34,806:ibu 28,678 lbs 23,982 lbs N/A Eh/1.4: 0.095W Ev/1.4: 0.113W Ev/1.4: 0.239W E/1.4: 0.113W Used 0.117W 0.113W Magnolia 4/4/2019 SEISMIC ANALYSIS, Wood Framed Dwellings In ASCE 7-10 Section 12.14 Simplified Alternative Seismic Loads SS 1.130 le : 1 0.430 besign Category: SMS: (1.05)(1.13) 1.184 Site Class: SM1: (1.57)(0.43): 0.675 SbS: (2/3)(1.0)(1.13): 0.789 fl0 : Sb1: (2/3)(0.68): 0.450 Cd 2016 CBC, Alternate Basic Load Combinatio, 1.00 2 Story Building b F: 1.1 b Fa: 1.0 6.5 (Fa per ASCE Table 11.4.1) 2.5 4.00 besion Loadino. Allowable Stress besian Base Shear Eh (F)(SbS)(W)/R : 0.134W E: (0.2)(Sb5)(b): 0.158W Emh : (2.5)(QE): 0.334W Component Interconnection (ASE section 12.14.7.1) Fp: 0.2(Sb$)W: 0.158W bistribution of Forces 1-Story Weight Roof 24.7 psf x 0.095 : 2.36 psf design at: 2.90 psf 2-Story Story Weight % Weigh t force (Fx Roof 24.7 psf 4370 2.90 psf Floor 33.3 psf 57% 3.90 psf 58.0 psf 6.80 psf Vbose: 58.0 psf x 0.117 : 6.80 psf Magnolia 4/4/2019 WINb ANALYSIS, One Story Transverse Section IN Wind Speed: 110 Vd (not used) = 85 2016 CBC, Basic Load Combinations Exposure: B Kd: 0.85 z9 : 1,200 a: 7.0 Enclosure: Enclosed Kit: 1.0 G: 0.85 Risk: Cot. II P-1 p2 Wind Pressures Element Z K1. & K. cii, & Cl, pf) fpf) Windward Walls 10.0' 0.57 15.13 0.80 7.57 13.01 (not used) Eave Height: 10.0. (not used) Roof Height (h): BY Leeward Wall BY 0.57 15.13 -0.50 -9.15 -3.71 Width (B): 60.0' Roof to ridge (a) 13.1' 0.57 15.13 -0.40 -7.91 -2.46 Length(L): 40.0' Roof to ridge (b) BY 0.57 15.13 -0.03 -3.12 2.33 Roof Angle (0): 18.4° Roof-Leeward BY 0.57 15.13 -0.57 -10.04 -4.59 qh 15.13 (not used) (not used) Windward overhang bottoms 10.0' 0.57 15.13 0.80 10.29 10.29 Note: (not used) P1 has internal pressure (not used) P2 has internal suction Interior Pressure 13.1' 0.57 15.13 ±0.18 (2.72) (-2.72) Wind Left to Right Wind Right to Left Roof Elements Length P1Q(Dlf) P1b(plfi P2a(Dh9 P2b(Dlf P1G(ph9 P1b(lfl P2a(plf) P2b(plfi Left Overhang 1.1' -16.3 -11.3 -16.3 -11.3 -0.9 -0.9 -0.9 -0.9 Left Sloping 20.0' -158.4 -62.4 -49.3 46.7 -201.1 -201.1 -91.9 -91.9 Flat Section 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Sloping 20.0' -201.1 -201.1 -91.9 -91.9 -158.4 -62.4 -49.3 46.7 Right Overhang 1.1' -0.9 -0.9 -0.9 -0.9 -16.3 -11.3 -16.3 -11.3 Roof Totals Horiz. Vert. Vertical Elements Left to Right Right to Left Pici (Left to Rt) 8.6 -357.4 Length P1 (plf) P2 (plf) EL(plf) P2 (lf) Pib (Left to Rt) 40.6 -261.5 Left Walls-Upr 4.5' 34.0 58.6 41.2 16.7 P2o (Left to Rt) 8.6 -150.4 (not used) P2b (Left to Rt) 40.6 -54.5 (not used) Plo (Rt to Left) 8.6 -357.4 Right Walls-Upr 4.5' 41.2 16.7 34.0 58.6 Pib (Rt to Left) 40.6 -261.5 (not used) P2a (Rt to Left) 8.6 -150.4 (not used) P2b (Rt to Left) 40.6 -54.5 (not used) (not used) Code Mm. Horizontal Forces From Roof 40.6 40.6 40.6 40.6 (4.5')(16 psf)+(6.2')(8 psf): 122 plf Total Horix. Forces (W) 116 116 116 116 0.6W: 73 plf 0.6W: 69 69 69 69 Wind Load besign Force: 0.6W: Left to Right: 71 _plf Right to Left: 73 Dlf Seismic Force: 0.7E: (40.00) (2.90) : 116 plf Seisni WIND ANALYSIS, Two Story Magnolia 4/4/2019 Wind Speed: 110 Vwd (not used) = 85 2016 CBC, Basic Load Combinations Exposure: B Kd : 0.85 Z9: 1,200 a: 7.0 Enclosure: Enclosed K2t : 1.0 G: 0.85 Risk: Cat. II P-1 g2 Wind Pressures Element Z K & K, Oh & a. pf) pf) Windward Walls 19.2' 0.62 16.24 0.80 8.03 14.05 Floor Height: 10.2' Windward Walls 10.2' 0.57 15.13 0.80 7.28 13.30 Eave Height: 19.2' (not used) Roof Height (h): 21.3' Leeward Wall 21.3' 0.64 16.73 -0.50 -10.12 -4.10 Width (B): 36.0' Roof to ridge (a) 21.3' 0.64 16.73 -0.55 -10.81 -4.79 Length(L): 36.0' Roof to ridge (b) 21.3' 0.64 16.73 -0.21 -6.02 0.00 Roof Angle (0): 18.4° Roof-Leeward 21.3' 0.64 16.73 -0.63 -11.90 -5.88 qh 16.73 (not used) (not used) Windward overhang bottoms 19.2' 0.62 16.24 0.80 11.04 11.04 Note: (not used) P1 has internal pressure (not used) P2 has internal suction Interior Pressure 21.3' 0.64 16.73 ±0.18 (3.01) (-3.01) Wind Left to Right Wind Right to Left Roof Elements Length P1a(plf) P1b(ph9 P2a(plf) P2b(plf) Pla(plf) P1b(olf) P2a(plf) P2b(plfl Left Overhang 1.1' -19.9 -14.8 -19.9 -14.8 -1.9 -1.9 -1.9 -1.9 Left Sloping 13.7' -148.2 -82.5 -65.7 0.0 -163.1 -163.1 -80.6 -80.6 Flat Section 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Sloping 13.7' -163.1 -163.1 -80.6 -80.6 -148.2 -82.5 -65.7 0.0 Right Overhang 1.1' -1.9 -1.9 -1.9 -1.9 -19.9 -14.8 -19.9 -14.8 Roof Totals Horiz. Vert. Vertical Elements Left to Right Right to Left Pla (Left to Rt) -1.0 -316.0 Length EL (RID P2 (plf) E1 ( P2 (plf) Pib (Left to Rt) 21.4 -248.9 Left Walls-Upr 4.5' 36.1 63.2 45.5 18.4 P2a (Left to Rt) -1.0 -159.4 Left Walls-Lwr 10.2' 74.2 135.7 103.2 41.8 P2b (Left to Rt) 21.4 -92.4 (not used) Pla (Rt to Left) 4.0 -316.0 Right Walls-Upr 4.5' 45.5 18.4 3.6.1 63.2 P1b (Rt to Left) 21.4 -248.9 Right Walls-Lwr 10.2' 103.2 41.8 74.2 135.7 P2a (Rt to Left) -1.0 -159.4 (not used) P2b (Rt to Left) 21.4 -92.4 (not used) (not used) Code Mm. Horizontal Forces From Roof 21.4 21.4 21.4 21.4 (14.7')(16 psf)+(4.2')(8 psf) 269 plf Total Horiz. Forces (W) 281 281 281 281 0.6W: 161 Of 0.6W: 168 168 168 168 Summary of Results Wind Load besign Force: 0.6W: Left to Right: 168 plf Right to Left: 168 Of Seismic Force: 0.7E: (6.80) (34.00) 231 plf Seismi \MI 9~'f120 3ä3H4I ä0H äo frV9 0.d0yO -47d 09 d7d 31 did *9 dR9 ä0/ä3JN/ -4 7d 06 did 19 did 31 00041 ä0/ä3JN/ did 0*1 did 931 did 311 9y0/ä31X3 did 06 did 19 did NVd9 99fläJ 100ä .01 .6 .9 (Al) 91H93/41 ,VO/J/iäVd I' dooä' iiVAl ,il'f äO '1/3 2H '-7Z 'O PVOYd Id/id!? = 17 IH9/341 -il 739 77V,41 JO 0V07 //Y0d/N11 = 9114 3400 V äOO ii' JO 0 VO 7 //.YOd/Ni'7 = Ml 3400 V 77Vhf JO 0V07 /4/.YOJ/N!1 = 'MI 3400 V JOOY JO 0 VO 7 //YOJ/Nu? = Al //V30 Y0 Y30V3H1/OYJ 0V07 = d / / / \ / \ / 'I __ __iiiiiii: ano aaw / ' ' , '4 ' ' ' , + 3k/Il id d0J '190 LNO.9 I I I I I I I I I I '1 è0H ä0 'frY V39 H911 7d 11iiiiiiiiii ]rTTTTTTITTI '9 731V Vd a V3H I V 1N3/1VO/4/ 34/I 9193.Y JO 9JIV31,Y3 73 7 V2 IdA I '?K/8 9IO iuo ioq 1D3!dkL 6IO2/ii/t7 D!IOl16DW Magnolia 4/4/2019 Shearwall Schedule 2016 CBC/CPC mi Magnolia 4/2/2019 Guards and Railings Interior Ballustrade Base 2016 CBC/CRC Railing besign Forces Height of Roiling (location of Horiz. Force) 42 inches Vertical (Newel) Post Spacing 60 inches Horizontal Force Along Railing 20 plf Concentrated Load at Top of Post 200 lbs. besign Bending Moment at Base of Post Assembly 8400 lb.-in. Connection-- Lag Screw in Pullout CBC Load buration Factor CO (wood connectors) : 1.60 Base Plate Size Moment Arm (x) of Lag Screws Lag Screw Pullout T: C: M/x/Cb Quantity of Lag Screws at Tension / Compression side of Base Plate Pullout Force Per Screw From NOS Table 11.2A for Specific Gravity of 0.50, Pullout' is (ner inch of embedment) 4.00 inches. 3.4 inches. = 1527 lbs. total 3 Screws 509.1 lbs Each Screw ISteel Base Plate and (6)1/4" Screws Screw bIA. I Embedment of Screw (inches) 11 21 2.51 3l 3.51 4 1/4 225 450 561 675 788 900 5/16 266 426 665 798 931 1064 3/8 305 407 635 915 1068 1220 7/16 342 391 611 879 1197 1368 1/2 1 3781 3781 591 851 1158 1512 or 3" embedment required Connection-- Wall mounted Handrail 2001b any direction CBC Load buration Factor Cb ( wood connectors) 1.60 Total qty of connectors 2 no. 8 Wood Screws Lag Screw Pullout Required Capacity T: 200/2/CD besign pullout strength per inch for no. 8 wood screw NOS Table 11.28 Minimum Embedment Capacity of Anchorage = embed x Table value (per inch) 62.50 lbs. total 112.00 lb per inch 1.50 inch 168.00 > 62.50 Mm. (2) no. 8 wood screws into blocking I Magnolia 04/15/18 Guards and Railings Interior Pony Wall 2016 CBC/CRC I5 Railing Design Forces Height of Railing (location of Horiz. Force) 42 inches Vertical Support Post Spacing 60 inches Horizontal Force Along Railing 20 lbs. Concentrated Load at lop of Post 200 lbs. besign Bending Moment at Base of Post Assembly 8400 lb.-in. SrM/Fb(C)(Cp)C0 = 3.54 6x2* Flat OK Fb=900 CfU:1.5 C,=1.1 5=4.64 Connection-- Lag Screw in Pullout CBC Load buration Factor CD ( wood connectors) 1.60 Pullout Force Prying action - M/CD 5,250 lb.-in. Moment Arm (x) of Lag Screws 12.0 inches. Lag Screw Pullout T = C = M/x/Cb 438 lbs. total Quantity of Lag Screws at Tension / Compression side of Base Plate 3 Screws Pullout Force Per Screw 145.8 lbs Each Screw I (6)1/4" Screws I From NbS Table 11.2A for Specific Gravity of 0.50, embed 1.25" into rim Pullout i (nr inch of embedment' Screw bIA. Embedment of Screw (inches) L_... 21 2.51 31 3.51 1/4 c[ 225 4501 5631 6751 7881 900 Magnolia PLAN 2 only 04/04/18 Calculation page 10 through page 14 intentionally removed from the set L r. L_, L ROOF FRAMING PLAN 'A' (R) L0T7 T T FLOOR FRAMING PLAN 'A' (A) LOT 1 Magnolia 4/2/2019 F 15 ROOF FRAMING, Plan 2 Typical Roof Framing: Factory Trusses @ 24" 0/c 2016 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see calcs pg. 4 TYPICAL BEAMS & HEAbERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Gable Ends (3/2)(38) +10 = 67 plf Hi Hip Ends (9/2)(38) +10 : 181 Of H2 RB-20 Span = 11.5' Upper Roof grid 4 above loft (roof) (wall) (floor) (misc.) wi (29/2)(38) +10 : 561 plf 11111111111111111 lllllllfl tRi TR2 Ri: (Critical Ri / 1.25 LbF = 2,581 lbs) Ri (max.): 3,226 lbs R2: (Critical R2 / 1.25 LbF: 2,581 lbs) R2 (max.): 3,226 lbs Moment: (Critical M / 1.25 LbF: 7,419#ft) Moment (max.): 9,274#ft 344* PSL. beflection: (ALL: L/605) 110/I: 0.44" : L/313 RB-21 Span: 11.5' Upper Roof Above Bedroom 3 (roof) (wall) (floor) (misc.) wi (x4): (29/2)(38) +10 : 561 plf p w2(x4): (9/2)(38) +10 181plf ,..11......'Itlllllllllq P (x:4.0): (26/2x9/2)(38) [Girder Truss] : 2,223 lbs TR1 TR2 J.x, Ri: (Critical Ri / 1.25 LDF: 2,997 lbs) Ri (max.): 3,746 lbs R2: (Critical R2 / 1.25 LbF: 1,663 lbs) R2 (max.): 2,078 lbs Moment: (Critical M / 1.25 LbF: 8,398#ft) Moment (max.): 10,497#ft 3x91 PSL Deflection: (ALL: L/611) 109/I: 0.44" = L/316 Magnolia 4/2/2019 Lower Roof Framing RB-22 Span = 16.2' Garage boor Header (roof) (wall) (floor) (misc.) wl : (9/2)(38) +35 206 plf (Critical RI / 1.25 LbF: 1,335 lbs) Ri (max.) z 1,669 lbs (Critical R2 / 1.25 LbF: 1,335 lbs) R2 (max.): 1,669 lbs (Critical M / 1.25 LbF: 5,406#ft) Moment (max.): 6,758#ft 3141f L.SL (ALL: L/1,021) 213/I: 0.44" : L/446 Ri: Moment: beflection: RB-23 wl: (roof) (9/2)(38) : 12.0' Breakfast Nook Sliding boor I) (floor) (misc.) +35 : 206 plf lllllllllllll IllIllIllIll IRl 1R2 Ri: (Critical Ri / 1.25 LbF: 989 lbs) Ri (max.): 1,236 lbs R2: (Critical R2 / 1.25 LbF: 989 lbs) R2 (max.): 1,236 lbs Moment: (Critical M / 1.25 LbF: 2,966#ft) Moment (max.) = 3,708#ft 5*x94 PSL beflection: (ALL: L/2,573) 48/I: 0.13" : L/1,124 RS-24 Span: 12.0' Living Room (roof) (wall) (floor) (misc.) wl : (10/2)(38) +35 : 225 plf , 11ll1I1111lIllIlllllIl I IRl 1R2 RI : (Critical RI / 1.25 LOF = 1,080 lbs) Ri (max.): 1,350 lbs R2: (Critical R2 / 1.25 LbF: 1,080 lbs) R2 (max.): 1,350 lbs Moment: (Critical M / 1.25 LbF: 3,240#ft) Moment (max.): 4,050#ft 5*x9+ PSL beflection: (ALL: L/2,315) 52/I: 0.14" : L/1,029 RB-25 wl: (roof) (7/2)(38) : 14.2' Outdoor Room I) (floor) (misc.) +40 : 173 plf lllllllllllllllllllllllll TR1 1R2 Ri: (Critical Ri / 1.25 LbF: 983 lbs) Ri (max.): 1,228 lbs R2: (Critical R2 / 1.25 LbF: 983 lbs) R2 (max.): 1,228 lbs Moment: (Critical M / 1.25 LbF: 3,488#ft) Moment (max.): 4,360#ft 640 beflection: (ALL: L/1,673) 99/I: 0.25" : L/677 FLOOR FRAMING, Plan 2 Magnolia 04/02/19 1:715 Typical Floor Framing: 1-joists per manufacture's span tables 2016 CBC, Basic Load Combinations See plans & caics pg. 4 for alternates TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Lower Level Gable ends. (2.5)(38) +10 : 105 Of Hi Hip Ends (9/2)(38) +10 : 181 Of H2 Bearing (22/2)(38) +10 = 428 plf H3 FB-20 Span: 12.5' bropped Garage Beam (roof) (wall) (floor) (misc.) . (Live Load Reduction R:0.96 L:0.99) wi : (5)(38) +(10)(15) + (26/2)(52) +20 : 1,036 plf flllllllllllllllllllllllH P (x:0.7): 6971.93 [RB-20/21 Reaction Above] : 6,972 lbs TR1 x 1R2 J ) Ri: (Critical RI / 1.00 LbF: 8,992 lbs) Ri (max.): 11,082 lbs R2: (Critical R2 / 1.00 LbF: 6.006 lbs) R2 (max.): 6,006 lbs Moment: (Critical M / 1.00 LbF: 19,376#ft) Moment (max.): 19,376#ft 5*x1 If PSL Deflection (&L: L/777) 275/I: 0.38" : L/399 FB-21 13.0' Above Master Closet (roof) (floor) (misc.) wi (x5): (26/2)(38) +(9)(12) +(7/2)(52) +20 : 804 plf w2 (xk5): (9)(38) +(9)(12) +(3.5)(52) +20 652 plf llllllllllllllllllllllllO P (x:5.0): (9/246/2)(38) [Hip Girder Truss Above] 2,223 lbs TR1 IR2 Ri: (Critical Ri / 1.25 LbF: 4,351 lbs) RI (max.): 5,439 lbs R2: (Critical R2 / 1.25 LbF: 3,670 lbs) R2 (max.): 4,587 lbs Moment: (Critical M / 1.25 LbF: 14,716#ft) Moment (max.) = 18,395#ft C 3yX14 PSL beflection: (ALL: L/1,081) 268/I: 0.34" = L/465 F/. iFORTE' MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 14" TM® 230 @ 16" OC Overall Length: 22'7.40*' i 2' 6.00", , 19' 2.40" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (Ibs) 654 @22' 2.90" 1485(3.50") Passed (44%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 683 @2' 11.50" 1945 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Et-Ibs) 2906 @ 13 1.03" 4990 Passed (58%) 1.00 1.0 D + 1.01 (Alt Spans) Live Load Defi. (in) 0.323 @ IT 5.82" 0.488 Passed (1/725) - 1.0 D + 1.0 L (Alt Spans) Total Load Deft. (In) 0.3660112' 8.51" 0.976 Passed (1/640) -- 1.0 D + 1.01 (Alt Spans) TI-Pro'M Rating 47 Any Passed - - Deflection afterta: IL (1./480) and IL ((/240). Overhang defln criteria: LL (21./480) and Ti. (21/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 6.00" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must bebraced at 9 800" 0/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerbaeuser Edge'" Panel (24' Span Rating) that Is glued and nailed down. Additional considerations for the 13.Pro'" Rating lndude: 5/8' Gypsum ceiling. Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the Ieftend of the member. See literature detail (P81) For clarification. f Jia U1d 1- Stud wet - OF _ 5.50" 5.50" 3.50" 517 676 137 1330 Blocking 2-Stud wet - OF 5.50' 4.25" 1.75" 120 540/-S -17 660/-22 11/4" Rim Board film Board Is assumed to carry all loads applied directly above it, bypassing tire member being designed. Bloddng Panels are assumed to carry no loads applied directly above then and the full load is applied to the member being designed. ' AocaUon 1p) PflO FIPOJ t(&11. WOW 10 ments r Uniform (PS9 0 to 227.40" 16' 12.0 40.0 - Default Lord Roof D(81) Wall D Point (PU') 0 16" 207.0 - 90.0 (326) and Roof Lr (90) System: Floor Member Type: joist Building Use: Residential Building Code: IBC 2015 Design Methodology: ASO ever - Weyerhaeuser warrants that the sidng of its products will be in accordance with Weyerhaeuser product design aiterla and published design values Weyerhaeuser expressly disdains any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, bulkier or framer Is responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Bloddng Panels and Squash Backs) are not designed by this software. Products manufactured at Weyerhaeuser facilities are thIrd-party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaliated by ICC-ES under evaluation reports ESR-1153 and BR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerlrawser.com/woalproduds/dowment-Iibrary. The product application, Input dedgn loads, dimensions and suppat Information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIATIVE (E Weyerhaeuser ForteWEB Software Operator Job Notes Mark Swanson Swanson & Associates Engineering (858) 487-7600 ms@swanson-engr.cam 8/12/2019 9:22:12 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: W.2.0.2 File Name: 2019-0602 Magnolia Page 1 / 1 Mogonolia 08/12/19 LATERAL bISTRIBUTION-SEISMIC, Plan 2 2-Story Portion 1-Story Load Grid Roof Floor Roof From Total Line Area Area Area Above Force (2.90 psf) (3.90 psf) (2.90 psf) (Ibs) (Ibs) Base Shear , { Total Base Shear Upper Roof A 475 1,378 - C 1 498 1,444 3 I 499 1.446 4 1474 I 1,375 Lower A -- -- 513 1.378 2,867 B -- 447 392 - -- 2,881 - -- C --152 191 -- 1,4442,590 -- -- 363 1,052 E -- -- - 729 2,113 F --152 253 -1,327 1 -- -- 221 641 2 -- -- 517 1,500 3 -- 418 311 1,446 3.979 4 -- 333 675 1,375 4.630 5 -- -- -- 711 2.062 6 -- -- 167 484 [E~ 1.562 HTT4 Sill Anchorage (614) none (1,429) none none - (627) none (151) none 1,760 HTT4 Sill Anchorage 1,293 HTT4@8 only SHEARWALL ANALYSIS-SEISMIC Grid Shear Woll Net Wall Wall Wall Pier WALL. O.T. Resisting Elements (p Line Force Lengths Length Shear Height H/B HIM TYPE Moment JRoof Walls (lbs) (feet) (feet) (plf) (feet) Ratio Ratio - (#-FT) Wt. I Above I AbovE Upper Roof A 1,378 11.8 5.8 238 9 0.8 3.2 4 12,401 143 81 C 1,444 10.6 10.6 136 9 0.8 4 12,995 143 81 3 1,446 10.6 8 15.2 95 9 1.1 2.3 4 6,851 135 81 - - 4 1,375 12 - 12.0 115 9 0.8 1 4 12.379 135 216 _J End I(0.9-0.11)x Uplift 5rdware ldown Floor Loads Resisting from Uplift Uplift Above - (plf) (lbs) mpson or 280 14,846 (207) none 480 13,886 (84) none 280 7,203 (44) none 19,889 (626) none Lower A 2,867 7.2 2.5 3 2.5 B 2,881 8 14.8 C 2,590 16 D 1,052 12 E 2,113 12 8 F 1,327 I 12 Z 1 641 : 2 3 1,500j 3,979 1 6 16 4 4,630 14 8 5 2,062 353 43 6 484 33 10.3 278 8 3.2 5 15,993 105 72 200 4,744 22.8 126 9 1.1 4 9,098 120 135 280 8,185 16.0 162 9 0.6 4 23,313 135 135 24 280 33,142 12,0 88 9 0.8 4 9,467 135 288 280 26,613 200 106 9 1.1 4 7,608 135 108 280 7,883 9.0 147 9 0,8 1.8 4 11,944 135 162 280 19,474 3.7 1 172 9 1.1 3.2 4 5,771 135 12 280 6,976 6,0 250 9 1.5 5 1 13502 105 36 200 2,942 16.0 249 9 0.6 5 35,813 105 60 48 200 23,975 22.0 210 9 1.1 4 15,151 105 36 200 4,810 6.3 328 9 2.6 6 10,511 135 72 280 2,185 2.0 242 9 3.0 4 4,357 135 45 280 1,299 Footnotes: (1) Net Length Comments: 2:1 E;O U.) I m I—I—. (p - c -5 —h 0 -5 0 0- 0 0 Wall PERFORATED SHEAR WALLS W V -PIER H/B BASED $'I ON FULL HEIGHT Total Wall Opening Total SbPW Net Uplift End Shear Ht. & Ht. & I Max. Percent Max H/B Factored Table Length Shear Shear OTM W OTMPM Point Net Holdown (V) Width Width 10pening Full Ht. Pier Factor Full-Ht. 4.3.3.5 C,XL V/C0ZL Well I (V)(H) 0.8 bL PM COIL, Load Uplift Hardware (Ibs) Lx H Lx H I Height Sheathing H/B 2L/H ZLi (ft) Co (ft) (plf) Type (lbs-ft) (plf) (lbs-ft) (Ibs) (Ibs) (lbs) (Simpson or n 1,378 11.84.0 2.5x4.0 684 10.6x9.0 2.5x4.0 1.327 12.0x9.0 2.04.0 641 8.04.0 2.04.0 044H 79'/ 0.44)4 76% 0.56H 83% 0.56H 75% 3.2 0.62 5.79 1.00 5.8 2.3 0.89 7.20 1.00 7.2 1.8 1.00 10.00 0.90 9.0 3.2 0.62 3.73 1.00 3.7 238 4 95 4 147 4 172 4 12.401 179 12,448 -4 224 -228 none 6,156 173 9.708 -335 224 -559 none 11,944 238 17,107 -430 224 -654 none 5,771 166 5,299 126 224 -98 none Plan 2 Upper A 3 Plan 2 Lower F CTF California I TrusFrame= "People, Drive, Honor... Our Formula for Success!" TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: MAGNOLIA CARLSBAD LOCATION: CARLSBAD DEVELOPER: ASHTON 3 CUSTOMER: TIMBER RIDGE FRAMING __ C) Project No. 305751 ESR#1311 I 23665 Cajalco Rod (951) 657-7491 phon PRINT DATE CBR20I9-1251 1631 BRADY CIR MAGNOLIA-BRADY: 3,361 SG LIVING 11697 SF GARAGE/I 60 SF PORCH 11144 SF CALIFORNIA ROOM DEV201 8-0010 2052210700 10/15/2019 CBR20I9-1251 California CTF 00,00 I TrusFrame= "People, Drive, Honor... Our Formula for Success!" 23665 Cajalco Road, Perris, CA 92570 Phone: (951) 657-7491 / Fax: (951) 657-0486 Project: MAGNOLIA CARLSBAD Location: CARLSBAD Developer: ASHTON 3 Customer: TIMBER RIDGE FRAMING Truss Structural Calculations - Date: 10/03/2019 Kevin Chae Kim My license renewal date for the state of California is June 30. 2021, NOTES: I Truss Engineer's responsibility is solely for the design of individual trusses based upon the design parameters as shown on the referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer/Engineer of Record, not truss Engineer, per ANl/FPl-1 Chapter 2. The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and I approved by the truss design engineer as indicated by the Engineer's seal and wet signature on this cover page. This review and approval apply solely to the attached truss design drawing pages that are bound together. Job Truss Truss lype IQ1Y Magnolia 1A Gill GABLE 1 1=~qt~Refbrence (optional) S 0 0 IS rIO,,. D'IU 5 USc U £015 55155 IflU55IflS5, Inc. I flU VC1 3 1L4U:41 4U1 P'SQS 1 ID2FI3othEMVfP7?S5SJz7f4q.a5s7w7gstrLyPN2p2oBw?mDXjc43AJ(uRimJlgRyX5L3 6-1.4 • 10-5-4 15-2-0 19-10-12 • 24-2-12 30.4-0 6-1-4 • 4.4.0 4-8-12 4-8-12 4-4-0 6-1-4 Scaler 1:48.5 5x6 = 3x4 = 58 25 59 24 80 23 61 22 82 21 63 20 64 19 65 18 GaW 16 15 68 14 69 13 70 12 71 II 72 10 73 9 74 8 75 30 = 3x10= 354= 3x10= 10-5.4 . 19-10-12 304-0 In_s.d I 4n S Plate Offsets MY)- I2. -0-0-0.0-0-0J, 13:0-0-0.0411-01, (13:0.0.0-1-81, 120:0-2-0.0-1 - - -- - LOAOING(psf) SPACING- 2.0-0 CSI. DEFL in (lc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.15 Vert(LL) nfa - Na 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 SC 0.18 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress lncr YES WS 0.41 Horz(CT) 0.01 7 Na Na BCDL 10.0 Code 1BC201511P12014 Matrix-SH Weight 213 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puilins. BOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing, Except WEBS 2X4OFStudIStdG 10-0-0oc bracing: 20-21.I2-13. OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 30-4-0. Installation guide. (lb). Max Horz 182(LC 43) Max Uplift All uplift 100 fo or less atjoint(s) 17,18.21, 22, 15, 12. 11 except 1-191(LC 27). 7=-200(LC 38). 13=-382(LC 30), 20=-392(LC 35), 24=-101(LC 55), 84-101(LC 72) Max Gray All reactions 250 lb or less at joint(s) 24.9 except 1371(LC 73). 7371(LC 91), 13=815(LC 1). 20=815(LC I), 17278(LC 82), 184273(LC 81), 184285(LC 80). 21=283(LC 78), 22=273(LC 77), 23=285(LC 76), 25=334(LC 74), 15=273(LC 83), 14=285(LC 84), 12=283(LC 86), 11=273(LC 87), 10=285(LC 88), 8=334(LC 90) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 144=4541531. 2-54=4781383. 2-3=-294/351. 4-55=-2281377. 4-584-1951371. 5-6=-2621351, 6-57=-4781409, 7-57=-6541545 BOT CHORD 1-58=-5261559. 25-58=4031510. 25-S9=-373f437.24-59--.3491406,2440=-318/M. 23-60=2621345, 2361=-256I314, 22-61=-2261277, 22-62=-195l252, 20-64=-2741299, 13.69=-2741299, 11-71=-1661253, 11-72=-1971277, 10-72--2251314.10-73--234134S. 9-73=-289/369, 9-74=-3201406, 8-74-3441437, 8-75=-3751510. 7-75=4971569 WEBS 4-13=4831354, S-13=-3371101, 6-13-5261164, 4-20=483I362, 3-20=3361102, 2-284-5251164 NOTES- Unbalanced mci live loads have been considered for this design. Wind: ASCE 7-10; Vullllomph (3-second gust) Vasd=87mph; TCOL=5.0psf 8C0L60psf h=20ft Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 3-04, Interior(l) 3-0-6 to 15-2-0. Extesio42) 15-2-0 to 18-2-6. Interior(l) 18-2-6 to 30-4-0 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 OOLI.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 ANSlITPl 1. 41 GbIs ,nur55 c,nIlnun&ie hntfr,m rhrwd hp,inn Job Truss Iruss Type Qty Ply Magnolia 1A G01 I GABLE I ~j 1 L— - , Job Reference (optional) iD2A3c9vothrEMVfP7?S5SJz7f4q-a5s7w7gstrLVPN2p2âBW?mD 3XuR XK4JrnJl9Ry5L3 NOTES- 11) This truss has been designed for a total drag load of 1400 lb. Lumber 00L(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 304-0 for 462 pIL LOAD CASE(S) Standard Ep. 6130121 NO. 05.3821 Job mass Truss Type Oty Ply Magnolia 1A G02 COMMON 10 Job Reference (optional) W ,.ur,umv LL.... ream. '..w VADFU t(Ufl: 014U S uec b 2019 PlaIt 9.2408 VeC 0 2019 MITeS lfl0US51BS, Inc. Thu Oct 412:40:442019 Page 1 lD:ZFl3c9vothrEMVfP7?S5SJz7f4q-WT_tLoh7PSbGehCB9DD_4BIo4uaA000Hl4orE.jyX5L1 6.1-4 • 10-5-4 15-2.0 • 19-10-12 24-1-8 30-4.0 6-1-4 4-4-0 4-8-12 4-8-12 ' 4-2-12 ' 6-2-8 Scale = 1:49.2 4x6 = 3x4 =2x4 U 4x8 = = 4x8 = 06 = 30.4-0 ' 6-1-4 10-5-4 19-10-12 6-1-4 • 4-4-0 • 9-5-8 1044 Plate Offsets (X,V)- 11:04)-0.0-1-11, (1:0-2-3.Edgel. 17:0-2-3.Edoel. 17:0-0-0.0-1-11.18:0-2-8.0-2-01.110:0.2-00-2-Cl LOADlNG(psf) SPACING- 2-0.0 CSI. DEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.45 Vert(LL) -043 8-17 2,561 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 085 Vert(CT) .0.18 8-17 306 180 BCU. 0.0 * Rep Stress mo NO WS 0.41 Harz(CT) 0.02 7 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-7-7 cc pullins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2X4 OF StudlStd G WEBS I Row at midpt 4-10 WEDGE Mifek recommends that Stabilizers and required cross bracing be Left 2x4 OF Stud/Std -G, Right 2x4 OF Stud/Std -G installed during truss erection. in accordance with Stabilbw REACTIONS. (IbIsize) 10=16791044 (mm. 0-1-13), 1=31710-5-8 (mm. 0-1-8), 7=77310.3-8 (mm. 0-1-8) Insta ll a tion guide. Max Horz160(LC 16) Max Upliftl9=-16(LC 8). 1-14(LC 12), 7-25(LC 9) Max Grav101679(LC 1), 1=428(LC 33), 7=773(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-390127, 2-1B=-361159, 2-3=-131558, 3-19=0/499,4-19=0/564, 4-20=-1024/87, 5-20=-1076171. 5-6=-1076139, 6-21=-1499191, 7-21=-1528175 BOT CHORD 1-22=491311, 1-23=-521350, 11-23=-52/350, 11-24=-521350. 24-25=-521350, 10-25=-521350, 1O-26=0/305.26-27=0/306.9-27=01308,9-28=0/305, 8-28=0/306, 8-29=42/1424,7-29=42/1424, 7-30=-251683 WEBS 4-8=2711002.54 =-310197, "=-506198,4-10--1188143,340=-311190.2-10=-757f76, 2-11=01376 NOTES- Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL6.0psf BCOLS.opsf; h20ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 34-6, Interior(1) 3-0-6 to 15-2.0. Extenor(2) 15-2-0 to 18-2-6, Interior(1) 18-2.6 to 3044 zone: cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurcent 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 BCDI. = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSWTPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 I) Dead + Roof Live (balanced): Lumber Increase1.25, Plate Increase1.25 Uniform Loads (p11) 1.1 Vert: 14--48,44=15111, 12.28=.30(F.10), 15-28=-20 I, Job Truss TrUSS Type Qty Ply Magnoba IA G03 COMMON I I IJob Reference (optional) .. .. •. .., .. ..rn. -*., u v .0 mm. u.sw u u U CUW m,, unuuauiea, inc. u flu u . 1LqU;aq U1U race 1 lD:ZFl3c9vexbEMVP7?S5SJz7f4q-WTtLoh7PSbGehCB9DD4BlpfubxooBHsorjyx5Ll 6-1-4 10-5-4 15-2-0 19-10-12 24-1-8 30-1-0 6-1-4 4-4-0 4-8-12 4-8-12 I 4-2-12 5-11-8 Scale' 1:48.8 40 II 354 =2x4 If 4x8 =4x6 = 4x8 = 5x6 = 3x8 II 3x8 II 6-1-4 1 10-5.4 19-10-12 30-1-0 6-1-4 • 4.4.0 4_c_a 1fl.A Plate Offsets (XV)— ftO-2-3.Edgel. 11:0-0-0,0-141. 14:0-2-0.0-1-121. 17044-3.Edar' [7.0-".0-2-11.18:0-2-8,0-2-01, [11011-2-0,6-2-01 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 125 Ic 0.42 Vert(LL) -0.42 8-10 2-561 240 MT20 2201195 TCDL 14.0 Lumber OOL 1.25 BC 0.83 Vert(CT) -0.70 8-17 2,339 180 BCLL 0.0 Rep Stress mc, NO W8 0.40 Hojz(CT) 0.02 7 n/a n/a SCOL 10.0 Code IBC2015!TP12014 Matrix-MSH Weight 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF Stud/Std G WEBS WEDGE Left. 2x4 OF Stud/SW -G, Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 10=166110-5-8 (mm. 0-1-12), 1=322/0-5-8 (mm. 0-1-8), 7=764/Mechanical Max Horz152(LC 12) Max Upliftl0=-20(LC 8), 1=-11(LC 12), 7=-23(LC 9) Max Grav10a165l(LC 1), 1=432(LC 33), 7=764(LC 1) FORCES. (Ib) - Max. ConipJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=404116, 2-18=-375145, 23=21/541, 3-19=0/481,4-19=0/546, 4-29=-1004183. 5-20=-1057166, 54-1100134, 6-21=-1434186. 7-21=-1479169 BOT CHORD 1-22=-47/315,1-23=-46!363,11-23=-4W363,11-24=-461363,24-25=-461363, 10-25=46/363, 1028=0/304,26.27=0/304,927=0/304,928=0/304,8-28=0/304, 8-29=-3811360, 7-29=-38/1360, 7-30=-251554 WEBS 4-9=-26/977, 5-8=-322/97. 641=-455/98, 4-10=-1160147, 3-1 0=-311190, 2-10=-753177, 2-11=0/375 Structural wood sheathing directly applied or 4-10-9 cc puilins. Rigid ceiling directly applied or 6-0-0cc bracing. I Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VulillOmph (3-second gust) Vasd87mph; TCDL6.0psf, BCDL6.0psf h=20ft Cat. It: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-8, Interior(l) 3-0-6 to 15-2-0. Exterior(2) 15-2-0 to 18-2-6, Inte,io41) 18-2-6 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL'160 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 4)' This buss 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 (It 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. Refer to girder(s) for buss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. 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 lnc,ease=1.25. Plate lncrease=1.25 Uniform Loads (p11) Veit 11-4=48,4-7---68,12-26-30(F=-10), 15-25=-20 1¼ 1' Job Truss Iruss type Qty Fly MagnolialA G04 GABLE 1 Job Reference (optional) ,w,. QUu " Pa rnnl o.g',u, uv 0 LU1O IvIJieli inausules, IflC. mu u j lx:40:45 5015 Iage 1 ID2FI3c9bEMVP77S5SJz7f4q-gXFY8il9mj7GmojwkDdOzo5Hyu)(FSQkJcpmmyx5Lo 6-2-8 • 10-5-4 15-2-0 • 19-10-12 24-1-8 30-1-0 6-2-8 • 4-2-12 4-8-12 4-8-12 4-2-12 5-11-8 Scale' 1:49.1 454 II 4xa - 24 25 II 28 10 . 4x6 = 458 = 558 = 4x8 = 3x811 I 10-5-4 19-10-12 30-1-0 In_c_i • I Plate Offsets (X,Y)- 11:0.0.4.0-1-131.12:0-6-7.0-2-41.14:0-2-0.0-1-121. 17:0-0-0,0-2-9. 17:0-3-3.Edgel. 18:0-2-8.0-2-01.110:0-2-8.0-2-01 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.31 Vert(LL) -0.44 8-10 '530 240 M120 2201195 TCDL 14.0 Lumber OOL 1.25 BC 0.75 Vert(CT) -0.70 8-19 336 180 BCLL 0.0 Rep Stress Inor YES WS 0.40 Horz(CT) 0.01 7 nla nla OCOL 10.0 Code 15C201517P12014 Matrix-MSH Weight: 134 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-11 cc pudins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 644cc bracing. WEBS 2X4 OF StudlStd G WEBS 1 Row at midpt 4-10 OTHERS 2X4 OF StudStd G WEDGE Right 2x4 OF StudlStd -G M1Tek recommends that Stabilizers and required cross bracing be-] installed during truss erection, in accordance With Stabilizer . Installation guide. REACTIONS. All bearings 10-8-0 except (riength) 7=Mechanical. (Ib)- Max Herz162(LC 12) Max Uplift All uplift 100 lb orless at joint(s) 1. 10,7 Max Gray All reactions 250 lb or less at joint(s) I except 1322(LC 33), 101584(LC 1), 7762(LC 1), 11377(LC 35) FORCES. (lb) - Max. CampiMax. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-391551, 3-21=01457,4-21 =01S49. 4-22=.996179, 5-22=-1050/83, 5-6=-1046131, 6-23--1428f82.7-23=-1473166 BOT CHORD 10-27=0/298,212841298,928=0/298,929=OI298,8.29=0/293, 8-30=351-1354, 7-30=-3511354.7-31=-241552 WEBS 4-8=-281974, 5-8=-323197. 6-8=-455/98, 4-10=-1151/55, 3-10=-336193, 2.10=.4721126 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=60psf. BCOL=8.0psf h=20ft; Cat. Ii; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-6, interio41) 3-0-6 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6. IntenorIl) 18-2.6 to 30-1.0 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 00L1.60 Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. Gable studs spaced at 1-4-0 oc. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss 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 BCOL = 100ps1. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard Job Truss Iruss Type 73—] Ply 005 COMMON i lJob - - - Reference (Mtional) ••--•.- --.,. -...-. _—. ---.- .w... u.WC Ian. U CUUU nun. C.W tin. U WIC IVuICA Iflullaule,, InC. InC LJCI .) ItMCtU1U rage 1 ID:ZFl3ocbrEMVIP7?S5SJz7f4q-_gxFy8ilgmj7GmojwjcDdOry_Hyrx7Eo_kxpmmyX5Lo 7-3-4 12-0-0 16-8-12 20-11-8 26-11-0 7-3-4 4-8-12 4.8-12 4-2-12 5-11-5 Scale = 1:44.0 454 = 30 It 4x8 = 458 = 558 = 3x8 II I I 16-8-12 • 26-11-0 7-3.4 a_s_n • in..a Plate Offsets (X,Y)— 110-3-0,0-1-81, (6:0411-0,0-2-11, I60-3-3,Edgei, [7-0-2-8.0-2-01. 110:0-2.0,0.0-121 -- - LOADING(psf) SPACING 2-0-0 Cs,. DEFL in (loG) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.57 Vert(LL) -044 7-9 '533 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Veit(CT) -0.71 7-13 3,331 180 BCLL 0.0 Rep Stress lncr YES WS 0.92 Hor'z(CT) 002 6 n/a n/a BCDL 10.0 Code 1BC2015I1P12014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G SOT CHORD OTHERS 2x4 OF StudISTD G(2) WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lblsize) 10=7010-3-8 (mm. 0-1-8), 9=1517/0-5-8 (mm. 0-1-10), 9=7681MechanicaI Max Horz10=.60(LC 17) Max Upliftl0=-50(LC 24), 9=-8(LC 8), 6=-20(LC 9) Max Grav10=298(LC 31). 9=I517(LC 1), 6=768(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=49/381, 2-14=-271463, 2-I5=0/366,3-15=0!427, 3-16=-1016176, 4-16=-I 071159, 4-5=-1064127, S-17=-1444178,6-17=1489161 801 CHORD 9-19=0/314,8-19=0/314,8-20=0/314,7-20=01314, 7-21=-31s'1370, 6-21=-3111370. 6-22=-231557 WEBS 3-7=-32/974.4-7-326198.5-7=45W95.3-9-1038154,2-9=477/132, 1-9=493156 Structural wood sheathing directly applied or 4-10.4 oc pudins, except end verticals. Rigid ceiling directly applied or 9-7-14 oc bracing. Mifek 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) Vasd87mph; TCDL=6.0psl 8CDL6.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 64-2, Interior(l) 64-2 to 15-2-0, Exterior(2) 15-2.0 to 18-2-6. Interior(l) 18-2-6 to 30-1.0 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 DOL1.60 This truss has been designed for a 10.0 pet bottom chord live load nonconcrzrrent 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 24-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 200A has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconculTent with any other live loads. LOAD CASE(S) Standard Magnolia 1A Scale = 1:43.9 4x4 = 3x6 II 4x8 - XO WS= 4x8 = 4x8 lb 7-3-4 16-8-12 26-11-0 7.3-4 4_c_a • lfl.,.A Plate Offsets (X.Y)— 11:0-3-0,0-1-81, I6:0-0-5,0-7-151,16:04)-3.0-0-81, 16:0-2-8.0-0-3. 17:0-24.0-2-01,I10:0-3-0,0-0-121 - LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.44 7-9 >533 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 7-13 >331 180 BCLL 0.0 • Rep Stress lncr YES WS 0.92 Horz(CT) 0.03 6 Wa nla BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 OF No.2 G WEBS 2X4DF Stud/Std G SOT CHORD OTHERS 20 OF StudFSTD G(2) WEBS WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (Ib1size) 10=7010-3.8 (mm. 0-14), 9151710.54 (mm. 0-1-10), 6768/Mechanical Max Horzlo=-60(LC 46) Max Upliftlo-451(LC 35), 9-92(LC 28), 6=-463(LC 30) Max Grav10507(LC 48), 91517(LC 1), 6866(LC 47) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-92911104,2-14=-6711860.2-15--2871471, 3-15--13&427,3-116=-111 0161231, 4-16=11651474.4-5---14771763,5-17=180a/1021,6-17=-210711192. 1-10=-444/482 BOT CHORD 10-18=-2861316, 9-18=-6091686, 9-19-2901526, 8-19=01314, 8-20=01314. 7-20=-3761612.7-21=71211564.6-21=1014119M. 6-22=-3971740 WEBS 3-7=-79!974, 4-7=-3261124, 5-7=4561196, 3-9=-10381163, 2-9=-4771137, 1-9-11791906 Structural wood sheathing directly applied or 4-1-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 1-9 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=6.0psf BCDL8.0psl h--20R, Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 3-3-12 to 64-2, lntenor(1) 64-2 to 15-2-0, Exterior(2) 15-2-0 to 18-24, Interior(1) 18-2-6 to 30-1-0 zone; cantilever left and light 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 pal 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 BCDI. = 10.0psf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads. This buss has been designed for a total drag load of 2200 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 26-11.0 fOr 81.7 plf. LOAD CASE(S) Standard Job Truss Iruss lype uty Ply Maclia1A G07 COON 1 1 - - - Job Reference (optional) nrn.. g'.0 s usc s Au 16 mm; LU e usc o sills isuuse unsusmes, inc. mu UCI i 15:40:45 5015 uage 1 ID:ZFI3c9vxxbrEMVlP7?S5SJz7f4q.Ss5emUjNw4rzu?MaHeFS9co5PhHKGcZaDOHylcyX5L? 4-11-8 • 9-8-4 13-11-0 19-10-8 4-11-8 • 4-8-12 4-2-12 5-11-6 I 4.00 4x8 = 111 Scale = 1:33.9 251 4x4= 4x8 = 5x6 0-2-2 9-8-4 19-10-8 0-2-12 a_s_a In's Plate Offsets (XV)— 15:0-7-15.0-0-5), 15:0-0-8.0-0-3), [6:0-2-80-2-0). 0-1-8.0-1-121 - - LOAOING(psf) SPACING. 24-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCU. 20.0 Plate Grip DCL 125 IC 0.66 Veit(LL) -0.53 6-7 '444 240 MT20 2201195 TCDL 16.0 Lumber OOL 125 BC 0.80 Veit(CT) -0.91 6-7 p259 180 BCLL 0.0• Rep Stress Inor YES WS 0.79 Horz(CT) 0.03 5 n/a We BCDL 10.0 Code I8C20151TP12014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G BOT CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (IbIsize) 7-90810-5-8 (mm. 0-1-8), 5--908/Mechanical Max Hoiz7-93(LC 10) Max Uplift7=-7(LC 9), 5=-24(LC 9) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1368181. 3-13=-1424185, 3-44-1418133, 4-14=-1796185, 5-144-1849169 BOT CHORD 7-15=01626. 1516=0I626. 16-17=0/626.6-17=01626, 6-18-39/1704, 5-18=-39/1704, 5-19=-251673 WEBS 2-6=-1911019.3-6=-346196.4-6=-4$5198,2-7=-874163 Structural wood sheathing directly applied or 4-4-10 cc purlins, except end verticals. Rigid ceiling directly applied or 8-0-1 cc 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: ASCE7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0ps1 BCDL6.0ps1 h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 10.44 to 13-4-10. Interior(l) 13-4-10 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6. Interior(l) 18-2-6 to 30-1-0 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 DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcunent with any other live loads. This truss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCOL = 1O.opsf. A plate rating reduction of 200A has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 20 II 4x4 = - 4x8 = ,, 5x6 = Job Truss Truss Type aty Ply Magnolia 1A 008 CAl.. HIP 1 -Job Referenceogtional) nun gii JG uuori1nl; a.qu suac Du10 inuiec unuuaales. Inc. mu V 4 1qu:4, ruic rage i 3-4-8 7-1.8 ID:lbJOp_sdczmZJ11vFKMLnuz600W.w2fozqk?hNzqvaxmrlrlhipwEhsdg?6Sjs2ovqeyX5L._ 2-9.8 34-1 6413 13-4-11 19-10.8 2-9-8 0-6-11 3-2-0 045 6-3-3 6-5-13 0-0.8 0-6-I1 Scale 1:33.5 4.00111 5x8 = 4x6 2-9-8 7-1.8 • 14-9.6 19-10-8 2-9-8 4-4-0 r 7-7-14 5-1-2 Plate Offsets (XV)- 12,0-4-0,0-1-81,14:0-0-2.0-2-01. 150-0-8.0-0-31,I5:0-7-15.0-0-51. (7:0-2-0.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 125 IC 0.81 Vert(LL) -0.27 6-7 '866 240 MT20 2201195 TCDL 16.0 lumberOOL 1.25 BC 0.80 Vert(CT) -0.56 6-7 '420 180 BCLL 0.0 Rep Stress Inor NO WS 0.62 Harz(CT) 0.06 5 nla n/a BCDL 10.0 Code 1BC2015!TPl2014 Matrix-MSH Weight: 99 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G 601 CHORD WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=1221/0-5.8 (mm. 0.1-8), 5=1009/Mechanical Max HoizlO=.100(LC 24) Max Uplift10=-326(LC 21). 8=-586(LC 22) Max Grav10=1221(LC 1), 51089(LC 39) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7261238.2-14--12521177,14-15=-12441291. 15-16=-12441298, 3-16=-12351495, 3-4=-170411078, 4-8=-2536!1426, 1-10=-11871346 BOT CHORD 9-17=-2361293, 8-9=-1881711. 6-18=-2441711, 7-18=482/938, 7-19=420/1952, 6-19=-104311952, 6-20-99212186.5-20=-1322J2370,5-21=4761859 WEBS 2-9=-8871297.2-7-2551788,4-7=-763r240, 1-9=-34111146, 4-8=-31385 Structural wood sheathing directly applied or 3-7-8 cc purtins, except end verticals, and 0-0-0cc purtins (4-10-6 max.): 2-3. Rigid ceiling directly applied or S-1-2 cc bracing. Mifek 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; Vultll0mph (3-second gust) Vasd=87mph; TCDL=6.0psf BCDL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOLI.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. 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 buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1800 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-8 for 90.6 p11. Girder carries tie-in spans of 3-0.0 from front girder and 4-0-0 from back girder. Graphical purfin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 39 lb up at 16-9-and 177 lb down and 39 lb up at 13-7-0 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 lncrease11.25, Plate lncreasel.25 Continued on page 2 Job Truss Truss Type Qty iy o1A GOB CAL HIP Jopii nun. u.sw. uc U WIO null. gcqu auv u cub ,viiitjt uwauI,IUU, IflC. mu liLt .3 lC.'lUW LUW rd £ ID:lbJOp_sdczmZJTIvFKMLnuz6QGW.w2t0zqk?hNzqV8xmrthhipwEh5dg?6SjS2OVqeyF5L_ LOAD CASE(S) Standard Uniform Loads (ptf) Vert 1-2-72, 2-14=-72, 3-16-72, 3.5-72, 10-11-20 Concentrated Loads (tb) Vert 14450 16=-150 Trapezoidal Loads (pit) Vert 14-90-to-15=.126, 15-126.to-16-90 4.001W Scale: 1:33.5 2x4 II - 3x10 = 354 = -U.. II 4x8 II Job Truss Iruss Type aty Ply Magnolia 1A 009 CAL HIP 1 IJbReterenoe(optional) nw,. cay U ,1m 04MW roll,. Cain 11Cc 0 £010 ml.w, 1110050105. IlK. Il1UlJC1 4 14:qu:qotuw rage 1 ID:1bJOp_sdcm1LrnvFKMLnuz6OGW-PFDOBAkdSh5h7lWzO3lwF1TRbv7uthmsgim3M4yX5Kz 2-7.3 4-11-8 7-3-13 9-8-8 14.6-4 19-10-8 2-7-3 2-4-5 2-4-5 2-4-11 4-9-11 5-4-4 I 4-11-8 9-8-8 14-6-4 16-4-15 • 19-10-8 5.1 1.5 i.o4% 4044 I •ofl I Plate Offsets (XV)-. I1:0 -".Edge), 14:0-3-12,0-041. I7:0-3-3,Edgel. 17:0-O-11,0-1-121.19:0-1-12,0-1-81. LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.67 Vert(LL) -019 8-9 '999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 Bc 0.67 Vert(CT) -0.43 8-9 '547 180 BCLL 0.0 Rep Stress Inor NO WE 0.49 Horz(CT) 0.05 7 n/a We BCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 101 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb(size) 12=100110-5-8 (mm. 0-1-8). 7-943/Mechanical Max Kojzi2=-86(LC 10) Max Upl1ft12=.88(LC 9). 7=-46(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, except end verticals, and 0-0-0 cc puilins (5-10-4 max.): 1-4. Except 5-10-0 cc bracing: 1-4 BOT CHORD Rigid ceiling directly applied or 104-0cc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-10511266, 16-17=-10511266. 3-17=-1051/265. 3-18-1051/266, 18-19-10511266, 4-19=-10511266. 4-20=-14601280, 6-20=-15531273. 6-21-1955!163, 7-21-2010/155, 1-12=-9541233 BOT CHORD 10-23=-21111431, 9-23=-21111431, 9-24=-167/1814, 8-24-16711814. 8-25=-11511855, 7-25=4 15/1855, 7.26=.821711 WEBS 1-10=229/1201, 3-10=-3501120. 4-10=-496/143, 4-9=0/444, 6-9=-403/75, 6-8=0/380 NOTES- Wind: ASCE 7-10; Vulti10mph (3-second gust) Vasd087mph; TCDL=8.0pst BCDLS.opsf; h=20ft; Cat II; Exp 8; Enclosed; MWFRS (envelope) interior zone and C-C Exterior(2) 10-6-12 to 14-9-11. Interior(1) 14-9-11 to 19-94, Exterior(2) 17-6-5 to 2144, Interior(l) 21-9-4 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 ps/ bottom chord live load nonconcunent with any other live loads. This buss has been designed for a live load of 20.0p6f on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0/20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss is designed In accordance with the 2015 International Building Code section 2300.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and stall panel points along the Bottom Chord, nonconcurTent with any other live loads. Graphical purlun 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 U Ply MagnotualA 010 CAL HIP 1 -Job Reference (optional) Ku" ;D.4qu5 ije DLu1brnnL.4qusuec bU1DMIIeKInaU5IneS.inc. InuGct ilx:40:eaxuls Page ID:1bJOp_sdczmZJ11vFKMLnuz6OGW-PFOOBAkdSh5h7lWzO3lwF1ThbV_FkYCsgrm3M4yX5Kz 0-9-8 941-8 0-941 411-8 9-1-8 9-1.13 14-6-4 • 19.10-8 0-94 4-2-0 4-2-0 0-6-5 4-9-11 4.00 045 0-6-11 Scale = 1:33.4 5x8 = 2x4 11 5x8= - 4x8 = 3x4 = " SX6 = 4-11-8 9-8-8 14-6.4 16.4-15 19-10-8 4-11-8 49-0 4-9-11 1-10-11 3-5-9 Plate Offsets (XY)-. (1:0-4-8,Edgej, 13:04-0.0-1-81. [5:0-7-15.04-51.15:04)4.0-0-31, 17:0-1-12,0-1-8J, 18:0-2-12.0-1-121, 110:0-2-0.0-1-81 LOADING(pal) SPACING- 2-0-0 CSI. DEFL in (lc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.93 Vert(LL) -0.21 6-7 >999 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.71 Vèrt(CT) -0.47 6-7 >507 180 BCLL 0.0 Rep Stress lncr NO WE 0.65 Harz(CT) 0.06 5 n/a n/a BCOL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight 96 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lblsize) 10=135110-5-8 (mm. 0-1-8), 5=1055/Mechanical Max Hoizlo-94(LC 6) Max Upliftlo-140(LC 5), 543(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc pudins, except end verticals, and 0-0-0 oc purlins (4-10-14 max.): 1-3. Except 4-11-0 oc bracing: 1-3 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-13741155.2-14=13741155.2-15--1374/155, 3-15=-13741155. 3-4=-18741168, 4-5=22911128.1-10--13031166 BOT CHORD 8-17=4311733. 7.17.8311733. 7-18=-149121 11, 6-18-149/2111,6-19=-8612122. 5-19=-86/2122, 5-20=46/800 WEBS 1-8=-153/1604,2-8--425/141,3-8=-496/41.3-7--V436,4-7=-398f76.4- 6=4/344 NOTES- 1)Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd-87mph; TCDL=8.0psf BCDL5.0psf. h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) interior 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 pet 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 346-0 tall by 20-0 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. 71 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI I This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along Bottom Chord, nonconcurrent with any other live loads. Girder carries de-in spans of 3-0-0 from front girder and 4-0-0 from back girder. 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) 172 lb down and 33 lb up at and 172 lb down and 33 lb up at 11-0-0 on top chord. The designlsetection of such connection device(s) is the responsibility of I LOAD CASE(S) Standard Continued on page 2 1' Job. TrUSS Truss Type Ply aia!A Gb CAL luty 1 I - - - - - - Job Ref rence (optional) lD:1bJOpsdcZrnLmvFKMthuz6QGW-PFDOBAkdSh5h7iWzO3iwF1TNbvFkYcsgirn3M4yKz LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1L25, Plate lnbreaael 25 Uniform Loads (pif) Vert: 1-1442. 3-15-72, 35-72, 10-11-20 Concenbated Loads(1b) Vert: 14-150 15=-150 Trapezoidal Loads (pit) Veit: 14-90-to2=-128,:2=-127-to15=-90 I Job Truss Truss Type Oty Ply Magnolia 1A Gil CAL HIP I Job Reference (optional) ulusr,dluu LL.... run5, ,..n. 5h51U nun: a.gqu a usc o uie mm: 525%I S USC 0 LU1D SHIeS Ifl0U5UIS5. Inc. mu uci ., 1u:4S u1a rugs 1 lD:1bJOp_sdczmZJTlvFKMLnuz6aGW-tRnmOWlFD?DVIS59ymp9nEOdqvLsT270vMVcuXyX5Ky 6-5-2 • 10-1-13 • 12-8-8 19-10-8 6-5-2 3-8-11 • 2-6-11 7-2-0 Scale = 1:33.3 454 = - 454 = 4x8 II I 6-5-2 . 12-8-8 I 19-104 I s-s- 6-s-s 7-2-0 Plate Offsets (XV)- 0-2-8.0-1-81. [5:000.0-1-5lj:3 3.Edge1, [9:0-1-12.0-24" LOADING (pet) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.58 Vert(LL) -0.19 6-7 .999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.62 Vert(CT) .0.39 6-7 603 180 BCLL 0.0 • Rep Stress mci' NO WB 0.48 Hoiz(CT) 0.06 5 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 86 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G OT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF Stud/Std -G I REACTIONS. (IbIsize) 9=94310-5-8 (mm. 0-1-8), 5=954/Mechanical Max Horz9=-95(LC 8) Max Uplift9=-54(LC 9), 5=.48(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purtins. except end verticals, and 0-0-0 cc purlins (4-3-5 max.): 1-3. Except 4-3-0 cc bracing: 1-3 SOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. WEBS 1 Row at midpt 2-9 Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-18131490, W15-1809/490,3-15=18091491,3-16--18441408,16-17=1907/401, 5-17=-19721392 BOT CHORD 9-18=-18811728, 8-18=-18811728, 7-8=-i 8811728. 7-19=-18811728, 6-19=-188/1728, 6-20=-347/1809, 5-20=-347/1809. 5-21=-hO/uS WEBS 2-9=-18051325. 2-7=01380,2-54-1721274.3-6=01257 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VuttllOmph (3-second gust) Vasd87mph; TCDL6.0psf, BCOLS.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 10-4.4 to 134-10, Interior(l) 13-4-10 to 22-11-0, Exterior(2) 20-4-5 to 24-7-13. Interior(l) 24-7-13 to 30-1-Ozone; cantilever belt and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=11.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. 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 20.0psf on the bottom chord in all areas where a rectangle 341-0 tall by 240-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Graphical purlmn representation does not depict the size or the orientation of the puffin along the top andlor bottom chord. I LOAD CASE(S) Standard I I I I FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---4254/250, 3-4=4555/250. 1-8=-11561234 BOT CHORD 8-13=-18114188. 713=181/4188, 7-14=-18114188, 6-14=-18114188. 6-15=-181/4188, 15-16=-181/4188, 5-16=-18114188. 5-17=-186/4243. 4-17=-18614243, 4-15=-67!1680 WEBS 2-8=-4384/236. 2-6=0/576. 2-5=-1521276. 3-5=0/385 I 1* I 1.0 NOTES- 1)2-ply truss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 20 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. AU 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; Vultllomph (3-second gust) Vasth87mph; TCDL-6.0psf, BCDL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 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 buss has been designed for alive 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI I This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points alon Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 84-0 end setback. Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 717 lb down and 136 lb ups and 717 lb down and 136 lb up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of LOAD CASE(S) Standard Continued on page 2 Job 1Truss jTns Type 10t)r MagnolialA G12 CAI. HIP ' Ply TReference (optional) ------ I aiwm&a I war,arne LU., rams, IM. C5tu icuri: a.qu a uec a i,io P-Ills; o.su a ucs a duip as u ea InsUsiHas, las. IflU 'Jul .5 Iau.'w u I5 r5w lD:1bJOp_sdczmZJ'flvFKMLnuz600W-tRnmOWlFD?DYlS59ymp9nE0aevJFTzo0vMVcuXyX5Ky 12-8-8 19-10-8 Scale = 1:33.2 3x4 II 4x8 = 4x6 nn Ii, Li 4x4 = 4x8 = 2x4 II 3X4 = 5x6 = 6-5-2 12-8-8 19-10-8 6-3-6 7-2-0 Plate Offsets (XV)- [2.V-3-0.0-1-81,13:0-2-12.0-2-01. 14:04)-8.0-0-31. (4:0-7-15.0-0-51, 16:0-1-12,0-2-01 LOADlNG(psf) SPACING- 24-0 CSI. DEFL in (lac) Well Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.78 Vert(LL) -0.16 5-6 999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.42 5-6 .567 180 BCLL 0.0 * Rep Stress Incr NO WB 0.82 Horz(CT) 0.09 4 n/a n/a BCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 165 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 DF StudlStd G WEDGE Right 2x4 OF Stud/Std -G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, except end verticals, and 040 cc purlins (5-3-13 max.): 1-3. Except 5-4-0 cc bracing: 1-3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 8=2886/044 (mm. 0-1-9), 4=197'7/Mechanical Max Horz8=-76(LC 6) Max Uplitt5=-245(LC 5), 4.44(LC 5) Max Grav82910(LC 17), 41977(LC 1) Job 'liuss Truss Type ly Magnolia TA G12 CALHIP L7, -2 Job Reference (optional) I ,usrreme u.i.... rams. I.M. simu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumbar lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11) Vert 1-3-172, 3.472. 89=48(F.28) Concentrated Loads (lb) Vert: 1=424 3-624 AM 8240 S UK 82018 PTtnt: 5240$ Pec 62018 MiTek Industries. Inc. Thu Oct 3 12:40:49 2019 Page 2 ID:lbJOp_sdczmLmvFKMLnuz6OGW-1RnmOw1FD?DvIs59ymp9nEoaevJFrzoovMvcuxyx5Ky JOb I russ Truss type tY Magnolia 1A 1 I HIP lil J '' ry lJob 1CAI. Reference (optional) I rwn:o.Lqua uec bu1'nm:e.4u9uec euleMllepclnauarnes,unc. Inu(Jo j1:eu:4au1a ragei lD2Fl3c9vocbrEMVfP7?S5SJz7f4q-tRnmOWIFD?DYIS59ymp9nE0YmvlSTw0vMVcuXyX5Ky 2-1.0 13-10.0 140 240.11 7-8-0 13-3-0 13,3-5 • 21-10.0 1-6.0 0-6.11 5-7-0 5-7.0 O.6.d 8-0-0 0.0.5 0411 Scale = 1:36.6 4.00111 5x8 = 2x4 II 5x8 = 20 11 5x6= 5x10 = 2x4 II 3x6 1-6-0 7-8-0 13-10-0 • 21-10.0 i.x.n ..,ji a_n_fl Plate Offsets (X,Y)- (20-4-0.0-1-81. (4:0-4-0.0.l-81,17:0-2-4.0-3-41 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (icc) I/deli Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) -0.24 6-12 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.78 Vert(CT) .0.51 6-12 '507 180 BCLL 0.0 Rep Stress mci NO WS 0.75 Horz(CT) 0.06 5 nla n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-MSH Weight: 95 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G*Except' TOP CHORD 13: 2X4 OF No.1&Btr G SOT CHORD 2X4OFNo.2G WEBS 2X4 OF Stud/Std G BOT CHORD I REACTIONS. (ItWsize) 5=110910-3-8 (mm. 0.1.8), 9=124710.3-8 (mm. 0.1.8) Max Horz9=-67(LC 6) I Max Uplift5=-80(LC 5), 9=-111(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-665172, 2-13=-23901259. 13-14=-23901259. 3-1@-23901259. 3-15=-23411247. 15-16-23411247.4-16--23411247,4-5=-25201221,1-9=1273193 I BOT CHORD 8-16=-131710. 7-18=-131710. 7-19=-16212314, 6-19=-16212314. 6-20-158!2322. 5-20=-15812322 WEBS 2-8=-10261164. 2-7.19111841, 3-7=.6711164. 4-7=-1531265, 4-6=0/378, 1-8=-102/1318 Structural wood sheathing directly applied, except end verticals, and 0-0.0cc purlins (3-4-9 max.): 2-4. Except: 3-5-0 cc bracing: 2-4 Rigid ceiling directly applied or 10.0-0 cc bracing, Except 6-0-0cc bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1-1 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd-87mph; TCOL=6.0psf BCDL=6.0psf; h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This buss 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. Graphical puilin representation does not depict the size or the orientation of the pullin along the top and/or bottom chord. W.. .,f.% or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 19.9-" and 122 lb down and 28 lb up at 8-7-0 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 Increase1.25, Plate increase1.25 Uniform Loads (p11) Veil: 1-2---68,2-13=-68,14-15=-102(6=34),4-16=-68, 4-5-68. 9-10-20 Continued on page 2 I j I ob Truss Type Qt y Ply ria1A Tn,ss HIP 1 Lb - CAL RIn. Lqpti .. 11 - LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13-102 16-102 Trapezoidal Loads (pit) Veil: 13-68-to-14=402, 15-102-to-16-68 Scale = 1:36.6 4.00111 20 11 5x6 = 5x10 = 20 II 3x6 = Job Truss Truss lype Qty Ply Maclb1A H02 CAL HIP I 1 lJob - - - - - Reference (optional) .,... ,u,,,s, .. s,*, Nun; mzqu 5 uev * win rflfll: *.4U 5 uec 0 LU1O MI I OK IfldU551O5, inc. i nu vcr 3 1x4UDU xuia VJOC 1 ID:ZFl3c9vxxbrEMVfP7'S5SJz7l4q-LdL8bsmuJLPMcfLWLJKOKSYjIf2CTh980FAQzyX5Kx 1-6.0 • 4-0-11 1-8-0 . 11-3-5 13-10-0 21.10-0 1-6-0 • 2-6-11 3-7-5 • 3-7-5 ' 2-6-11 ' 8-0-0 1-0-0 , 7-8-0 13-10-0 21.10.0 I..fl • R. I SLIA • gflfl Plate Offsets (XV)— 12:0 -3-120-O-8L15:0-4-0.0-1-81. I7:04)-0.0-0-91,19:0-3-4.0-3-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (Icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 094 Vert(LL) -025 8-14 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -050 8-14 >517 180 BCLL 0.0 Rep Stress lncr NO WS 0.58 Hozz(CT) 0.05 7 nla nla BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 3.3-14 cc purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc puilins (4-1-9 max.): 2.5. Except WEBS 2X4 OF Stud/Std G 4-2-0 cc bracing: 2-5 SOT CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except 6-"cc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib1size) 7=100110-3-8 (mm. 0-1.8), 11=1042/0-3-8 (mm. 0-1-8) Max Horz 11=-70(LC 8) Max Uplift7.60(LC 9), 11-87(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5791133. 2-18=-1949/405. 15-16=-19491405. 4-16.1949/405. 4-17=-19181396. 17-18-19181396, 5-18=-19181398, 5.-19=-20851426, 19-20=-21491420, T-20=-22281401, 1-11=1069/190 BOT CHORD 10-22=-2051640, 9.22=.2051640, 9-23=-368/2043, 8.23=.368/2043, 8-24=-36212051, 7-24=-36212051 WEBS 2-10=-9261418, 2-9=-28311431, 4-9=4251120, 5-9=-2851143, 541=01381, 1-10=48511202 NOTES- Unbalanced roof live loads have been considered For this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL5.0psf 8CDL=6.0psf h--201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 6-7-12 to 9-7-12. Interior(l) 9-7-12 to 10-5-11. Exteno42) 8-1-12 to 12-4-11, lntenor(1) 124-11 to 20-2-4, Extenor(2) 17-9-5 to 22-04. Interior(l) 224)-4 to 284-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=160 plate grip 00L160 Provide adequate drainage to prevent water ponding. 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 200psf 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl1PI 1. This truss has been designed lore moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 I 110 Job Truss Truss Type oty Ply Magnolia 1A H03 CAL HIP 1 l) Job Reference (optional) I ruarrame u.k.. rents. r. ucau Nun: ezau $ uec o ZU15 rntnl: 0.2411 S usc a 2015 MUSK Inaussles, Inc. mu uci a iz:eu:u auis iaqe I ID:ZFl3c9vtothrEMVtP7?S5SJz7f4q-LdL8bsmu_lLPMcfLWUKOKSYjKlgECUa980FAOzyX5Kx 5-0-8 10.10.8 4-5-8 5.0-3 1044 10.3-13, 15-7-5 21-10.0 4-5-8 0-6-111 5-3-0 0-6-5 4.8-12 1 6-2-11 0-04 0-6-11 Scale = 1:38.8 4.00fF 5x8 4*6 2x4 4*4 = ' - 4*8 = 3*6 = 4.54 10-10-8 17-3-0 21-10-0 5-8 4- 6-5-0 I 6.4.8 1 Plate Offsets (XV)- 12:04-0.0-1-81,13:0-2-12.0-2-01. (5:0-0-0.0-0-91.17:0-2-8.0-2-01 LOAOING(psf) SPACING- 2-041 CSI. DEFL in (lc) Udell Lid PLATES GRIP TCLI. 20.0 Plate Grip DOL 1.25 Ic 0.92 Vert(LL) -0.20 6-7 >999 240 M120 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.68 Vert(CT) -0.44 6-7 2,596 180 BCLL 0.0 Rep Stress lncr NO WS 0.53 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 100 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 G Except T2:20DFNo.1&BtrG 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 5=105610-34 (mm. 0-1-8), 10114610-34 (mm. 0-1-8) Max Ho,z 10=-58(LC 6) Max Uplift5=-61(LC 5), 10=-70(LC 4) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-15 cc purlins, except end verticals, and 04-0 oc purtins (3-84 max.): 24. Except: 3-841 oc bracing: 2-3 BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1252/114. 2-14=-1705/164, 14.-15=-1702i164, 15-16=-1699/165. 3-15=-1693l164, 3-4--18381161.4-5=24171138, 1-10=-1108188 801 CHORD 8-9=-34/1186, 7-8=-34/1186, 7-18=-13712170, 6-18-137/2170. 6.19=91/2226, 5-19=-91/2226 WEBS 2.9.5301110, 2-7=491641. 4-7=-525192, 1-9=45/1308.4-6=0/387 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psl BCDL=6.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL--11.60 plate grip DOLI.60 Provide adequate drainage to prevent water pending. 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 200psf 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 24-0 from front girder and 4-0-0 from back girder. Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 16-9-8. and 122 lb down and 28 lb up at 11-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. I- LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate lncrease1.25 Uniform Loads (pIt) Vert: 1-2-88,2-14-68,3-164-68.3-5=48. 10-11-20 Concentrated Loads (lb) Vert: 14.=-102 16-102 Continued on page 2 Job Truss Truss Type Qty Ply Magnolia IA KO3 CAl. HIP - - Job Reference (optiOnal) nelfame U.L. Pems, CA. 92570 LOAD CASE(S) Standard Trapezoidal Loads (pIt) Veit: 1468-to-15-102, 15-102-to-16=-68 Run: 8.2408 Dec 6 2018 Phnt 8.2408 0ec620I8MlTekin8Us5ies, Inc. Thu Oct 329 Pap 2 ID:ZFI3c9vocbi'EMVfP7?S5SJz7r4q-LdL8bsmuJLPMcfLWUKOKSYjKIgECua98oFAozyX5K.x Job llruss liruss type I I Manolia g 1 i I I - I uJob Reference (optional) I nun; ttuu 9 U9C C 41)10 roOk O.tqu 9 11CC 041)10 11911100950193, lilt. lflUljlt 4 14;.O;31 £U19 ner 1 lDZFl3c9vxxbrEMVfP7?S5SJz7t4q-ppvXpCnWlcTG_mEX4Brdsf5yIixzxvpJMqjyPyX5Kw 0,-14 5-0-4 7-8-0 10-3-12 . 15-0-7 O3-14 4-8-6 2-7-12 2-7-12 • 4-8-11 6-9-9 Scale a 1:35.9 30 = 4.00111 4x4 4x4 162 ii 15 K4 4x4 is 82 r tri 19 ±610 10 9 8 20 7 21 If 22 20 II 40 =4x6 = 4x4 = 3x6 0*14 5-0-4 5-2-0 10-2-0 10-3-12 16.7-13 21-10.0 0--14 4.4.6 0-1112 5.0.0 0-1-12 64.1 5.2-1 Plate Offsets (XV)- (1:0-2-0.0-1-121. (3:0-2-0.Edge). 15:0-0-2.0-1-81. 18:0-1-12,0-1-121,110:0-1-12,0-1-121 LOADING (pst) SPACING- 2-3-12 CS!. DEFL. in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TIC 0.58 Vert(LL) -0.21 7-8 >939 240 MT2O 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.72 7-8 3,360 180 BCLL 0.0 - Rep Stress lncr NO WS 0.55 Horz(CT) 0.03 6 n/a n/a BCDI. 10.0 Code 1BC201511P12014 Matrix-MSH Weight 121 lb FT = 20% LUMBER. TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G 'Excepr Bi: 2X6 DF No.2 G, 93: 2X6 OF SS G WEBS 2X4 OF StudlStd G I REACTIONS. (lb/size) 6=118810-3.8 (mm. 0.1-8), 11=1219/0-3-8 (mm. 0-1-8) Max Horzll.70(LC 17) Max Uplift6=-28(LC 9), 11=-2(LC 8) BRACING- TOP CHORD 24-0 cc purllns (3.4-11 max.). except end verticals (Switched from sheeted: Spacing z- 240-0). GOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. Except: 6.0-0 cc bracing: 10-11. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.15=.1590141, 15-16=-1474!52, 2-16=-1462154, 2-3=-318/49, 3-4=-258/55, 4-17-1516I50, 5-17=-1631/49, 5-18=-2800162,648=2877146, 1-11=-1329/54 BOT CHORD 9-10=0/1466,8-9=011466, 8.20=4112399, 7-20=-4112399, 721 =.6r2657, 6-21=-8I2657, 6-22=011100 WEBS 5-8=-10851130, 4-8=01316, 2-4=-1232140, 110=.8l1624, 5-7=01621 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0p51 BCOL=5.0psf h=20ft Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 6-7-12 to 9-7-12, Interior(l) 9-7-12 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 284-0 zone; cantilever left and tight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL-0.60 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. This truss is designed in accordance with the 2015 International Building Code section 23081 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0111 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 4 lb up at 1141-0, and 52 lb down and 4 lb up at 16.8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=43,34=83.11-112=23 Concentrated Loads (lb) Vert: 8=-50 10=-50 Job Truss Truss Type uty H05 COMMON =J b nce (optional) iusrrame I.u..., rems, GA. V2570 Run: 8.240 S Dec 8 2018 Flint 8.240 s Dec 8 2018 Mifelc IndUSIJiBS Inc. Thu Oct 3 12:40:512019 Page 1 ID:ZFI3c9vxxbrEMVfP77S5SJz7r4q-ppvXpCnW1cTG_mEX4Brdsf5u9iyFxwwJMgjyPyx5Xw 0--14 5-0-4 7-8-0 10-3-12 14-11-7 21-10-0 0-3-14 4-8-6 2-7-12 2-7-12 4-7-11 6-10-9 I 3x4 = Scale = 1:36.2 4 17 is 4 <Z~ Is 82 6 19 10 9 82O 7 21 l 2*4 II 4*4 = 40 = II 4x6 3x6 0-3-14 4-8-6 0-1-12 ''4*'iwA 5-0-0 0-112 C 5-11-6 £ 11UU 5-6-14 Plate Offsets (X.V)- 11:0-1-12.0-1-121. I [3:0-2-0,Edge), 15:0-0-2,0-1-121, [6:O.0-0,0-0-9J, 18:0-1-12,0-2-01, 110:0-1-12.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/dett Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.37 7-8 s'699 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.23 7-8 p212 180 I BCLL 0.0 Rep Stress mc, NO WB 0.59 Horz(CT) 0.04 6 nla n/a BCDL 10.0 Code IBC20I5/1P12014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&8tr G Except TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purtins, except 12: 2X4 DF No.2 G end verticals. BOT CHORD 2X4 DF No.1&Btr G Excepr 601 CHORD Rigid ceiling directly applied or 10-0-00c bracing. Except: 82:2X6 OF No.2 G 6.0-0 oc bracing: 10-11. WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 61032/0-3-8 (mm. 0-1-8). 11=106310-3-8 (mm. 0-1-8) Installation guide. Max Horzll=-60(LC 17) Max Uplift(I 9), 11-2(LC 8) I 'FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1343134, 15-16=-1255/46, 2-16-1243147, 2-3=-295/45, 4-17=-1331146, 5-17=-1429/44. 5-18=4240152.6-118=23741M, 1-11=-1123/50 BOT CHORD 9-10=0/1267. 89=0/1267. 8-20=-35/2067, 7-20=-35/2067, 7-21=-612181, 6-21=-612181 - WEBS 5-8=-948/112.4-8=0/431.2-4=-1074/34, 1-10=-12/1448,5-7=01473 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.Opsf; BCDLS.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 6-7-12 to 9-7-12, Interior(1) 9-7-12 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 28-4-0 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 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 tail 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 4 lb up at 11-8-0, and 52 lb down and 4 lb up at 1648-0 on bottom 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 Increase1.25 Uniform Loads (p11) Vert: 1-3=42,21-15=42.11-12=20 Concentrated Loads (lb) Vert: 8-50 10-50 Job Truss Truss Type Ply Magnolia IA H08 COMMON luty 1 Job Reference (optional) Cahtomla TnlsFrame U.C.. Penis, CA. 92510 Run: 8240s Dec 6 2018 Print: 8.240 a Dec 6 2018 MiTelc Indushies, Inc. Thu Oct 3 12:40:52 2019 Pace 1 lo:ZF13c9vxxbrEMVfP7?S5SJz7f4q-H0Sv0Xo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5l(v 6-10-9 11-6-4 14.2-0 16-9-12 21-5-7 28-4-0 6-10.9 • 4-7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale = 1:46.6 354 = AS ALS 4.00111 3 521 1.0=1 Auuff 4x4 20 19 23 24 12 25 10 26 a 27 oó ii 416 24 It 454 = = LOADlP4G(pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 TCDL 16.0 Lumber DOL 1.25 BC 0.76 BCDL 10.0 Code IBC2015ITPI2014 I Matrix-MSH BCLL 0.0 Rep Stress Incr NO WS 046 LUMBER- TOP CHORD 2X40FNo.2G SOT CHORD 2X4 OF No.2 G Except' 82:2X6DFNo.2G WEBS 2X4DFStudIStdG I REACTIONS. (lb/size) 1135310-5-8 (mm. 0-1-8). 7=135310-3-8 (mm. 0-1-8) Max Hoiz1=56(LC 36) Max Uplift1.227(LC 27). 7=-227(LC 30) DEFL in (lc) Well lid PLATES GRIP Vert(LL) -0.34 8-9 .988 240 MT20 220/195 Vert(CT) -0.77 11-12 443 180 Horz(CT) 0.17 7 nla n/a Weight: 127 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-30c purlins. BOT CHORD Rigid ceiling directly applied or 74-14 cc bracing. WEBS 1 Row at midpt 34 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. 40 20 II 4x6 = FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=41921588, 2-19=.31101444, 2-20=-2571I333, 3-20=-24651151, 3-4=-3181163, 4-5=-3181168, 5-21.24651152, 6-21=-2571 /342. 6-22=-31101435, 7-22-3192!581 801 CHORD 1-23=-3512950, 23-24=-68012950, 12-24=-680!2950. 12.25=-697!2909, 11-25---697/2909, 10-11=-561/2383, 9-10=-561!2383. 9-26=-58212909, 8-26=-58212909, 8-27=-54212950. 7-27=-54212950 WEBS 6-9=7261172,2-1 1=7261165, 5-9=OI504, 3-11--0/504,3-5--2111/7, 2-12=01381, 6.80I381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0p5f BCDL6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterlor(2) 0-0-0 to 3-0-0. Intenor(1) 3-0-0 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0. Interior(1) 17-2-0 to 2844 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcun'ent 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 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1200 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord From 0-0-0 to 2-0-0 for 600.0 pIt. Hanger(s) or other connection device(s) shah be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 11-8-0, a 50 lb down and 4 lb up at 16-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1.0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (plf) Vert: 1-4=72,4-7-72,113-16-20 Continued on page 2 I'd ~ I" Id I % miss 1iruss Type Qty Ply 1 IJob Magnolia 1A jG 1COMMON I lJob - Reference (optimal) flu.,. o.au UCL U LUIC flint. O.OU U (Jt U LUIC ITHIUJi IOUUUUTUU, InC. mU sJu. J ICW4LJC4UIU r 4 IO:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-HOSvOXo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyT5Kv LOAD CASE(S) Standard Concentrated Loads (Ib) Veil: 9=-50 11-50 I I , I., I IS I' ij 1.0 Job ilniss 1A 1107 7s—sTy—pe MON Fly agnolia lJob - Reference (optional) I .,,. run: mzqus uce ou1b rimi oqusuec e4ulelnluelclnausrnes.Inc. inuucr 4 1x:qu:Dxuw race i lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-H0Sv0Xo8Wwb7cwpkduMsPte7b6LLgPDSbKkGVsyX5Kv 6-10-9 11-6-4 14-2-0 16-9-12 21-5-7 . 28-4-0 6-10-9 4-7-11 2-7-12 l 2-7-12 4-7-11 6-10-9 Scale = 1:46.6 30 = 4x6 4 ii 4x4 = 4x6 = 4x4 = 2011 4x8 = 5.6-14 - 11-6.4 ll8-O 16-8-0 16-9-12 22-9-2 28-4-0 nth, c.ta..n cA1A Plate Offsets (XV)- I1:0-0-0.0-1-11, (3:0-2-0.0-1-81. I4:0-2-'iEdgeI. 15:0-2-0.0-1-81.17:0-0-0.0-1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.34 8-9 "988 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 11-12 '443 180 BCLL 0.0 • Rep Stress lncr NO WS 0.46 Horz(CT) 0.17 7 n/a n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G &cepL B2: 2X6 OF No.2 G WEBS 2X4 DF StudlStd G REACTIONS. (lb/size) 1=13531044 (mm. 0-1-8), 7=135310-3.8 (mm. 0-1-8) Max Harz 1465(LC 12) Max Uplift1-19(LC 8), 7-19(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3cc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-19=3192/25, 2-19=-3110/40, 2-204-2571/35, 3-20=-2465/36, 3-4=-318159, 4-5-318159.5-21=2465/W, 6-21=-2571135,6-22=.3110140,7-22=-3192125 SOT CHORD 1-23=-35/2950, 12-23=-3512950. 12-24=-6312909. 11-244-63/2909.10-11=012353. 9-10=0/2383, 9-25=-2212909. 8-25=-2212909, 8-26=0/2950.7-26=0/2950 WEBS 6-9=-726/127, 2-11=-726/127. 5-9--0/504, 3-11=0/504. 3-5=-211117, 2-12=01381, 6-8=01381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=60ps( BCDL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0.0 to 3-0-0, Interior(l) 3-0-0 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, Interior(1) 17-2-0 to 28-4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLI80 This buss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. • This buss 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSItTPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 11-8-0, and 50 lb down and 4 lb up at 16-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. I LOAD CASE(S) Standard 1) Dead i-Roof Live (balanced): Lumber lnorease1.25, Plate 1ncrease125 Uniform Loads (plf) Vert 1-44-72, 4-7=-72, 13-16-20 Concentrated Loads (lb) Vert 9.50 11-50 Job russ Truss type I Magnolia IA H08 I COMMON 737771 ob Reference (optional) UJ1 O.0 5 USV S LUIS rru1 S usc a suio 5515W IflUU5U1S5. Sic, mu uu 1LW.04 U1S r555 1 lD2Fl3c9vothrEMVfP7?S5SJz7f4q-lC0HEtomHDj_D3OwScu5y4AKxWgoPu7bq_Tq1lyX5Ku I 7-10-12 i 14-2-0 • 20-5-4 . 28-4-0 7-10-12 6-3-4 • 6-3-4 • 7-10-12 Scale = 1:45.1 4x6 II 454 = 6x10 MT18HS VV6= 4x4 = 6x6 I 9-5-12 18-10-4 28-4-0 4-c-1 4..R • 4_c_I7 Plate Offsets (X.Y)— 11:0-2-0.0-0-111.11:0-1-0.0-2-131, [4:0-0-0,0-0.01. r7:0-2-0,0-0-111. (7:0-1-0.0-2-131. 18:0-0-8,0-2-Ol, 110:0-0-0.0-2-01 LOADING (psI) SPACING- 24-0 CSI, DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.57 Vert(LL) -0.52 8-10 a'641 240 MT20 2201195 TCDL 16.0 LumberOOL 1.25 BC 0.81 Vert(CT) -1.04 8-10 p323 180 MT18HS 2201195 SCLL 0.0 Rep Stress lncr YES WS 0.35 Hozz(CT) 0.13 7 n/a n/a BCOL 10.0 Code lBC20151TPI2014 Matrix-MSH Weight-1111b FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2*4 OF StudISTD G(2) SLIDER Left 2*4 OF StudlStd -0 1-11-14. Right 2*4 OF Stud/Std -G 1-11-14 REACTIONS. (lb/size) 1=128610-5-8 (mm. 0-1-8), 7=12881044 (mm. 0-1-8) Max Horzl=-56(LC 13) Max Upllftl=-17(LC 8), 7=-17(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. SOT CHORD Rigid ceiling directly applied or 1041-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer LInstallation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-169510, 2-19=-2831136, 3-19=-2772153, 3-20=-2601138, 4-20=-2524150, 4-21-2543151, 5-21=-2622139. 5-22=-2798154, 6-22=-2828136, 6-7=-180810 SOT CHORD 1-23=41/2629, 1-24=-4112629, 10-24=41/2629,9-10=011840, 8-9--011840, 8-25=-0/2854, 7-25=-012654. 7-26=4)/2654 WEBS 4-8=-111864, 5-8=4951132, 4-10=-11/841, 3-10=4841132 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCOL6.0psf BCOL=5.opsf; h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(l) 3-2-12 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 28-2-4 zone; cantilever left and tight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 001=1.60 3)All plates are MT20 plates unless otherwise indicated. This buss has been designed fore 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0ps1 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard Job Twss TrUSs Type Illy Magnolia uty 1A H09 1COMMON - IJob Reference (optional) I.wurnia I Iuerrr11e U...... refll. . ,u Men: uqu a uec o -lum Inm e.zau spec e Zulu MffeI( Indusules, Inc. mu Oct a 12:441:54 2019 Page 1 ID:ZFI3othEMVfP7?S5SJz7f4q-DOafRDpO2XrrrDz6UPKLJljVow2h8Jdl3eDNZ1cyX5Kt 7-10-12 14-2-0 20-5-4 28-4-0 7-10-12 6-3-4 6-3-4 7-10-12 Scale = 1:45.1 4e6 II 4x4 454 3x8= 2223 8 7 6 3x8= 5x6 WB= 5-0-0 9-5-12 18-10-4 28-4-0 5-0-0 4.5-12 1 9-4-8 9-5-12 Plate Offsets ()(,y). 11:0-2.3.0-151 [2:0-1-12.0-2-01. 13:04-0.0-0-01. 14:0-1-12.O-2-'9. [5:0-2-3.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.43 6-8 >261 240 MT20 220/195 TCOL 16.0 LimberDOL 1.25 BC 0.64 Vert(CT) -0.56 6-15 >199 180 BCLL 0.0 Rep Stress lncr YES WS 0.45 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-i cc purlins. SOT CHORD 2X4 OF No2 G SOT CHORD Rigid ceiling directly applied or 6-0.00c bracing. WEBS 2X4 OF StudfStd G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 OF StudISTD G(2) installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 OF Stud/Std -G 7.10-12. Right 2x4 OF Stud!Std G 7-10-12 Installation guide. REACTIONS. All bearings 13-10-8 except Qt--length) 1=0-5-8, 5=0-3-8. (lb) - Max Harz 1-73(LC 38) Max Uplift All uplift 100 lb or less at joint(s) except 1=-179(LC 27), 5=-156(LC 30), 5=.303(LC 30). 8-278(LC 27) Max Gray All reactions 250 lb or less at joint(s) except 1480(LC 60). 5=475(LC 65). 6=903(LC 1), 9=862(LC 1) FORCES. (lb) - Max. CompJMax. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-12531223. 2-17=-12391224, 3-18=-2571293, 3-19=320/380. 4-20=-12521253, 5-20=-12651212 SOT CHORD 1-21=-5021648, 1-22=-502/648, 22-23=-5021648, 8-23=3471612, 7-8=-231!388. 6-7=-648/770. 6-24=-3771533, 5-24=377/533. 5-25---377/533 WEBS 3-6=-5561436,4-6=,5721143,3-8=4841405.2-8=-567/148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable and zone and C-C Exteno42) 0-2-12 to 3-2-12. Interior(1) 3-2-12 to 14-2-0, Exte,ioil2) 14-2-0 to 17-2.0, tnterio41) 17-2-0 to 28-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L1 60 plate grip 001,=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 20.0psf on the bottom chord in all areas where a rectangle 344 tail by 240-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 5-0-0 to 18-10-8 for 100.9 p11. Job Truss Tie MYy Magnolia IA [russ 1410 COMMON I I uly I I 2 IJob Reference (optional) Canumid I IUId,IW U.,.... r'elna, . ,u ,(un: a.jqu a uec e ue i-nm: u2au S uec S AUIS SlICK unausules. IflC. mu uct i 1x:4U:l zu1S I5OC 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-hb81fZq0prziTNYJJ1wZ1VGgOJJvtjMuHlyx5ByX5Ks 5-6-13 9-4-11 14-2-0 20-2-8 23-11-1 28-4-0 5-6-13 3-9-14 • 495 6-0-8 I 3-8-9 4-4-15 Scale = 1:45.2 06 = 5*15 4510 = 4510 = 5*10 = sxe =Us = 6*8 = 3*4 = 6-7-13 • 14-94 20-2-8 28-4-0 LI_i c_c.A a_I_A Plate Offsets ((Y)- F1:0-7-0,O-1-14L[3:0-3-12.0-1-12),[4:0-3-0,0-2-4),15:0-1-12,0-2.0j,[8:0-3.00-4-01. [10:0-4-0.0-2-41,111:0-3-4.04-41 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) Ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.51 Vert(LL) .0.14 10-11 999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 Sc 0.90 Vert(CT) -0.41 10-11 p424 180 BCLL 0.0 Rep Stress lncr NO WB 0.62 Horz(CT) 0.02 10 nla n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-MSH Weight: 303 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X5OFNo.2G WEBS 2X4 OF StudlStd G Exoept' W2: 2X4 OF No.2 G SLIDER Left 2x6 OF No.2 -G 5-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0°c purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 1.11. REACTIONS. (IbIsize) 1=2433/0-5-8 (mm. 0-1-8), 7=264/0-5-8 (mm. 0-1.8). 109256/0-3-8 (req. 04.15) Max Horz1-64(LC 29) - Max Upliftl-229(LC 27). 7=-247(LC 30) Max Gravl=2591(LC 53), 7339(LC 3), 10=9256(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4139/548,2-3=40831374, 3.4=.37513311, 4-5=-12113676. 5-6--34311166, 6-7-524/929 BOT CHORD 1-19=-537/3913. 1-20=-54013918, 11-20=-509I3998, 11-21=-5871813. 10-21=-605/784. 9-10=10871550,9-22=-110871550, 22-23=-1087/550. 8-23=-1087/550, 8-24=-874/542, 24-254.874/542, 7-25=-874/542, 7-254-340/305 WEBS 3-11=015223, 3-10=-3709!32, 4-154-2571/135. 5.10=.35491179, 5.54-2512288, 6-54-421/84 NOTES- 1)2-ply truss to be connected together with lCd (0.1314') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 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; Vultllomph (3-second gust) Vasd87mph; TCDL=6.opsf BCDLG.Opsf; h=20ft; Cat. II; Exp B; 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. 6)' 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. WARNING: Required bearing size at joint(s) 10 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points alor Bottom Chord. nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resis loads along bottom chord from 0411-0 to 2.0-0 for 700.0 plf. Girder carries tie-in span(s): 30.4-0 from 0-0-0 to 344; 27-2-0 from 3-4-0 to 10-10-0; 20-1-8 from 10-10-0 to 18-4-0; 6-0-0 from 2844; 20-2.0 from 0-0-0 to 184-0; 2-6-0 from 4-0.0 to 28.4-0; 2.6.0 from 22-4-0 to 284.0 Continued on page 2 Job Truss TrUSS Type Oty Ply Mac 1A - iO COWON b'Refenoe (optional) :Zc P7?5SJz7f4 q-h b8ifZq 0p TNYiJ VGg 1wZ1WJvtjMuHlyx 5 By(5Ks NOTES- Fl39 EMVf S 13) Hangei(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1895 lb down and 76 lb up at 20-24 on bottom 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 lncrease1.25 Uniform Loads (p11) Vert: 14-72, 4-7-72, 12-23.431(F-411). 23-24-20, 16-24-25(F.5) Concentrated Loads (lb) Vert 8-1895(F) i- Job Truss TrusS Type Qty Ply Magnota 1A JO1 GABLE 1 --jobReference (optional) ... •.... ...., ,.,,. ..,. nrn,. o-.0 u U Lu IU rnflL a.Lu S USC U LU1U iniieic IflUU5U1S5. inc. i 1W VCi 3 1z:Suse uw race 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7t4q.MiQsvrea85Z4X7vskRoZjowHjrpcHu2wyiuedyX5Kr 5-1-11 • 10.11-0 • 16-8-5 21-10-0 5-1-11 • 5-9-5 • 5-9-5 5-1-11 Scale = 1:34.7 558 II .:T,TirI 34= 40 17 41 16 42 15 43 14 44 131245 11 46 10 47 9 48 8 49 7 50 6 51 4x4 = 30 454 = 7-9-10 14-0-6 21-10-0 7.0.40 i i 7QAfl Plate Offsets (X.Y)— 13:0-3-6.0-2-81 - - LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) We - n/a 999 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.15 Vert(CT) We - n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.16 Horz(CT) 0.01 5 We We SCDL 10.0 Code IBC2015/TP12014 Matrix-SM Weight: 128 lb FT c 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud!Std G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 21-10-0. (Ib) - Max Horz1$7(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 11, 13. 16. 10, 7 except l.138(LC 27), 5=-141(LC 38), 9-180(LC 30). l4183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1=351(LC 67). 5351(LC 79), 9587(LC 1). 14587(LC 1). 11=275(LC 73), 13=280(LC 72). 15=292(LC 70), 16=255(LC 69), 17316(LC 68), 10=280(LC 74), 8=292(LC 76), 7=255(LC 77). 6=316(LC 78) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-36.4821379, 2-36=-274!265, 2-37-2141276, 3-37=-981336. 3-38-69/338, 4-W--178f271.4-39=-2621235,5.39---4491387 -38=-17W271, 4-3-262l235, 5-39=-4491387 SOT CHORD 11-40=4641373."11=W. 3583 WEBS 3-9=-3611175, 4-9=-5401152, 3-14=4611177, 2-14=-540/153 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultrllOmph (3-second gust) Vasd=87mph; TCDL=6.0psl BCDL=6.0psf. h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2)0-O-0 to 3-0-0, lnterior(1)3-0-Oto 10-11.0, Exterior(2) 10-11-0 to 13-11.0. Interior(1) 13-11-0 to 21-10-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L160 plate grip OOL1.60 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 ANSl!TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 144 cc. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. This buss 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 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. 91 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed (era moving concentrated load of 250.olb nyc located at all mid panels and at all panel points along thu Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(133) Plate grip DOL=(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 3-0-0, 18-10-0 to 21-10-0 for 133.3 pIf. LOAD CASE(S) Standard 3x6 = 3x6 = 4x4 = 4x6 = 4x4 Job Truss Type Qty I Magnolia 1A IIruss J02 I COMMON 13 1 - Job Reference (optional) ., ..,.s.. '-=o. .. ruin. D.qU a uec in 191.110 i-nm: 0.441.15 UinC in LUiin SHIeS unausoles, Inc. mu uin 14V:Df 2U15 rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz714q-ezGo3FrHLSEOihihOSy16wL1O74sL4wBlcR1A3yX5Kq I I 10-11.0 I 16-4-11 21-10.0 5-55 5-5-11 5-5-11 I I Scale a 1:35.1 I 7-3-3 • 14-6-13 21-10-0 7-A.14 lfl I 7-1-14 Plate Offsets (XX)- (3:0-0-0.0-0-0) LOAOING(psf) SPACING- 24-0 CSI. DEFL in (icc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.41 Vert(LL) -0.27 6-8 >969 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.56 6-8 1,470 180 BCLL 0.0 * Rep Stress Incir YES WS 024 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 81 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1in981/05.8 (mm. 0-1-8), 5=961/0-3-8 (mm. 0-1-8) Max Horz 1=44(LC 35) Max UpIift1in259(LC 27). 5-259(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc pullins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - AS forces 250 (lb) or less except when shown. TOP CHORD 1-15=-21901707. 2-15=-2093/510, 2-16=-1917!348, 316=.1856l166, 3-17=-1856l178, 4-17=-19171349, 4-18-20931467, 5.18=.21901707 SOT CHORD 119=344,2023, 19-20=-9612023, 8.20=-96/2023, 7-8=011379, 7-21=011379, 6-21=0/1379, 6-22=4412023, 22.23.6412023, 623=31212023 WEBS 3-6--371660. 4-6=-395/137, 3.8=.371660. 28.395/137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0ps1 BCDL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0. Interior(l) 3-0-0 to 10-11-0, Exterior(2) 10-11-0 to 13-11-0. lnte,ior(1) 13-11-0 to 21-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL1.60 This buss has been designed fOr a 10.0 psf bottom chord live load nonconculTent with any other live loads. This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64 tail 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. This buss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0.0-0 to 20-0, 19-10-0 to 21-10-0 for 350.0 plf. LOAD CASE(S) Standard 54 = 558 = 454 = 2x4 II 4x8= 20 II jJob Miss lruss Type I' iPly Magnolia 1A K01 I OUEENPOST I 1 lJob Reference (optional) flea iivarime u... PemS, vA. exaiu trun: 8.240 S Dec 82018 Pflrfl: 5.240 a Dec 82018 MITeII Industries, Inc. Thu Oct t 174058 2019 Page 1 lD:ZFl3c9vbrEMVfP7?S5SJz7M6AqAHbsv6mMGKrHu_9TGe8tAL.XKC46XUGBbiVyX5Kp 5-0.11 8-11-8 12-10-5 • 17-11-0 5-0-11 3-10-13 3-10-13 5-0.11 Scale = 1:28.7 I I 5.0-11 • 5-0-11 8.114 3-10-13 • 12-10-5 3-10-13 Plate Offsets (XX)- 11:0-0-0,0-1-9), [5:04-0,0.1-9), [6:0-24,0-1-0I.180.24.0-1-0I LOADING(psf) SPACING. 2-0-0 CSI. OEFL in (lc) I/deS L/d - TCLL 20.0 Plate Grip DOL 1.25 IC 0.53 Vert(LL) .0.13 6-14 999 240 TCDL 14.0 Lumber 00L 1.25 BC 0.99 Vert(CT) -0.38 6-14 563 180 BCLL 0.0 Rep Stress lncr NO WS 0.47 Harz(CT) 0.05 5 n/a n/a BCDL 10.0 Code IBC20151TPl2014 Matrix-MSH PLATES GRIP MT20 2201195 Weight: 69 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF Stud!Std G I REACTIONS. (lb/size) 1=926/0-3.8 (mm. 0-1-8), 5=171110-3.8 (mm. 0-1-13) Max Horzl=36(LC 28) Max UpIift1-151(LC 19), 5=-141(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-Soc purlins. 601 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb). Max. CompiMax. Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 1-2=-20851376, 2-3-1632!181, 3.4=-1638/184, 4-5=-28541375 BOT CHORD 1-15=-379I1923, 8-15=-379/1923, 8-16=-379/1923. 7-16=-37911923, 7-17=40612681. 6-17=.406/2681,6-18=-406/2681, 18-19=-40612681, 19-20=-40612681, 5-20=-31/2681 WEBS 2-7=-527198. 3-7=01792, 4-7=-1369177, 2-8=0/305, 4-6=0/839 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; 1C0L5.0psf; BCDLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and tight exposed: Lumber 00L1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live toads. This truss has been designed for a live load of 20.00sf on the bottom chord in all areas where a rectangle 3-8-0 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 far the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for 400.0 plf. Girder carries tie-in span(s): 12-7-8 from 13-3-0 to 17-11-0 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 (p11) Veit 9-18=20,12-18=247(F=227),1-3=-68, 3-5-68 if 'A uType fQty E9.W 1TnJss 70"U:POST1(02 JP7' - Reference (optional) I rns, . ,uI1; O.'W a iJ3C 0 ewiq rnnr. 0.KU 5 uec 0 LU1O Ml 13K IflUU5Ul35. IflC. i flu jci 4 1:4U:o* UI3 P'533 I lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-8AqAHbsv6mMGKrHu9TGe8tFgXPq4AZLzGBbiVyX5Kp 4-5-11 8-11-8 13-5.5 17-11.0 4.5.11 4-5-13 4-5.13 • 4-5-11 Scale = 1:28.7 454 = 4x8 = 4x8 4x8 = 8-11-8 4 17-11-0 R.lI.R 5.11.5 Plate Offsets (XV)- [1:0-0-0,0-1-1). [5:0-0-0.0-1-1I LOADING(psf) SPACING. 2-0-0 CSL DEFL in (ICC) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 125 TC 0.25 Veit(LL) -0.32 6-12 >675 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.54 6-12 >401 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.05 5 We n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 66 lb FT = 206/. LUMBER- TOP CHORD 2X4 OF No.2 C SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G I REACTIONS. (IbIsize) 178810-3-8 (mm. 0-1-8), 5=78810-3-8 (ruin. 0-1.8) Max Horz 136(LC 12) Max Upliftl-11(LC 8), S=-11(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 441-6 cc purlmns. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during turns erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=.1728152. 2-15=-1653165, 2-16=-128817, 3-16=.1235118, 3-17=-1235118, 4-17=-128617. 4-18=-1653165, 5-184-1728/52 801 CHORD 1-13=-5711598.6-13=-S7/1598.6-14=-3111598.5-14=-31/1598 WEBS 2-6=4841116.3-6=01530.4.6=484/116 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=60psf BCDLS.Opsf; h2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exte,ior(2) 0.0-0 to 3-0-0, Interior(1) 3-0-0 to8-11-8, Exterior(2) 8-11-8 to 11-11-8. Intenor(1) 11-11-8 to 17-11-0 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 00L1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. • This buss 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. .' LOAD CASE(S) Standard HI ti 6x6 = 6x6 = 40 = 4-9 II 550 - .550 II Job 1TIUSS Truss Type Oty Magnolia 1A l(03 OUEENPOST 1 17Jb Reference (optional) -u,*. ..,,. Nun; o.qu a ijac a uia rnn1 a.0 S USC * U1* as uee Inausilles, Inc. i flu uci .5 1:4u:Da u1s i'age 1 ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-aMOYUxtXs3U7x_s4vs_VBLOL1xIlpXGUCww8Eyyx5Ko 4-11-12 8-11-8 • 12-11-4 17-11-0 4-11-12 • 3-11-12 3-11-12 4-11-12 Scale = 1:28.4 4-1142 i 8-11-8 12-11-4 • 17-11-0 d-11.1 t.I1.i • i_Il..13 4.11.1') Plate Offsets (XX)- (1,0-3-0.0-3-51. (5:0-3-0.0-3-5), 16:O-3-12.0-1-81.17:0-4-O.0-1-121. 18:0-3-12.0-1-81 LOADING (psi) SPACING- 2-0.0 CSI. OEFL in (lc) IIdefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.08 6-14 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 Sc 0.70 Vert(CT) -027 6-14 >810 180 BCLL 0.0* Rep Stress lncr NO WS 0.63 Horz(CT) 0.04 5 nla nla BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 82 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6 OF SS G WEBS 2X4 OF StudlStd G REACTIONS. (lblsize) 1=99710-5-8 (mm. 0-1-8), 5=218410-3-8 (mm. 0-2-5) Max Horzl=36(LC 36) Max Upliftl=-250(LC 19), 5-235(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250(11) or less except when shown. TOP CHORD 1-2=-23501622, 2-3=-18931327. 3-4=-18961322, 4-5=-35691632 601 CHORD 1-15=-2781953. 1-18=-66112187. 8-16=-66112187. 8-17-66112187, 7-17-66112187, 7-18=-69713368, 6-18=-69713368, 6-19=-69713358, 19-204-69713368, 20-21--69713368, 5-21=-16713368, 5-22=-29311788 WEBS 3-7=01950.4-7=1830168.4-6=011135.2-7=-WO/117.2-8=01279 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasth87mph; TCDL=6.0ps1 BCDL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psI bottom chord live load noncorscurrent 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 24)4 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate gap DOL=(1.33) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for 700.0 pL Girder carries tie-in span(s): 17-11.0 from 13-3-0 to 17-11.0 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25. Plate Increase--1.25 Uniform Loads (pIt) Veil: 1-3=-68,3-5=-68,9-19=-20,12-19=464(F=344) I, ~ 11 8x8 400 = 3x10 = Job 1TrUSS TFUSS Type Qty r'' Magnolia IA K04 CAl. HIP I I 1 I - - - - Job Reference (optional) nut,. O.LIU 5 usc u svic nm,. Q.LsIJ s USC C LU IC IVUISS UVUUSUWS, IflV. mu 'act a itqu;u, tins raqa 1 ID:ZFl3c9vxxbrEMVP7?S5SJz7I4q-aMOYUxtXs3U7x_s4Ys_VBLOMPxjspdnUCww8EyyX5Ko 1.11-11 4-9-5 7-5.0 74,12 9.11-5 .104-0 13-1-11 17-11-0 4-9-5 2-7-11 O-iJl2 1-11-10 0-6-It 2-7-11 4-9-5 04-15 Scale sl:29.5 7-5-0 i 10-6-0 • 17-11-0 i i 75-0 3-1-0 • 7-5-0 Plate Offsets (X.Y)- ':0-3-12Edge1, I40-5-O.0-1-61 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFL in (loG) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.12 7-8 a.999 240 MT20 220/195 TCDL 14.0 I Lumber 001.. 1.25 BC 0.77 Vert(CT) -0.37 8 573 180 BCLL 0.0 Rep Stress lncr NO WE 0.21 Horz(CT) 0.09 8 We We BCDL 10.0 Code lBC20151TPl2014 Matrix-MSH Weight: 84 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-9-1 cc purlins. except BOT CHORD 2X6 OF No.2 G 040 cc purlins (2-10.1 max.): 3-4. Except WEBS 2X4 OF StudlStd G 2-10-0 cc bracing: 3-4 BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required crowbracing be I installed during truss erection, in accordance with Stabilizer Installation guide. - REACTIONS. (lb/size) 1=177010-3-8 (mm. 0-1-14), 6=1782/Mechanical Max Horzl=33(LC 8) Max Upliftl=-64(LC 4). 6=.68(LC 5) FORCES. (lb) - Max. CompfMax. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 1-2=4340/345,2-3=4336/343, 3-1S=-39811331, 4-15=-3974/333, 4-5=4202(342, 5-6=43741356 BOT CHORD 1-16=8911691,1-17=-31714104,8-17=317/4104, 8-18=30814188,18-19=-30814188, I 19-20=-308/4188, 7-20=-308/4188, 7-21=-301/4114. 6-21=-301/4114. 6-22=-77/1695 WEBS 343=0/380, 3-7=400156.4-7=01527 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL8.0psf BCDLG.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed: end vertical left and sight exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for alive 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed fOr a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. Girder carries hip end with 8-0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the puslin along the top and/or bottom chord. 121 W.. .,f.% or other connection device(s) shall be provided sufficient to support concentrated load (s) 703 lb down and 162 lb up at 10--' and 703 lb down and 162 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of othel 13) 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 Increase1.25 Uniform Loads (plf) Vest: 1-3=-68,34=-165,4-6=68.9-12=49(F=-29) Continued on page 2 Job TrUSS Truss Type city Pry MagnoIia1A K04 CAL HIP 1 I j JJob - - - - - Reference Lgfional) null. O.MU •__ U WIO mm.. O.t'IU U 11CC CCU IC 11111CC IflUlflUlC5, tIN. II1U11Cl .1 ItUUU £11115 ra 4 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q4MOYUxXs3U7xs4YsVBLOMPxjspdnUCww8Ey$Ko LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3-589 4-589 1' I I, I I 1.0 Job 1Twss ilruss Type I° l Magnolia IA K05 1QUEENPOST 6 1J.b Reference (optional) I 1 a111a1n0 I mrmme U.L.., rem. . uu Nun; Z4U S USC S U1S rniit Si4U S USC S U1S 151155 IflSU5S1eS. InC. 11111 Ua .3 1.51.UU £1115 d95 1 lO:ZFl3xbrEMVfP7?S5SJz7f4q-2VxwiGu9dNc_Z8QG5aWkkZzalK4wY4fdRaginOyX5Kn I 4-5.11 8-11-8 12-8-12 .13-7-13 17-11-0 4-5-11 4-5-13 3-9-4 0.11-1 4-3-3 Scale = 1:28.8 454 = 4x6 = 2x4 II 354 = 8-11-8 124-12 • 17-11-0 R.1 1A I iA.A Plate Offsets (XX)- 7:0-2-8.0-2-01 LOADING (psi) SPACING- 24-0 CSI. OEFL in (ICC) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.31 Vert(LL) -0.28 7-10 '552 240 M720 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.51 7-10 '300 180 BCLL 0.0 Rep Stress Unix NO WS 0.24 l-lorz(CT) 0.02 6 nia nla BCOL 10.0 Code 18C20151TP12014 Matrix-MSH Weight 67 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD BOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 1=54610-3-8 (mm. 0-1-8), 5=22010-34 (mm. 0-1-8), 6=85210.5-8 (mm. 0-1-8) Max Horz1=36(LC 12) Max Uplift1-8(LC 8), 5=-6(LC 13), 6-13(LC 9) Max Gmvl=553(LC 27), 5=382(LC 31), 6862(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1055147, 2-17-988I61, 2-18=-552I0, 3-18=-510l6, 3-19=-529112, 4-19=-54610 BOT CHORD 1-14=-531978, 7-14.53I978 WEBS 2-7---5451111, 4-7=-121531, 4-6=-721155 Structural wood sheathing directly applied or 5-11-13cc puilins. Rigid ceiling directly applied or 644cc bracing. MiTek recommends that Stabilizers and required aces bracing be installed during buss 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) Vasd87mph; TCDL6.0psf BCDL=6.0psf h=20ft Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Extelior(2) 0-0-0 to 3-0.0, Interior(1) 3.0-0 to 8-11-8, Extenor(2) 8-11-8 to 11-11-8, Interior(l) 11-11-8 to 17-11-0 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 buss has been designed for olive load of 20.0ps1 on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard Af'ISIfTPI 1. This buss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 + Root Live (balanced): Lumber lncreasel.25, Plate lncrease=1.25 Uniform Loads (phi) Vert 6-8-20. 6-11.30(F.10), 1-3=-68, 3-5-68 1' I Job TrUSS truss lype otr Ply I Magnolia IA KOG OUEENPOST 1 I Job Reference (optional) cauvomia inisi-rame u.. ,ems, CA. $2310 Run: 82405 uec 82018 Flint: 8.2405 Dec 62018 reTell Indusales. Inc. mu Oct 3 12411U 2019 F$$ 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-2YxwiGu9dNcZ8QG5aWkkZzalK4wY4fdRaginOyX5Kn 4-5-11 8-11-8 12-8-12 13-7-13 17-11-0 4-5-11 4-5-13 3-9-4 0-11-1 4-3-3 Scale = 1:28.8 424 = 4x8 = 2x4 II 354 = 8-11-8 1 1241-12 17-11-0 S_Il_a ' %.q.a I Plate Offsets (X.V)— 17:0-28.0-2-01 LOADING(psf) SPACING- 240-0 CSI. DEFL in (foe) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.28 7-10 2,552 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.51 7-10 >300 180 BCLL 0.0 • Rep Stress Incr NO WB 0.24 Hosz(CT) 002 6 n/a n/a BCDL 10.0 Code l8C2015/TP12014 Matrix-MSH Weight: 67 lb FT = 20% TOP CHORD 2X4 OF No.2 G TOP CHORD LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=546/0-3-8 (min. 0-1-8), 5=220/0-3-8 (nun. 0-1-8), 6=862/0-5-8 (min. 0-1-8) Max Horz 136(LC 36) Max Upliftl-163(LC 27), 5=-115(LC 38). 6=-59(LC 30) Max Gravl=553(LC 55), 5=382(LC 59), 6=862(LC 1) ' FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-11031460, 2-17=-988/344, 2-18=444/223, 3-18--.5101160, 3-19=-529144, 4-19=-5461`138, 5-26=-352/284 BOT CHORD 1-14=441/1025, 7-14=-2481978, 5-16=-2511349 - WEBS 2-7=-54511145,4-7=-11051631, 4-6=-721/105 Structural wood sheathing directly applied or 5-11-9 oc purtins. Rigid ceiling directly applied or 6-0-000 bracing. MiTek recommends that Stabilizers and required cress bracing be installed during buss 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) Vasd87mph; TCOL=6.opsf; BCDLS.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-0-0, Interior(l) 3-0-0 to 8-11-8, Exterior(2) 8-11-8 to 11-11-8, Interior(1) 1111-8 to 17-11-0 zone: cantilever left and tight exposed ; end vertical left and tight exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 20.opst on the bottom chord in all areas where a rectangle 3-8-0 tall by 241-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSllTPl 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-11-0 for 44.7 plf. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber hncrease=1.25, Plate Increase--1.25 Uniform Loads (plo Vert: 6-8-20, 6-11-30(F-10), 1-3-68, 3-5--ES Job I russ I russ Type Ply MaoIia1A L01 GAB -::_J " 'Y 1 - - - - - Job Reference (optional) hun: e.LqU a uec u TU15 rnn1 5.14u ELM U ZU1V MUCK unausmes, inc. mU Uch 1:41:u1 2U1u I-age 1 ID:ZFI3cocbrEMVfP7?S5SJz7(4q-WlVJvcunOhkrBl?SlH1zGmVnjkXMGZRngEPFJqyX5Km 4-9-14 8.9-0 . 12-8-2 17-6-0 4-9.14 3-11-2 3-11-2 • 4-9.14 Scale = 1:27.6 5x6 II 3x4= 29 14 30 13 31 12 32 Il 33 10 34 9 35 8 38 7 37 6 38 40 = 40 = 6-3-14 11-2-2 17-6-0 A1flA A.lA Plate Offsets (XX)— '3.0-3-6.0-2-81 LOADING(PSI) SPACING. 2-0-0 CSI. DEFL in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.14 Vert(LL) n/a - n/a 999 MT20 220/195 TCOL 14.0 Lumber DOL 125 Sc 0.19 Vert(CT) n/a - n/a 999 BCU. 0.0 Rep Stress Inor NO WS 0.07 Horz(CT) 0.00 5 n/a n/a SCDL 10.0 Code 13C2015/TP12014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 64-0 Os purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 17.6.0. Installation guide. (Ib). Max Hotzl=-36(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11, 13. 9,7 except 1=.126(LC 27), 5=.131(LC 38), 8=-178(LC 30). 12=-183(LC 35) Max Gray All reactions 250 lb or less at joint(s) except 1=344(LC 65), 5=344(LC 75), 8=464(LC 1), 12=464(LC 1), 10279(LC 70). 11=270(LC 69). 13=258(LC 67), 14=321(LC 68), 9=270(LC 71), 7258(LC 73), 6=321(LC 74) FORCES. (lb) -Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-3851347, 5-28=-3851355 SOT CHORD 1-29=-3391369,5-38=-3221352 WEBS 3-8=-255/167, 4-8=375/103, 3-12=-2551173. 2-12=-375/103 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.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-04 to 8-9.0, Exterior(2) 8-94 to 11-9-0, Interior(l) 11-9-0 to 17-6.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 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 ANSl/TPl 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 144 cc. 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. This buss is designed In accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconculTent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 4-0-0, 1344 to 17-6-0 for 100.0 plf. LOAD CASE(S) Standard 434 = 484 = 2x4 II = 434 = iTruss TrUss Type EZ L02 '7Job GIRDER 1COMMON I I Reference (optional) I ca I njsr-rnrne U... Ferns, IA. 92010 Run: 82403 Dec 62018 Flint 8.240 s Dec 62018 MITeR Indusinea, Inc. Thu Oct 3 12:41:02 2019 Page 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-_x3h7yvP9_sioSafD?YCp_2wL8o9??Wwut9orHyX5Kl 3-10-4 4-5-1, 8.94 . 13-0-15 17.6-0 3-10-4 0-6-13 4-3-15 4-3-15 4-5-1 Scale = 1:28.2 I 110-4 10.4 6-64 2-8-2 10-11-10 4-5.4 Plate Offsets ((Y)- (4:04)-0.0-0-01 LOADING (psI) SPACING- 2-0-0 CSI. DEFL in (lc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.12 7-15 999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.23 7-15 3,898 180 BCLL 0.0 I Rep Stress lncr NO WS 0.15 Horz(CT) 0.05 6 nfa n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH PLATES GRIP MT20 220/195 Weight: 66 lb FT = 20% LUMBER, TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G I REACTIONS. (lb/size) 177010-5-8 (min. 0-14). 6=77010-5-8 (mm. 0-1-8) Max Harz 1=35(LC 12) Max upliftl.10(LC 8), 610(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purtins. SOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during miss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. I . TOP CHORD 116=-1689l25. 2-16=-1631132. 2-3=-1613144. 3-17=-1418/22.4-17=-1370138, 4-18=-1369/27. 5-18=-1417115, 5.19=-1614/51. 6-19=.169W38 BOT CHORD 1-20=-31/1558. 9.20=-3111558, 9-21=-3111558. 8-21=-3111558. 8-22=0/1100. 7.22011100, 7-23=-2011559,6-23=-2011659 WEBS 4-7=01498.5-7=-341197,4-8=11495,3-8=366f68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult'llOmph (3-second gust) Vasd87mph; TCDL=6.0psI BCDL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0.0 to 3.0.0, Interior(1) 34-0 to 8-941. Exterior(2) 8.9.0 to 11-9-0, Interior(l) 11-9-0 to 17. 641 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 00L1.60 This miss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0p51 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 0120% has been applied for the green lumber members. This miss is designed in accotdance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This miss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard I Job Truss Truss I ype uty Ply gn IMaalia lA L03 COMMON GIRDER 1 -- - - -- - - Job Reference (optional) , ...... '.. rcurl; O.W 5 uce 0 WIO rnim e.Lqu a rec 0 Ui0 551CC IflgU5me5. IflC. mu ucr a 41Ua xuia raqe 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-S7d3K1wlwl_ZOc9mi3RLBb55V8LkSo47XuMOjyX5Kk 4-5-1 8-9-0 13-0-15 17-6-0 4-5-1 4-3-15 4-3-15 451 Scale = 1:28.2 D=1000# = axe = 4x4 4x4 = 6-6-6 10-11-10 17-6-0 6-8-8 5.8-4 Plate Offsets (X.Y)-. 13:0-0-0.0-0-01 LOAOING(psf) SPACING- 2.0-0 CSL OEFL in (lc) lldefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.12 7-10 '999 240 MT20 220/195 TCDL 14.0 LumberOOL 1.25 Sc 0.55 Vert(CT) -0.24 7-10 3-890 180 BCLL 0.0 * Rep Stress lncr NO WE 0.15 HOIZ(CT) 0.05 5 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4DFNo.2G WEBS 20 OF Stud/Std G REACTIONS. (lb/size) 1770/0-54 (mu 0.1-8). 5770/0-S-8 (mm. 0-1-8) Max Hoszl=35(LC 44) Max Upliftl=-188(LC 27), 5=.188(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-i cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 cc bracing. Instm, ird Tek recommends that Stabilizers and required cross bracingbe dunng truss erection, in accordance with Stabilizer taon guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. ' TOP CHORD 1-14=-16901511, 2-14=-16141353, 2-15=-1417t254, 3-15=-1359/127, 3-16=-1369!152, 4-16--14171232.4-17=16141329.5-17=1690/504 BOT CHORD 1-18=-5711559,18-19=-58211559,7-19--58211559,7-20=.48011216, 6-20=-48011216, 6-21=47711559.5-21=477/1559 WEBS 3-6-271496, 4-6=-3421122. 3-7=-23/498. 2-7=-3421117 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult'llomph (3-second gust) Vasd87mph; TCDL6.0p51 BCDL60psf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 004 to 30-0, Interior(1) 3-0-0 to 8-9-0. Exter,or(2) 8-9-0 to 11-9-0, Interior(1) 11-9-0 to 17-6-0 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 nonooncurrent with any other live loads. • This buss 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL(1.33) Plate grip 0OL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 tar 500.0 p11. LOAD CASE(S) Standard fJob liruss truss Type Qty '1y Magnolia IA P401 GABLE I I I IlJob Reference (optional) '.., . Isun; 011U 5 IJ55 S £1115 I-rim; 5.11U 5ll11g S £U10 111115111115U55155 InC. IllU VOl .i1:K1:u4 uie rage i lD:1bJOp_sdcvFKMLnuz6OGW-S7d3Kw1wZQ9mi3RLBb4WC_kOW47XuMOjy5KJc I 6-24 11-0.0 6-2-4 1 4-9-12 5x6 = D=800# Scale = 1:21.8 22 23 8 24 7 25 6 26 5 4x4= 3x6= 3x8 Il 6-2-4 11-0.0 8-24 • a..412 Plate Offsets (XY)- 11:046.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.37 Vert(LL) nla - n/a 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WS 0.42 Horz(CT) -0.01 6 We n/a BCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X6 OF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except SOT CHORD 2X4 OF No.2 G end verticals. WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. OTHERS 2X4 OF Stud/Std G M:Te,,~-ecommends that Stabilizers and required oss bracing be SLIDER Left 2x4 OF StijdlStd -G 33.0 nduring truss erection, in accordance with Stabilizer Inon guide. REACTIONS. All bearings 11-0-0. (Ib)- Max Horz134(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 8 except 5-576(LC 46), 6=.616(LC 35), 7-265(LC 60) Max Gray All reactions 250 lb or less at joint(s) 7 except 5=565(LC 35), 6=1076(LC 48), 8=421(LC 57) FORCES. (lb) -Max. CompJMax. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 1-2=2371355,2-19--2731655, 3-19=4981761, 3-20=-620176111,20-21=-7411952, 4-21=457111043,44=535f613 BOT CHORD 1-22=-565162, 1.23=591I109, 8-23=-5911284, 8-24=-591I294, 7-24=-5911381, 7-25=-5911401, 6-25=-6491478.6-26=-3161343 WEBS 3-6=-8471515, 4-6=-1015/794 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd-87mph; TCDL5.0ps SCDLS.opsf; h20ft Cat. II; Exp B: Enclosed; MWFRS (envelope) gable and zone and C-C Exterior(2) 0-1-8 to 3-1-8, Interior(1) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(l) 9-3-12 to 10-11-12 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 ANSl/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 cc. 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 2404 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSllTPl 1. This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed fora total drag load of 800 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 11-0-0 for 72.7 pIt. LOAD CASE(S) Standard 3x6 4x4 = 2x4 II Job ilmss lrussjype I°'' Magnolia IA NO2 COMMON GIRDER I 1 I I Job Reference (optional) I ag,J a Ua, a &W,o flflL C.salj C IJCc 0 £U10 iaiiee U19UCU1e5. IflS. IflU ya 4 11Uq UC rage 1 ID:lbJOp_sdzmZJflvFKMLnuz6OGW-xKBRXexghc6Q2mk1KOaguP7E1yWUTvqDMBevw9yJ(5kj 6-2-4 11-0-0 6-2-4 4-9-12 Scale = 1:22.5 0-0-8 6-2-4 11-0-0 p_i_i, I Plate Offsets (X,Y).- f1:Edge.O.0-I. 14:0-14.0-1-81.15:0-2-0.0-0-81. [6:0-1-12.0-1-8) LOADING (psi) SPACING- 2.0-0 CSI. DEFL in (too) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.09 6-9 >999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 6-9 2,818 180 BCLL 0.0 Rep Stress lncr NO WS 0.16 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code IBC2015lTP12014 Matrix-MSM Weight: 50 lb FT = 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2x6 OF No.2 -G 3-3-11 REACTIONS. (lb/size) 1=478/041-8 (mm. 0-1-8), 5=478/0-3-8 (mm. 0-1-8) Max Horzl=36(LC 11) Max Uplift12(LC 12) Max Gravl>911(LC 30), 5=511(LC 33) BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0oc 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 buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-748126. 2_11=504148, 3-11=-496163. 3-12=481162, 12-l3496I49, 4-13-558147, 4-5=449/70 SOT CHORD 1-14=-102/396. 1-15=-291451, 6-15=-29/451 WEBS U=01272,4-6=71414 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd-87mph; TCDL=6.0psf, BCDL6.0psf; h20ft; Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1.8. Interior(l) 3-1-8 to 6-3-12. Exterior(2) 6-3-12 to 9-3-12, Interior(l) 9-3-12 to 10-11-12 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 OOL=1.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcwrent with any other live loads. This buss has been designed fOr a live load of 20.opslon 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 0120% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I 4x4 = Scale a 1:22.8 Job Twss iiruss Type 1QtY Fly Magnolia IA NO3 GIRDER 1COMMON jJob II Reference (optional) lurI; o.'w a iec a uia rnnl a.qU a uec a uia mu ueui Iruaums. inc. i flu UCL 4 1;q1:ua uia rage 1 lD:1bJOp_sdczmZJflvFKMLnuz6QGW-xKBRXexghc6O2mk1KQaguP7EhyWATweDMBev9yX5Kj 6-2-4 12-6-0 6-2-4 6-3-12 0-0-8 8-2-4 I 12-6-0 Plate Offsets (XV)— (10-2-12.0-0-41,(3:0-2-0,0-2-41, (5:Edge.0-0-01 LOAOING(psf) SPACING- 240 CSI. OEFL in (lc) b/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Veit(LL) -0.10 6-13 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 >891 180 BCU. 0.0 Rep Stress lncr NO WB 0.11 Horz(CT) 0.02 1 nla na BCOL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.2G 601 CHORD 2X4 OF No.2 G WEBS 2X4OFStud1StdG SLIDER Left 2x6 OF No.2 -G 3-3-11, Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (Iblsize) 1=550/044 (mm. 0-1-8), 5=55011-11-8 (mm. 0-1.8) Max Horz1-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6411-0 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. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-767114, 2-15=-674151, 3-15=-663I66, 3-16=-663I63, 4-16=-671148, 4-5=428127 801 CHORD 1-17=811474, 1-18=01603,6-18=01603,6-19=01603, 5-19=01603,5-20=0/603 WEBS 3-6=01383 NOTES- Unbalanced mcI live loads have been considered for this design. Wind: ASCE 7-10; Vult=11110mph (3-second gust) Vasd87mph; TCOL=6.0ps1 BCDL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1.8 to 3-1-8, interior(1) 3-1-8 to 6-3-12, Extenor(2) 6-3-12 to 9-3-12, Interior(1) 9-3-12 to 12-7-8 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 DOL--1.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 4)This buss 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 240-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard AI4SI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 04 = Scale = 1:22.8 0-04 6-2-4 12.8.0 Job Truss Truss Type Magnoltr1A NO4 COMMON 1,21 5 1"'y 1 - - - -- - - Job Reference (optional) I luarrama L.C., rams. CA. SItU RUfl 8.240 a uec 82018 Punt 8.2408 Dec 62018 MITex lfl4usMes. Inc. Thu Oct 3 12:41:05 2019 Page 1 lD:1bJOp_sdczmZJflvFKMLnuz6OGW.PWlplylSvEHtvJEu75vRcgPWLsUCNuNarNSSbyx5Ki 6-2-4 . 12-6411 6-2-4 6-3-12 0-0-8 6-1-12 • 6-3-12 Plate Offsets (XY)-. '1:0-2-110-0-41.13:0-2-0.0-241. 15Ee.0-0-01 LOADING (psf) SPACING- 240-0 CSI. DEFL in (icc) ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.10 6-13 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.17 6-13 >905 180 BCLL 0.0 Rep Stress Inor NO WB 0.11 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 54 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purtins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 1=55010-3-8 (mm. 0-1-8), 5550/0-5-8 (mm. 0-1-8) Max Horz1-35(LC 13) FORCES. (Ib) - Max. CornpiMax. Ten. - AU lbrces 250 (lb) or less except when shown. TOP CHORD 1-2=-767113, 2-15----674151. 3-154-663166,3-154.653/64. 4-16=471/48. 4-S=-848118 SOT CHORD 1-17--811474. 1-18--0l60. 6-18=01603.6-19=0/603.5-19=0/603. 5-20-77!509 WEBS 3-6=013e2 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0psf BCDLS.opsf: h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, Interior(l) 3-1-8 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, lntenor(1) 9-3-12 to 12-7-8 zone; cantilever left and light exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL--11.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for alive load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-541 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. LOAD CASE(S) Standard I I I I I, I LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudJStd G SLIDER Left 24 OF No.2 -G 3-3-11. Right 2x6 OF No.2 -G 3-5-0 russ Type aty [o:- ja1A Ts COMMON GIRDER I 1 I T i FlobReference - - (optional) i.... . n, nun; O.0 6 uec 0 LUJO mm; 0,U 0 I.MG 0 4U1O ivu,eic iricusuws, Inc. mu vcm . 1:q1;uu LU'S pwqu 1 lD:1bJOp_sdcmZJTvFKMLnuz6QGW-PWlplj,lSvEHfvJEu75vRcgPdLsWCNsNarNSSbyX5Kl 6-3-12 12.7-8 6-3-12 ' 6-3-12 454 = Scale = 1:22.9 SoS Il 3x6 U 6-3-12 12-7-8 5-3.12 6-4-12 Plate Offsets (X,Y)— 11:Edge,0.0-0I, 13:0-2-0,0-2-41. I5:Edge.0-0-01 LOADING (psI) SPACING- 2-0-0 CSI. DEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 6-9 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 6-9 >936 180 BCLL 0.0 * Rep Stress Incr NO WB 0.11 Horz(CT) 0.02 1 10.0 Code 16C20151TP12014 WeWe BCOL Matrix-MSH Weight: 55 lb FT = 20% LUMBER* TOP CHORD 2X4 OF No.20 BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2x6 OF No.2-03.5-0. Right 2x6 OF No.2-0 3-5411 REACTIONS. (Ib1size) 1=55610-5-8 (min. 0-1-8), 5=55810-5-8 (mm. 0-1-8) Max Horzl=35(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c puilins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CcmpiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-847118, 2-15=487148. 3-15=-679164. 3-18=479184, 4-16=.687148. 4-5=447118 SOT CHORD 1-17=431515, 1-18=(I1617,6.18=01617,6.19=01617, 5-19=01617, 5.20=76I515 WEBS 34=01386 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.0p51; BCDL=6.0psf h=201t Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(l) 9-3.12 to 12-7-8 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 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 24-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Truss Truss Type iy 1ob Magnolia IA N06 GABLE 117 I Job Reference (optional) lD1bJop_sdZJflvFKMLnuz6aGW4JCyKywDDM8H37dsrc8zqDd7iENxqSwpV70_2y&Ch 6-3-12 12-7-8 6-3-12 6-3-12 5x6 = Scale = 1:22.5 D=800# 2 17 10 18 9 19 8 20 7 21 6 22 23 5 24 4 25 454 40 2x4 II 6-3-12 • 6-3-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFI... in (Icc) I/daB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.22 Veit(LL) nla - nfa 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 3 Na We BCDL 10.0 Code IBC20151TPI2014 Matrix-SH Weight 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 DF Stud!Std G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 DF StUWSId G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-7-8. (lb) - Max Horz1-38(LC 29) Max Uplift All uplift 100 lb or less at joint(s) 7, 9. 10. 5.4 except 1-250(LC 27). 3-191 (LC 30) Max Gray All reactions 250 lb or less at joint(s) 9, 5 except 1=340(LC 55), 3=340(LC 63). 7=431(LC 59), 8=285(LC 58), 10=339(I.0 56), 64285(LC 60), 4339(LC 62) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-589/552. 2-3=438/383 BOT CHORD 1-17---4671501, 10-17=-352/386, 10-18=-236/271, 7-21=2171262.6-21=-2971332. 6-22=-311/345, 22-23=3331368,5-23=333/368, 5-24--3331368,4-24=-3331368, 4-25=-3331368, 3-25=-333/368 WEBS 2-7=-381/114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL=6.0p51 BCDL=6.0psf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 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/WI I. Gable requires continuous bottom chord beating. Gable studs spaced at 1-4-0cc. This truss has been designed for a 10.0 psI bottom chord live load noncoricurrent with any other live loads. 7)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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0411-0 to 8-0-0 for 100.0 ph. LOAD CASE(S) Standard I I'. Job Truss TrUss Type I ' IJ.b B I I1 Reference (optional) Nun:e.Lqus uec o Awn rnn1:e.quuec eInee1iIeKInausvIes.inc. Inuoci s ix:qx,uis iaei ID:ZFI3c9vxxbEMVtP7?S5Jz7f4q-?Hipy0xk86ZeVWaJLZ7v3UqPvkQNRRRcEoLnjX5JO 6-1.4 10.5-4 15-2-0 • 19-10-12 24-2-12 .30-4-0 6-1-4 4-4-0 • 4-8-12 4-8-12 4-4-0 6-1-4 Scale = 1:46.5 5x6 = I 58 25 5924 60 23 81 22 62 21 63 20 64 19 85 18 66471 1615 68 14 69 13 10 1271 Ii 72 10 739 74 a 15 3x10= 3x4= 3x10= 10-5-4 • 19-10-12 30-4-0 1fl..A • Q.qa I 111.c.A Plate Offsets (X.Y)— [20-0-0.0-0-01. 13:0-0-0.0-0-01, 113:0-2-0.0-1-81,120:0-2-0.0-1-81 LOAOING(psl) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 TCOL 14.0 Lumber DOL 1.2$ BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 I Rep Stress Incr YES WS 0.41 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight: 213 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6.0-00c purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6411-0 cc bracing. Except: WEBS 2X4 OF Stud/Std G 10.0-0 cc bracing: 20-21.12-13. OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 30-4-0. Ob) - Max Horz 1-82(LC 46) Max Uplift All uplift 100 lb or less at joint(s) 17. 18, 21, 22. 15, 12, 11 except 1-191(LC 27), 7-200(LC 38), 13=-382(LC 30), 20-392(LC 35), 24=-1O1(LC 55), 9=-101(LC 72) Max Gray All reactions 250 lb or less at joint(s) 24,9 except 1371(LC 73), 7=371 (LC 91), 13815(LC 1), 20815(LC 1), 17278(LC 82), 18=273(LC 81), 19=285(LC 80), 21=283(LC 78). 22=273(LC 77), 23=285(LC 76), 25=334(LC 74), 15=273(LC 83), 14=285(LC 84), 12283(LC 86), 11=273(LC 87), 10285(LC 88), 8=334(LC 90) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-54=-654/531, 2-54=480/383, 2-3=-294/351, 4454-228/377,4454-195/371, 5-6=-262/351, 6-57=-480/411, 7-57=-654/545 BOT CHORD 1-58=-526/569, 25-58=-403/510, 25-59=-373/437, 24-59=-349/405, 24-60=418/389, 23.60.262/345. 23.61 .258/314, 2241 =-226/277, 22-62-195/252, 20-64=-274/299, 13.69=-274!299, 11-71=-165!253, 11-72=-197/277, 10-72=-228/314, 10-73=-2341345, 9-73=-289/369, 9-74=-320/406, 8-74=-344/437, 8-75=-375/510. 7-75=-4971569 WEBS 4-13=483/354, 5-13=3371101, 6-13=4261164, 4-20=483/362, 3-20=436/102, 2-20-625/164 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.0psf. BCDL6.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15.2-0. Extenor(2) 15-2-0 to 18-2-0, Interior(1) 18-2-0 to 304-0 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 OOL=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 requires continuous bottom chord bearing. Gable studs spaced at 14-0 06. This buss has been designed for a 10.0 psf bottom chord live load nonconäurrent 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 I between the bottom chord and any other members, with BCDL = 10.0p51. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSUTPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcu,rent with any other live loads. Continued on page 2 I I, I CWftfta u,usr,ume.L..I-em5.. RIm:s.2405 0cc 62018Pflnt8.240500c 62O16MfTekIndustñes,Inc. mu Oct 31242272O19 Page lD:ZFl3c9vcbEMVfP7?S5SJz7t4q-1Mipy0xk86ZeVWaiZ7Iv3uqPvkQNRRRcEoLiyx5Jo NOTES- 11) This miss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-4-0 for 45.2 pIt. LOAD CASE(S) Standard I I I I I I I I I: I I FES JOD iruss IrUSS Type Uty Ply MAGNOL lB GO1 GABLE - - - - - - - Job Reference (optional) (Job 1Truss Truss Type I r002COMMON 110 Lob Reference (optional) . , rrm twu run D.aU5 usc cu1srnzu;s.qusuec sulslvlllextngu5sles.I11c. inuucr JUAcA ,aqei ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-TUGBAMyMvPhV7g9BF35Ml6caqp4V9qmagG_MtIyX5JP 6-1-4 • 10-5-4 15-2-0 19-10-12 24-1-8 30-4-0 6-1-4 • 4-4-0 4-8-12 4-8-12 4-2-12 6-2-8 Scale = 1:49.2 4x6 = 3x4 =2x4 II 4x8 = 4x8 = 4x8 = 4x8 = 3x8 II 3x8 II 6-1-4 10-5-4 - 19-10-12 30-4-0 6-1-4 - 4-4-0 • 9-5-8 1 10-5-4 Plate Offsets (XY)— 11:0.0.0,0-1-11, (1:0-2-3.Edgel, (7:0-2-,Edge1, 17:0-0-0.0-1-11. [8,0-2-8.0-2-01,110.,0-2-0.0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.45 Vert(LL) -0.43 8-17 >561 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 Sc 0.85 Vert(CT) -0.78 8-17 >306 180 BCLL 0.0 Rep Stress lncr NO WS 0.41 Horz(CT) 0.02 7 nla We BCDL 10.0 Code IBC2015ITP12014 Mat,ix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4DFNo.2G BOT CHORD WEBS 2X4 OF Stud/Std G WEBS WEDGE Left 2x4 DF Stud!Std -G. Right 2x4 DF Stud/Std -G REACTIONS. (lb/size) 1016791044 (mm. 0-1-13), 1=317/044 (mm. 0-14), 7=773/0-3-8 (mm. 0-1-8) Max Horzl=60(LC 16) Max Uplift18=-16(LC 8), 1.-14(LC 12). 7=-25(LC 9) Max Gravl8=1679(LC 1), 1428(LC 33), 7773(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-390127, 2-18=-362159, 2-3=-131558, 3-19=0/500.4-19=0/564, 4-20=-1024187, 5-20=-1076/71, 54-1076139,6-21=-1500/91,7-21=-1528175 SOT CHORD 1-22=-49/311, 1-23=-52l350. 1111-23=-521350,1111-24=-5=% 24-25=-521350, 10-25=-521350, 10-26=0/306, 26-27=0/308. 9-27=0/306, 9-28=0/306,8-28=0/306, 8-29=-4211424, 7-28=-42/1424, 7-30=-25/683 WEBS 4-8=-27/1002, 5-8=-310/97, 6-8=-506/98, 4-10-1188/43. 3-10=-311/90 2-10=-757176, 2-11=0/376 Structural wood sheathing directly applied or 4-7-7 oc purtins. Rigid ceiling directly applied or 64W oc bracing. 1 Row at midpt 4-10 Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomptr (3-second gust) Vasd=87mph; TCDL8.0p81 BCDLS.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extetlor(2) 04-0 to 3-0-0. Interior(l) 3-0-0 to 15-2-0. Exterior(2) 15-2-0 to 18-2-0. Interior(1) 18-2-0 to 304-0 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWPRS 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 20.0ps1 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 = 10.0ps1. A plate rating reduction of 209/h has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11 IL- LOAD CASE(S) Standard i) Dead + Roof Live (balanced): Lumber lncrease1.25. Plate lncrease1.25 Uniform Loads (pIt) Vert 1-4-68, 4-7-68, 12-264-30(F-10), 15-264-20 Job rruss truss Type Uty 1PIy MAGNOLIA lB 003 COMMON I lJob Reference (optional) rn1, .M. =Ulu Nun: D.qU S upc a uie I-nnt e.iu S vec a uiu iwuieic Inausates, Inc. thU WE .5 lx:4x.xs saw race i lD2Fl3xxbrEMVfP7?S5SJz7f4q-xgqaNiz_qjpMkqkNpmcbrK9m9DR5uH8kvwjvPkyX5JO 6.1-4 10-5.4 15-2-0 19-10-12 24-1-8 30-1-0 6-1-4 4.4-0 4-8-12 4-8-12 4-2-12 5-11.8 Scale' 1:48.8 4x4 II 354 = 2x4 II 4x8 4x6= 4x8 5x6 3x8 II 3x8 II 6-1-4 • 10-5-4 19-10-12 30.1-0 -1 4 • a-a-fl QS.R 10...4 Plate Offsets (XV)— n1:0.2.3Edgej, 11:0-0-0.0-1-1I. [4:0-2-0,0-1-121. 17:0-3-3.Edgr' [7:0-0-0,0-2-11. (8:0-2-8,0-2-01. 110:0-2-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (los) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.42 8-10 p561 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.83 Vert(CI) -0.70 8-17 z,339 180 BCLI. 0.0 Rep Stress Inor NO WS 0.40 llorz(CT) 0.02 7 We n/a BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 129 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD BOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF Stud/Std G WEBS WEDGE Left 2x4 OF StudlStd -G. Right 2x4 DF StudlStd -G REACTIONS. (lb/size) 10=165110-S-8 (mm. 0-1-12). 1=322/0-5-8 (mm. 0-1-8), 7=764/Mechanical Max Horz162(LC 12) Max Uplift10=-20(1-C 8), 1-11(LC 12), 7=-23(LC 9) Max Grav101661(LC 1), 1=432(LC 33), 7764(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=404116,2-18--375M, 2-3=.211541. 3-19=01482,4-19=0/546. 4.20s1004l83, 5-28=-1057166.5-6--1053r34,6-21=-1434186,7-21=-1479169 BOT CHORD 1-22=471315, 1-23=46l363, 11-23=-46!363, 11-24=461363,24-25=461363, 10.25=46/363,1026=0/304. 26-2701304, 9-27=01304,9-28=0/304,8-28=0/304, 8-29=-3811360, 7-29=-3W1360, 7-30=-25!554 WEBS 4-8=-261977, 5-8=-322I97, 6-8=455196, 4-1O=-1160147, 3-10=-311190. 2-10=-753f?7, 2-11=01375 Structural wood sheathing directly applied or 4-10-9 oc pudins. Rigid ceiling directly applied or 64.0 oc bracing. I Row at midpt 4-10 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; TCDL=6.0psf BCDL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-0-0 to 34-0, Inteiior(1) 3411-0 to 15-2-0, Exterior(2) 15-2-0 to 18-2-0, Interior(l) 18-2-0 to 30.1-0 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=1.80 This truss has been designed for a 10.0 paf 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 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opst. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lnccease=1.25 Uniform Loads (pit) Vert: 1-4=.68, 4-7=.68, 12-25=-30(F=.10), 16-25=.20 I I Job iTruss Truss Type uty Ply MAGNOLIA IS IG04 GABLE 1 Job Reference(optional) rsw,. S 5 4u go rflnL 0.5U 5 usc o "]a rm I eK 1n51scfl55, Inc. mu uci 5 145 xus rage 11 lD:ZFl3c9vxxbrEMVIP7?S5SJz7f4q-xgqaNiz_gjpMkqkNpmcbrK9orOSDuHckvwvpKyx5Jo 6-2-8 10-5-4 • 15-2-0 • 19-10-12 • 24-1-8 30-1-0 6-2-8 4-2-12 4-8-12 • 4-8-12 4-2-12 5-11-8 Scale = 1:49.1 454 II 458= 24 25 11 26 10 4x8 4x8 5116= 4s6 3x8 II 10-54 • 19-10-12 30-1-0 • Plate Offsets (X,Y)- rl-"-4.0-1-131,12.0-6-7.0-241.14:0-2-0,0-1-121. 17:0-0-0,0-2-11. 17:0-34.Edge!. 18:0-2-8.0-2-01.110:0-2-8.0-2-01 - LOADING(pst) SPACING. 2-0-0 CSI. DEFL in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.31 Vert(LL) -0.44 8-10 530 240 MT20 2201195 TCDL 14.0 LumberOOL 1.25 Sc 0.75 Vert(CT) -0.70 8-19 p336 180 BCLL 0.0 Rep Stress mci YES WS 0.40 HOrZ(CT) 0.01 7 nla n(a BCOL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 134 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10.11 oc puitins. 801 CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 2X4 OF StudlStd G WEBS 1 Row at midpt 4-10 OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be WEDGE Right 2x4 OF StudlStd -G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 104.0 except (jt=Iength) 7Mechanical. (Ib) - Max Hoszl=62(LC 12) Max Uplift All uplift 100 to or less at joint(s) 1, 10, 7 Max Gray All reactions 250 lb or less at joint(s) I except 1=322(LC 33), 101564(LC 1), 7762(LC 1), 11=377(LC 35) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (ID) or less except when shown. TOP CHORD 2-3=-391551, 3.21=0/457,421=01549, 4-22=-996179, 5-22-1050163, 5.=1046131. 6-23=-1428182, 7-234-1473166 801 CHORD 1027=0/298.27.28=0/298,928=O/298.929=0/298,8-29=0i298. 8-30=-3511354, 7-30-35113%.7-31=241552 WEBS 4-8=-28/974, 5-8=-323197.64 -"S6/96,410.1157/55,3-10=-336193.2.lo.4721126 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0psf BCOLS.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extesior(2) 0411-0 to 3-0-0, Interior(i) 3-0-0 to 15-2-0, Exterior(2) 15-2-0 to 18-2.0, lnteri041) 18-2-0 to 30-1-0 zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate grip OOL=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 buss 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 BCOL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. LOAD CASE(S) Standard iJob 1lruss Truss Type Uly ply I MAGNOLIA lB COMMON I I 1G05 I Jo Reference (optional) I r,d,,,e U., rwlla. ..M. VA21V nun: O.44U a usc a uia prim: d24U S usc a xuie Mules IflOUSTriBS, uric, mu acT a 1:4Z:3U oia sage 1 ID:ZF13c9vxxbrEMVfP7?S5SJz7f4q-PsNyb2zcR1xDM_JZNU7qNXhuUccPdcEt7aTSxAyx5JN 7.3.4 12-0.0 16-8-12 20-11-8 • 26-11-0 7-3.4 4-8-12 4-8-12 4-2-12 ' 5-11-8 Scale = 1:44.0 454 = 354 II 4x8 = 4x8 = 5x8 = 3x8 II 1641-12 26-I1-0 I 7-'LA o.c.R f aIL.A Plate Offsets (XX)— 11:0-3-0.0-1-81. (6:0-0-0.0-2-11, 603-.Edne1, 170-2-8.0-2-0I. 110:0-2-0,0.0-12J - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (los) 1/defi L/d PLATES GRIP TCU. 20.0 Plate Gnp DOL 1.25 TC 0.57 Vert(LL) -0.44 7-9 >533 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT) .0.71 7-13 3,331 160 BCU. 0.0 Rep Stress Inor YES WB 0.92 Horz(CT) 0.02 6 We n/a BCOL 10.0 Code IBC2015ITPI2014 Mat,ix-MSH Weight 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G SOT CHORD OTHERS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 10=7010-3-8 (ruin. 0-1-8), 9=151710-5-8 (ruin. 0-1-10), 5=765/Mechanical Max Horzl0=.60(LC 17) - Max Uplift10=-50(LC 24). 9.8(LC 8), 5=-20(LC 9) Max Gravl0=298(LC 31). 9=1517(LC 1), 5=768(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=39/381, 2-14=-271463, 2-15=0/366,3-15=01427, 3-16=-1016176, 4-16-1071159. 44--1064r27.5-17=1444f78,6-l7-1489161 SOT CHORD 9-19=0/314,8-19=01314.8-20=0/314.7-20=01314, 7-21=-3111370, 6-21=-3111370, 6.22.231557 WEBS 3-7=32/974, 4-7=-326198, 5-7=-456/95, 3-9=-1038154, 2-9=-477/132, 1-9=-493(56 Structural wood sheathing directly applied or 4-10.4 oc pudins, except end verticals. Rigid ceiling directly applied or 9-7-14 oc bracing. Mifek 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) Vasd87mph; TCDL6.0ps1 BCDL=6.0psf h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 6-3-12, lntenor(1) 6-3-12 to 15-2-0, Extenor(2) 15-2-0 to 18-2-0, lntenor(1) 18-2-0 to 30-1-Ozone; 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 DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This buss 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, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Type Qty iy MAGNOtJAIB GO6 ITruss COMMON 1 1 - - - - - - Job Reference (optional) run; a.qu a L#m o zwo runt; o.0 S UVC D U1S ivuiex unauslnes, IflC. mu uci 14T3U u1s rage 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-PsNyb2zcR1xDM_JZNU7qNxhllccoPdcEt7aTSxAyX5JN 7-3.4 12-0-0 16-8-12 20-114 26-11-0 7-3.4 ' 44-12 4-8-12 • 4-2-12 • 5-11-8 Scale = 1:43.9 4x4 = 3x6 II 4x8 = 5x5 WB= 458= 4x611 7-3-4 . 16-8-12 26-11-0 7-3-4 9_S_2 1fl.A Plate Offsets (XV)- I1:0-3-0,0-1-8), (6:0-0-5.0-7-15), (6:0-0-3,04)41. f6:0-2-8.04-13. 17:0-2-8.0-2-01,110:0-3-0,0-0-121 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.44 7-9 2,533 240 MT20 220/195 TCDL 14.0 Lumber OOL 1.25 SC 0.76 Vert(CT) -0.71 7-13 p331 180 BCLL 0.0 • Rep Stress tncr YES WS 0.92 Ho,z(CT) 0.03 6 n/a n/a BCOL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 122 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/SW G SOT CHORD OTHERS 2X4 OF StudlStd G WEBS WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 10=7010-3-8 (mm. 0-1-8). 9=1517/0-5-8 (mm. 0-140), 6=766/Mechanical Max Horzlo-60(LC 46) Max Up1ift10451(LC 35), 9=-92(LC 28), 6=-463(LC 30) Max Grav10507(LC 46), 9=1517(LC 1), 6=865(LC 47) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (ID) or less except when shown. TOP CHORD 1-14=92911104,2-14=6741860.2-15--2871471, 3-15-132/427, 3-16-10161231, 4-16-11651474,4-5-1477f763.5-17=-160811024.6-17-210711192, 1-10=444/482 SOT CHORD 10-18-2851316,9-18=-6091688,9-19-2901526,8-19=0/314.8-20=0/314, 7-20-3761612, 7-21=-71211564, 6-21=101411958,6-22--397f740 WEBS 3-7=791974,4-7=-3261124. 5-7=-456/196. 3-9-10381163, 2-9=-4771137. 1-9=-11791906 Structural wood sheathing directly applied or 4-1-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-04 oc bracing. 1 Row at midpt 1-9 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=ll0mph (3-second gust) Vasd87mph; TCDL6.Ops BCDL8.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 3-3-12 to 6-3-12, Interior(l) 6-3-12 to 15-2-0. Extenor(2) 15-2-0 to 18-2-0. Intenor(1) 18-2-0 to 30-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL1.60 This buss 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, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2200 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 26-11-0 for 81.7 plf. LOAD CASE(S) Standard Job Truss 11us$ Type uty Ply MAGNOUA lB G07 COMMON 1 1 - - - - Job Reference (optional) . .wn;o.'.u5 uv oI,Iarnn e.usuec e "in Miuek,nau5u1es,Inc. InuucI i 1x41 Zulul35 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7Mq-u3xKoO_ECK34_7ulxBe3wlE1v06vM5Y1MEC0ucyx5JM 4-114 9-8-4 13-11-0 19-10-8 4-11-8 4-8-12 ' 4-2-12 5-11-8 4.00 ITi 4x6 = Scale = 1:33.9 51 454 = 4x8= 5x8 0-242 9-8-4 • 19-10-8 0-2-12 5-5.5 • 111..4 Plate Offsets (X,Y)— [5:0-7-15.0-0-5!, 15:0-0-8.0-0-3], [6:0-2-8.0-2-01, 17:0-1-8.0-1-121 - - LOADING(psf) SPACING- 2-0-0 CS). DEFL in (lc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.65 Vert(LL) -0.53 6-7 444 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.91 6-7 259 180 BCLL 0.0 Rep Stress lncr YES WB 0.79 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code 18C2015/1P12014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 1=90810-5-8 (mm. 0-1.8), 5=908/Mechanical Max Horz7=..93(LC 10) Max Uplift7-7(LC 9), 5-24(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-13=-1368181. 3-13=-1424/65, 3-4-1418133, 4-14---1796185, 5-14=-1849169 SOT CHORD 7-15=01626.15-16--01626, 1&17=01626.6-17=0/626,6-18=-39/1704,5-18=-3911704, 5-19=-251673 WEBS 2-6=-1911019. 3-5=.346196. 4-6=-455198. 2-7=-874162 Structural wood sheathing directly applied or 4-4-10 oc putlins, except end verticals. Rigid ceiling directly applied or 8-0-I oc bracing. Mrrek 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=llOntph (3-second gust) Vasd=87mph; TCOL6.0psf BCOL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 104-410 13.44, Interior(l) 13-44 to 15.2.0, Exterior(2) 15-2-0 to 18-2-0, Interior(l) 16-2-0 to 30-1-0 zone; cantilever left and tight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip OOL=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, with BCOL = 10.Opsf. A plate rating reduction of 200A has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job TrUSS I russ type uty Ply MAGNOL1B G08 1 TJob - - - - - - Reference (optional) ..,,, .,n. ,%un; 0 .4 qU5 jec Qu1ornnI:D.'w5L,cc ouimi.e*iiigurme, IflC. IflUVCt . 1L:q1 u1* rose 1 ID:lbJOp_sdczmZJflvFKMLnuz6QGW-u3xKoO ECK34 7ulxèe3w1E?S060M8B1MEC0UcyX5JM 3-4-8 1-1-8 - - 2-9-8 3.4-3 6-6-a 6-.13 13-4-11 19-10-8 2-9-8 0.6-11 3-2-0 0-0-5 1 6-3-3 6-5-13 0.0-5 04-11 4.00(11 5*8 = 4*0 2*4 It 5*6 = 2-9-8 • 7-1.8 , 14-9-6 19-104 L4fl I 7..7.1& I Plate Offsets (X,Y)- (2:0-4-0.0-1-81. (4:00-2,0-2-0)J4,0-0-31, (5:0-7-15.0-0-51. (7:0-2-0,0-2-01 LOAOING(pst) SPACING- 2-0-0 CSI. OEFL in (bc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.27 6-7 866 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.56 6-7 '420 180 BCLL 0.0 Rep Stress Incr NO WE 0.62 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 99 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD GOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G BOT CHORD WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 10=122110-5-8 (mm. 0-1-8).S--1009/Mechanical Max Horzla=-100(LC 24) Max Uplift10-326(LC 21), 5-586(LC 22) Max Grav101221(LC 1), 5=1089(LC 39) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-726/238, 2-14=-12521177, 14-15=-1244I291. 15-16=-12441298,3-16=-12351495, 34--170411078.4-5--253611426,1-10--11871346 GOT CHORD 9.17-2361293,8.9--18&711, 8-18=-2441711.7-18=4821936,7-19=-620/1952, 6-19--104311952,6-20=99=186. 5-20=1322f2370,5-21=476/859 WEBS 2-9=.807M97,2-7=255/788.4-7=-763/240. 1-9=-341/1146, 4-6-31385 Structural wood sheathing directly applied or 3-7-80c purlins, except end verticals, and 0.0.0 oc purlins (4-10-6 max.): 2-3. Rigid ceiling directly applied or 5-1-2oc 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) Vasd87mph; TCDL=6.0ps1 BCDLS.apsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--1.60 plate grip 00L1.60 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 1800 lb. Lumber DOL=(1.33) Plate grip DOL--(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-8 for 90.6 p11. Girder carries tie-in spans of 3-0-0 from front girder and 4-0-0 from back girder. 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) 177 lb down and 39 lb up at 16-9- and 177 lb down and 39 lb up at 13-7-0 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 lncrease=1.25 Continued on page 2 Job TrUSS Truss Type iy Ply MAGNOliA 18 11 GOB. CAL HIP I I - - Job Reference(cpona1) LOAD CASE(S) Standard Unifoim Loads (p11) Veit 1-2-72,2-14=-72,3-16=72,3-5--72, 10-11-20 Concentrated Loads (lb) Vert 14=-150 16-150 Trapezoidal Loads (pt1) Vert 14-90-to-15-126, 15-126-to-16-90 Job truss truss Type Qty Ply MAGNOUA1B cite CAL HIP 1 —Job Reference (optional) - __.,. ..• -.. null. u.&w. Idul. uLWW rn,,, fl.OfllD ,.c C w.o.v,,uc,. Ifluu5UW5. inc. •flUUU 4 1s;-.c;.,gan, d9C I ID:1bJOp_sdcz1nZJTIvFKMLnuz6QGW-MFVi0k?szeC,thHTyuv9lSynCMQUD5dVA1,uyZ03yX5JL 2-7.3 . 4.11-8 7-3-13 9-8-8 14-6-4 19-10-8 2-7-3 2-4-5 2-4-5 2-4-11 4-9.11 54.4 4.00[i1 Scale = 1:33.5 4x4 4*8 II 4-11-8 • 94.8 14-6-4 16-4-15 • 19-10-8 a-il-a • L..Q.fl I Plate Offsets (X,Y)— [1:0-4-8.Edgel.(404712.0-0-81. I7:0-3-3.Edgel. r7.0-0-11.0-1-121,19:0-1-12.0-141, [10.04-0.0-141 - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Ildeti LId PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.67 Vert(LL) -0.19 8-9 3999 240 MT20 2201195 TCOL 16.0 Lumber OOL 1.25 SC 0.67 Vert(CT) -0.43 8-9 4>547 180 ECU. 0.0 Rep Stress Inor NO WE 0.49 Hotz(CT) 0.05 7 nla nla BCDL 10.0 Code 18C201 511P12014 Matrix-MSH Weight 101111 FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 12=100110-5-8 (mm. 0-1-8), 7943lMechanical Max Horz12=-85(LC 10) Max Uplift12.88(LC 9), 7=-48(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 cc pu,lins, except end verticals, and 0-0-Coo puthns (5-104 max.): 1-4. Except 5-10-0 oc bracing: 1-4 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mifeic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CornpJMax. Ten. - AT forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-10511266, 16-17=-10511268, 3-17=-10511286, 3-18=-1051!266, 18-19=-10511266, 4-19=-1051I266, 4-20=-14601280, 6-20=-15531273, 6-21=-1955!163, 7-21=-20101155, 1-12-9541233 BOT CHORD 10-23=-21111431, 9.23-211I1431, 9-24=-16711814, 8-24-16711814, 8-28=-115/1855, 7-25-11511856.7-26=62f711 WEBS 1-10=-22911201, 3-10=-3501120, 4-10=-4961143, 4-9=01444.6-8=403175,6-8=01380 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL6.0psf BCOL=5.opsf; h=20ft Cat. II; Exp B; Endosed; MWFRS (envelope) interior zone and C-C Extelio42) 10-6-12 to 14-9-11, Interior(1) 14-9-11 to 19-94, Exterior(2) 17-6-5 to 21-9.4, Interior(1) 21-94 to 30-1-0 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 00L1.60 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 mass connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonooncurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the puttin along the top and/or bottom chord. LOAD CASE(S) Standard I., I liruss llrussType pQty ply L IJOD MAGNOLIA lB G10 CAL Hip 1 - 1 Job Reference (optional) mid i ,mirruiv Ll...., rdu1. . a,u nUn: excu s uec e xuie tnnt e.z4u S usc e xuia MiTek Inauscas, Inc. Thu act s 12:4*:3 2019 P595 1 0-98 9.8-8 ID:lbiOp_sdczmZJTlvFKMLnuz6QGW.qR34D40UkyKoDRl82cgX?AJJ5qpqqlBKqYh6WyX5JK 4-114 94.8 9-1r13 144.4 f 19-10.8 0-9-3 4-2-0 4-2-0 ()4.5 44.11 54_• 400111 04.5 0.6.11 Scale = 1:33.4 558 = 2x411 5x8= 14 2 1 115 410 16 9 8 17 18 6 19 20 10 30 - -20 2X4 If - 4*8 = 3*4 = .- 5X6 = 4-11.8 9.8-8 14-6.4 16.4-15 19-10-8 4-11.8 4-9-0 4-9-11 1-10-11 3-5-9 Design Problems REVIEW REQUIRED Ancinn wnrninn - .thnek dninn Plate Offsets (XV)- 1 1:0-4-8.Edpel. (3:04-0,0-1-81. (5:0-7-15.0-0-51. 15:0-0-8.0-0-a' (7:0-1-12.0-1-81,18:0-2-120-1-121.110:0-2-0.0-1-81 L.OADING(psf) SPACING- 2-0-0 CSI. DEFL.. in (l c) Well Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 125 TC 0.93 Vert(LL) -0.21 6-7 '999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 SC 0.71 Vert(CT) -0.47 6-7 >507 180 BCLL 0.0 Rep Stress (ncr NO WE 0.65 Horz(CT) 0.08 5 nfa n/a BCDL 100 Code IBC20151TPl2014 Matrix-MSH Weight: 96 lb - FT 20% LUMBER- TOP CHORD 2X4DFNoiG SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Right 2x4 OF StudlStd -G REACTIONS. ((b/size) 10=135110-5-8 (mm. 0-1-8), 5--1055/Mechanical Max horzlo-94(LC 6) Max Upliftlo=-140(LC 5), 5.63(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purtins, except end verticals, and 0-0-0 oc pudins (4-10-14 max.): 1-3. Except 4-11-ooc bracing: 1-3 - SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [~Mffek recommendsthat Stabilizers and required crass bracing be talled dunng buss erection, in accordance with Stabilizer tallation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-13741155, 214.1374/155, 2-15=-1374/155, 3.15=-13741155, 3.4=-18741168, 4-5=-22911128, 1-10=-13031165 BOT CHORD B-17=-8311733.7-17=.8311733,7-18--14912111. 6-18=-14912111, 6-19-86/2122, 5-19=-86!2122, 5-20=46/800 WEBS 1-8=-153!1604, 2-6=-6251141, 3-8=495/41, 3-7M)I436, 4-7=-398(76, 4-6=-8/344 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87m9h; TCDL8.0psf BCDL=6.0psf h=20ft Cat. Ii; Exp B; Enclosed; MWFRS (envelope) interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOLt60 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 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. This miss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. B) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. Girder carries tie-in spans of 3-0-0 from front girder and 4-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 33 lb up at 19-4-( and 172 lb down and 33 lb up at 11 -0-0 on top chord. The designlselection of such connection device(s) is the responsibility of othersl, I LOAD CASE(S) Standard Continued on page 2 11- Job Truss Iruss Type uty Ply MAGfOUk1D 610 CAL HIP I 1 Lb - - - - - - Reference toptional) . u.sw C WCii uwuouluuca IlIUUDUlfl, IIIL. mu ,Jt .3 I4.fl..)O gum FCWC.3 ID:lbJop_sdczmZJTtvFKMLnuz6OGW.qR34D4OUkyKoDR182cgX?AJJ5qpqq1BKqYh6wyX5JK LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel 25 Uniform Loads (p19 Vert: 1-14-72, 3-115-72,3-S--72, 10-11-20 COAcefliratid Loads (lb) Vert 14-15O 15-150 Trapezoidal Loads (pIt) Vert 14-90-to-2-128.2=-127-to.15=.90 Job lnJss Truss Type I I MAGNOLIA ID Gil CAL Fly I I Job Reference (optional) I Camiouim • ru,r,wn u.. rem,. . wAotu Nun: e.44U S usc o eJ1e 'nm: 824U S usc e sulu wires inaustnes. inc. inu UCT a 12:45:33 ZU1V page 1 ID:1bJOp_sdczmLvFKM600W-gR34D40UkyKoDR182cgX?AJOaqrCq4tKqYh6WyX5JX 6-5-2 10-1.13 . 12-8-8 19-104 6-5-2 341-11 2-6-11 7-2-0 I Scale = 1:33.3 4,4 = 234 3,4 = 4x4 = 4x8 II 6-5-2 6-5-2 12-8-8 6-3-6 Plate Offsets (X.Y)— 120-2-8,0-1-81, 1&0-0-0.0-1451. (5:0-3-3.Edgel. 19:0-1-12.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell Lid Plate Grip DOL 125 TC 058 Vert(LL) -019 6-7 '999 240 TCLL. 20.0 TCDL 16.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.39 6-7 1603 180 SCU. 0.0 * Rep Stress Inor NO WS 0.48 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 - Code IBC2015i'TP12014 Matrix-MSH PLATES GRIP MT20 220/195 Weight 86 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd 0 WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb/size) 9=943/0-5-8 (mm. 0-1-8). 5=954/Mechanical Max Ho,z9=-95(LC 8) Max Uplif-54(LC 9). 5=-48LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc putlins, except end verticals, and 040 oc puitins (4-3.5 max.): 1-3. Except: 444 oc bracing: 1-3 BOT CHORD Rigid ceiling directly applied or 1044 oc bracing. WEBS 1 Row at midpt 2-9 M1Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-14=-18131489, 14-15=-18091490, 3-15=-18091490. 3-16=-18441407. 16-17=-19071401, 5-17=-19721391 SOT CHORD 9-18=48811728, 8-18=-188/1728, 7-5=188/1728, 7..19188I1725, 6-194-188/1728, 6-25=-347/1809, 5-20=-347/1809, 5-21=-1101718 WEBS 2-9--18051325.2-7==W, 2-6=-1721274, 34=01257 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=6.0psf BCOLS opsf; h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 104-4 to 134.4, Interior(1) 134-4 to 22-11-0, Exterfor(2) 204-5 to 24-7-4 Interiolil) 24-7-4 to 30-1-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--11.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonooncunent with any other live loads. This buss has been designed for a live load of 20.09sf 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 buss connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. This truss has been designed for a moving concentrated load of 250.01b, live located at all mid panels and at all panel points along the Bottom Chord, nconcurrent with any other live loads. Graphical putlin representation does not depict the size or the orientation of the puriui along the top and/or bottom chord. 10 LOAD CASE(S) Standard I I' Job Truss I russ lype Qty Ply MAGNOLIA I G12 CL HIP I I Job Reference (optional) ra,ironua Iluar-larne I.I.c.. pens, c. vxaiu 14un: e240 a Dec 5 ZU1D Punt 5249 a ON e arie Mifeic Inausmes. Inc. Thu oa 3 12:42:332919 Pace 1 ID:lbJOp_sdczmLJTlvFl(MLnuz6QGW-qR34D40UkyKoDR182cgX'?AJLOqpbq?VKqYh6WyX5JK -2-2-8 6-5-2 12-1-13 12-8-8 19-10-8 2-2-8 6-5-2 I 5-8-11 0-6-11 7-2-0 Scale = 1:33.2 3*4 II 4*8 = 4*6 4*4 = 4*6 = II = 5*6 = 6-5-2 12-8-8 19-10-8 I --5 7.7.11 Plate Offsets (X.Y)— (20-3-0.0-1481. 130-2-12.0-2-01. 14:0-0-5.04)-31.14:0-7-15,04-5I. 18:0-1-1Z0-2-01 LOADING (psi) SPACING- 2411-0 CSL DEFL. in (Icc) tldefl L/d PLATES GRIP TCU. 20.0 Plate Grip DOL 125 IC 0.78 Vert(LL) -016 5-6 p999 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.73 Veit(CT) -0.42 5-6 'S67 180 SCLL 0.0 Rep Stress Inor NO WB 0.82 Horz(CT) 0.09 4 nla nia BCDL 10.0 Code lBC2015fPI2014 Matrix-MSH Weight: 166 lb FT = 20% LUMBER- BRACING, TOP CHORD 2X4 OF N0.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4DF Stud/Std G WEDGE SOT CHORD Right 2*4 OF Stud/SW -G REACTIONS. (lblsize) 8288610-5-8 (mm. 0-1-9), 41977IMechanical Max Horz5=-76(LC 6) Max Uplift5=-245(LC 5). 444(LC 5) Marc Grav5=2910(LC 17), 41977(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=42541250. 3-4=-4555/250, 1-8=-11561234 BOT CHORD 8.-13=-18114188, 7-13=-18114188, 7-14=.-18114188, 6-14=-18114188, 6-15=-18114188, 15-16=-18114188, S-16--18114188,5-17=18614243.4-17=-166/4243,4-18=-67/1680 WEBS 2-8=-43341238, 2-6=01576, 2-5=-1521276, 3-5=0/385 Structural wood sheathing directly applied or 5-10-9 cc purtins, except end verticals, and 0-0-0or. pudins (5-3-13 max.): 14. Except 5-4-0ocbracing: 1-3 Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- 1)2-ply truss to be connected together with lOd (013174") nails as follows: Top chords connected as follows: 2*4-1 row at 0-9-0 cc. Bottom chords connected as follows: 2*4-1 row at 0-9-0 oc. Webs connected as follows: 2*4-1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL8.0psf BCDL6.0psf, h20ft Cat. II; Exp S. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--1.60 plate grip DOL=160 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chard In all areas where a rectangle 3-6411 tall by 2-0-0 wide will fit between the bottom chard and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. 101 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points alor Bottom Chord, nonconuasrrent with any other live loads. Girder carries hip end with 8-0-0 end setback. 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) 717 lb down and 136 lb up a and 717 lb down and 136 lb up at 8-0-0 on top chord. The designlselection of such connection device(s) is the responsibility of I LOAD CASE(S) Standard Continued on page 2 I' Job Truss Truss Type Oty Ply MAGNOLIA 1B - G12 CAL HIP 1 2 Job Reference (optional) fuJi. o.iw a uvu U &JJ IC nulL o.iqs. awn a is. IC IVU ItS IHOUCUICU, JIlL. Ins. Wa J Iiti.PJ iult rd CC lD:1bJOp_sdczrnZJTlvFKMLnuzEQGW-ledTQQ17VFSfrbcKcJ8mYNsW8E9qZSoT2CRg4xy)5JJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase 1.25, Plate ncrease=1.25 Uniform Loads (p11) Veil: 1-3-172, 3-4-72, 8948(F-28) Concenated Loads (lb) Vert 1424 3424 1 s Truss Type Uty Ply MAGNOLIA IS 70u6s COMMON 1 Job Reference (optional) rainonaa inisi-,ame u.r.., ,ems, (A. trim: u.xeu S usc a xuie Fflhit e.540 a usc a zuia rarex lllauanes. Inc. mu ocr 3 17.:404 2U1S rage 1 ID:ZFl3c9vtorbrEMVtP7?S5SJz7f4q-ledTQQ17VFSfrbcKcJBmVNsYrE9DZXTr2CRg4xyX5JJ 6-10-9 . 11-6-4 • 14-2-0 • 16-9-12 21-5-7 28-4-0 6-10-9 • 4-7-11 2-7-12 • 2-7-12 ' 4-7-11 6-10-9 Scale = 1:46.6 30 = 4x6 = 2x4 II = 4x6 = 4x4 = 2x4 Il 456 = 5-6-14 . 11.6-4 11-8-0 16-8-0 16-9-12 22-9-2 . 28 cti.a nji, Kan n.121, c.ia.a • I.A.a.i Plate Offsets (X.Y)- 11:0-0-0.0-1-1!. 13:0-2-0.0-1-81, (4:0-2-0.Edcel. 15:0-2-0.0-1-81. (7:041411.04-1I LOADING(psf) SPACING- 2411-0 CSI. DEFt.. in (ice) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.34 8-9 '988 240 MT20 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.71 11-12 '443 180 BCLL 0.0 • Rep Stress lncr NO WS 0.46 Harz(CT) 0.17 7 n/a n/a BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 127 lb FT = 20% LUMBER. TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 OF No.2 G Except' 62: 2X6 OF No.2 G WEBS 2X4 DFStud/Std G REACTIONS. (lb/size) 1=1353/0-5-8 (mm. 0-1-8). 7135310-3-8 (mm. 0-1-8) Max Katz 156(LC 36) Max Upliftl-227(LC 27). 7-227(LC 30) BRACING. TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc pullins. GOT CHORD Rigid ceiling directly applied or 7-4-14 ac bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during Miss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-31921588, 2-19--31101444.2-20--25711333, 3-20=-24651151, 34=-3181163, 4-5=-3181168. 5-21 =-246511 52. 6-21=-25711342. 6-22=-31101435, 7-22=-31921581 BOT CHORD 1-23=-35/2950, 23-24=480/2950, 12-24=416012950. 12-25=.69712909. 11-2549712909, 10-11=-561/2383, 9-10=-561/2383. 9-28=-582/2909. 8-28=48212909. 8-27-54212950. 7-27--542/2950 WEBS 6-9=.7261172,2-11=726/165, 5-9=01504.3-11=0/504, 35=2111l7, 2-12=01381, 6-8=01381 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=6.0ps1 BCDL=6.0psf h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exte,io42) 04-0 to 3-0-0. lntenor(1) 3-0-0 to 14-2-0. Exte,ior(2) 14-2-0 to 17-2-0, lntenor(1) 17-2-0 to 28.4-0 zone; cantilever left and light exposed; end vertical left and right exposed-,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL1.60 plate grip 00L1.60 This truss has been designed for a 10.0 pat bottom chord live load nOnconcuffent 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 34-0 tail by 2-0-0 wide will (It between the bottom chord and any other members. A plate rating reduction of 20% has been applied far the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, noriconcurrent with any other live loads. This truss has been designed for a total drag load of 1200 lb. Lumber DOL(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 600.0 plf. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 1148-01 a 50 lb down and 4 lb up at 16-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Deed + Roof Live (balanced): Lumber lnci-easel.25, Plate lncrease1.25 Uniform Loads (plo Veil: 114-72,44=72,13-116=20 Continued on page 2 Job Truss TrUSSType uty Pty MAGNOLIA HO6 COMMON 1 1 JobRererence(opbonai) LOAD CASE(S) St;ndaricl Concenbated Loads (lb) Vert, 95O11-5O I I, I I Fob Truss Truss Type Qty Fly MAGNOUA 18 HO1 COMMON 4 - - Job Reference (optional) %.,dN1UMFd u,uw,ame u.s., rwns, . ,u rwn: eL4u5 uec o Zulu Film B.Zqu S usc e Zulu MuSh lflDU5ln55. Inc. mu UCI 4 i:e;jq uw rage 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-ledTQ017VFSfrbcKcJBmYNsYiE9DZXTT2CRg4xyX5JJ 6-10-9 11-6-4 - 14-2-0 • 16-9-12 21-5-7 • 28-4-0 6-10-9 4-7-11 2-7-12 2-7-12 4-7-11 6-10-9 Scale = 1:46.6 3x4 = 4x6 = 2x4 II 4x8 = 4x4 = 2,4 Il 44 5-6-14 • 11-6.4 116-0 16-8-0 16-9.12 22-9-2 28-4-0 5-6-14 5.11-6 0I112 5.0.11 fl-1!12 5-11.6 541.14 Plate Offsets (XV)- 11:0-0-0.0-1-11, (3:0-2-0.0-1-81. I40-2-'l,Edgel. 150-2-0.0-1-81, 17:0-0-0,0-141 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip IDOL 125 TC 0.67 Vert(LL) -0.34 8.9 '988 240 MTZO 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -077 11-12 '443 180 BCLL 0.0 Rep Stress Inor NO WS 046 I-torz(CT) 0.17 7 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight 127 lb FT= 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G Exoepr 52 2X6 OF No.2 G WEBS 2X4 OF Stud/SW G REACTIONS. (lb/size) 1=1353/0-5-8 (mm. 0-1-8),7=13S3/0-3-8 (mm. 0-1-8) Max Hosz156(LC 12) Max Upliftl.19(LC 8), 7.19(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 cc puilins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS I Row at mtdpt 3-5 MiTeic recommends that Stabilizers and required cross bracing bp- installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 280 (Ib) or less except when shown. TOP CHORD 149=-3192J25.2-19--3110/40,2-20-2571135,3-2l)-246&W. 3-4=-318159, 44=318159, 5-21-2465/36, 6.21 =-2571/35, 6.22=-3110140, 7-22=-3192125 SOT CHORD 1-23=-3512950, 12.23=-3512950, 12-24=4312909, 11-24=4312909,10-11=012383. 9-10=0/2383. 9-25=-2212909.8-25=-2212909, 8.26=0/2950,7-26=0/2950 WEBS 6-9--7261127.2-11=-7261127, 5-6=0/504.3-11=0/504, 34-211117, 2-12=0461. 6/381 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCOLS.opsf, BCDLS.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, 1nted041) 3-0-0 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, lntenor(1) 17-2-0 to 284-0 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tan 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIiTPI 1. This truss has been designed for a moving concentrated load of 250 01b five located stall mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 11-8-0, and 50 lb down and 4 lb up at 16414 on bottom chord. The design/selection of such connection device(s) is the responsibility of others I ~ to LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (p11) Vest 14=42,44=72,13-16-20 Concentrated Loads (lb) Vert 9-50 11-50 Job truss Iruss Type Ply MAGNOLIA 18 H08 COMMON July3 Job Reference (optional) ...aluranva uwarrurnu Lu..., reins, u. vzvtj Nun: D.qU 5 IJ*V 0 AU16 raIn: 0.4U S uev 0 LV10 MuSK Inuu5ufles, 111g. mu ugi .1 1:q:44uw rage 1 ID2Fl3c9vxxbrEMVfP7?S5SJz7f4q-mqBrel1lGZaWSlBXA1j?4bPlBdUgl0NcHsADdOyX5JI 7.10-12 14-2-0 20-5-4 28-4-0 7-10-12 6-3-4 ' 6-3-4 7-10-12 Scale = 1:45.1 4,8 II 4,4 = WO MT18HS Wa= 4*4 = 6*6= 6*8= 9-5-12 18-104 284-0 9-5-12 I 94.9 5.5.12 Plate Offsets(X,Y)- 11-0-2-0.0-0-111,11-0-1-0.0-2-131, (4:0-0-0.0-0-01. I7:02.0.00111. (7:0-1-O.0-2-13).18:0-0-8.0-2-0I,(10:0-O-0,0-2-01 LOADING (psf) SPACING. 24114 CSI. OEPL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.57 Vert(LL) -0.52 8-10 3,$41 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.04 8-10 '323 180 MTI8HS 220/195 BCLL 0.0 1 Rep Stress Incr YES W8 0.35 Harz(CT) 0.13 7 n/a n/a BCOL 10_0 Code 1BC20151TP12014 Matrix-MSH Weight: 111 lb FT 20% LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 DF No.2 G WEBS 2X4OFStUWStdG OTHERS 2X4 OF Stud/Std G SLIDER Left 2x4 OF Stud/SW -G 1-11-14. Right 2x4 OF Stud/SW -G 1-11-14 REACTIONS. (lb/size) 1=1286/0-5-8 (mm. 0-1-8). 7=1288/044 (mm. 0-1-8) Max Hosz1-56(LC 13) Max upliftl-17(LC 8), 717(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc pu,11ns. 801 CHORD Rigid ceiling directly bpplied or 10-0-0cc bracing. MiTch recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CcrnpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1695/0. 2-19=-2831135. 3-19-2772J53.3-20--2601/W. 4-20=-2524/50. 4-21-2543/51, 5.212622J39. S-22-279111154.6-22-202W6. 6-7=.1808/0 801 CHORD 1-23=4112629,1-24=-4112629,10-24=-4112629, 9-10=0/1840,8-9=0/1840. 8-25=02654.7-26=4126U. 7-26=QQAS4 WEBS 4-8=-111864.54 =495/132, 4-10=-111841, 3-10=4841132 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultnllOmph (3-second gust) Vasd87mph; TCDL=5.0psl BCDL6.0psl h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(l) 3-2-12 to 14-2-0, Extedor(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 28-2-4 zone; cantilever left and tight exposed; end vertical left and sight exposed;C-C for members and forces & MWFRS for reactions shown: Lumber 00L1.60 plate gap DOL=1.60 All plates are M120 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 5)• This buss 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 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. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcwrent with any other live loads. LOAD CASE(S) Standard JOb Iruss 1Truss Type MAGNOLIA lB 1 i j 1H09 1COMMON I Job Reference (optional) w.., ru.,, u,.. u,u null; o.qu 3 LMG U LU1O rn1u O.&W S iJSC U SUlU Mi lUll lflUU5UlU5, InC. i flU U 4 1;4;4o UlS iMU 1 lD:ZFl3c9vocbrEMVtP7?S5SJz7f4q-E0lDr52N0tiN4vmjjkEEdoxw31sZ1RtmWn9qyX5JH 7-10-12 14-2-0 20-5-4 28-4-0 7-10-12 6-3-4 6-3-4 7.10-12 Scale a 1:45.1 I 3x$ 2223 8 7 6 3x8 54 WB 5.0-0 9-5-12 . 18-10.4 28.4.0 5-0-0 4-5-12 ' 9-4-8 • 9-5-12 Plate Offsets (XV)— '1:0-2-3,0-1-81. (2:0-1-12.0-2-01. (3:0-0-0.0-0-01. (4:0-1-12,0-2-01,15:0-2.3,0-1-81 LOADING (psf) SPACING- 24.0 CSI. DEFL in (Icc) IldefI Ud PLATES GRIP TCU. 20.0 Plate Grip DOt. 1.25 IC 0.56 Vert(LL) .0.43 6-8 "261 240 M120 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.56 6-15 "199 180 BCLL 0.0 1 Rep Stress Inor YES WS 0.46 Ho,z(CT) 0.03 I nfa nla BCDL 10.0 Code 1BC2015!TPl2014 Mathx-MSH Weight: 127 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-7 cc purtins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2X4 OF Stud/Std G I Mifek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G I installed during buss erection, in accordance with Stabilizer SUDER Left 2x4 OF StudlStd -G 7-10-12, Right 2x4 OF Stud/Std -G 7.10-12 I Installation guide. REACTIONS. All bearings 13-10-8 except at--length) 1--044,5444. (Ib) - Max Horz 1-73(LC 38) Max Uplift All uplift 100 lb or less at joint(s) except I.179(LC 27), 8=-156(LC 30), 8=-303(LC 30), 8=-278(LC 27) Max Gray All reactions 250 lb or less at joint(s) except 1480(LC 60), 8=475(LC 65), 8=903(LC 1), 8=862(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1253/223, 2-17=-1239!224, 3-18=4.57/293, 3-19=-320/380, 4-20-12521253, 5-20=-12651212 BOT CHORD 1-21=4021648, 1.22=.502/648, 22-23=-5021648, 8-23=-3471612, 78=.231I3B8, 6-7=-6481770, 6-24=-377I533, 5-24=-377/533, 5-25=-3771533 WEBS 3-6=-5561436, 4-6=-572!143, 3-8=-4841405, 2-8=-567!148 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf, BCDLB.Opsf; h=20ft; Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, lntenor(1) 3-2-12 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, Interior(l) 17-2-0 to 28-2-4 zone; cantilever left and right exposed: end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber 00L1.80 plate grip DOL1.60 This buss 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 24)-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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber 00L(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 5-0-0 to 18-10-8 for 100.9 p1f. - LOAD CASE(S) Standard Hi. I 1 I I Job iTruss iTrUss Type I ' I MAGNOLIA 16 NIl CM. HIP i I'' IJob Reference (optional) ru Nun:au5 uec a zwo lnn1:LL4usIJec pin muIexInrusule5.IrIc. Inuuc ii:aaria ragei ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-E0IDr52N0tiN4vmjjkEEdoxtv1qG1MRmWVwn9qyX5JH 8-1.0 20-4-0 8-0-0 8.6.11 14-2-0 19-9.0 19,9-5 • 21-10-0 8-0-0 0-6-11 5-7-0 5-7-0 041-5 1-6-0 0-0-5 0-641 Scale = 1:36.5 4.001 12. 558 = 20 II 5x8 = N 2x4 II 5x12= 4118= 5x6 = 2x4 II I 8-0-0 14-2-0 20-4-0 • 21-10-0 8.0-0 8.2-0 8-2.0 • 1.5.0 Plate Offsets (X.V)— 12:0-4-0,0-1-81, (4:0-4-0.0-1-81. 15:G-2-0.0-1-121, 18:0-4-4,0-3-01 LOADING (psI) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.89 Vert(LL) -0.24 9-12 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.52 9-12 3-505 180 BCLL 0.0 Rep Stress Incr NO WS 0.81 Horz(CT) -0.07 1 n/a n/a 8C01. 10.0 Code IBC2015ITPl2014 Matrix-MSH Weight: 95 lb FT = 200A I LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G *Except- TOP CHORD TI: 2X4DFNoi&BtrG - 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G BOT CHORD REACTIONS. (lb/size) 1=119110-3-8 (mm. 0-1-8), 6=1399/0-3-8 (mm. 0-1-8) Max Horz6=67(LC 7) Max Upfift1-102(L.0 4), 6.153(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-747/95, 2-13=-2571/310, 13-14=-2571/310, 3-14=-2571!310, 3-15=-2624!324, 15,16=2624/324,4.16--2624/324,1-2=-2770/29 =-1423/134 I BOT CHORD 1-17=-224/2561, 9-17=-224!2561. 9-18=-228/2553. 8-18=-228/2553, 8-19=-381802, 7-19=-38/802 WEBS 4-7-11771205,4-8=23411998, 3-11=4271180.2-8=4631255, 2-9=0/370, 5-7=-148/1487 Structural wood sheathing directly applied, except end verticals, and 0-0-0 cc purtins (2-11-12 max.): 24. Except: 3-0-0 cc bracing: 24 Rigid ceiling directly applied or 10-0-0or. bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL50psI BCDL6.opsf; h20ft; Cat. II; Exp B; 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. Girder carries tie-in spans of 4414 from front girder and 2-0-0 from back girder. 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) 162 lb down and 37 lb up at 19-941, and 162 lb down and 37 lb up at 8-7-0 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). I -LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel 25 Uniform Loads (pIt) Vert: 4-5-68, 2-14-102, 14-15-102(F-34), 4-15=-102, 1-2-68, 6-10-20 Continued on page 2 I Job TrUSS TrUSS Type Ply MAGNOLIA 18 Hil CAl. HIP luw 1 -job Reference (opUonal) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13-13616-136 I I HI Job russ IMAGNOUA1B :::]Hl 12 GAL HIP 1 Truss Type I I LlobReference(oPtionafl iun; D,LU S USC S £1115 mm; S.0 5 USC S £1115 Mi 1511 Ifl5U55155. 1115. mU UC 4 1L44I 41115 rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-iDJb3R3?nAqDi2LvHSrr90U?_RA5msHvk9fkhGyX5JG 8-0.0 MITI'1061 14-2-0 17-9.5 20-4-0 21-10-0 8.0-0 3-7-5 3-7-5 2-6-11 1.6-0 Scale = 1:36.5 4.00112 3x8 = 20 lb 5x10 = 5x8 = 20 II 8-0-0 • 14.2.0 20-4.0 21-10-0 I a.nal - 5..n • I_fl I Plate Offsets ( XY)— 11:0-0-0,0-0-91,12:0-4-0,0-1-81, 15:0-3-1Z0441. 110:0-3-4.0-3-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (lc) b/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.94 Vert(LL) -0.25 11-14 '999 240 MT20 2201195 TCDL 14.0 IumberDOL 1.25 BC 0.75 Vert(CT) -050 11-14 3,517 150 BCLL 0.0 Rep Stress Incr NO WB 0.58 HOTZ(CT) -0.05 1 (Va nba BCOL 10.0 Code IBC2015lTPl2014 Matrix-MSII Weight 101 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-3-14 cc puilins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0cc purlins (4.1.9 max.): 2-5. Except WEBS 2X4 OF StudlStd G 4-2-0 cc bracing: 2-5 SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing, Except 6-0-0cc bracing: 8-9. MiTeic recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 1=100110-3-8 (mm. 0-1.8), 8104210-3-8 (mm. 0-1-8) Max Horz8=70(LC 9) Max upliftl=.61(LC 8), 8-108(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-5791133. 2-15=-19181408, 15-16=-191W408, 4-194-1918/408. 4-17=-1949/417, 17-18=-19491417. 5-18=-1949/417, 1-194-22281409, 19-204-2149/427, 2-20=-20851434, 7-8=-10691190 SOT CHORD 1-21=-36912051, 11-21=-369/2051, 11-22=-37512043, 10-22=375/2043, 10-23=-2051840, 9-23-2051640 WEBS 5-9=-9261418, 5-104-217/1431,4-104-4251120, 2-104-285I141, 2-11=01381, 7-94-38511202 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=S.Opsf BCDLG.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 3-04. Interior(l) 3-04 to 10-6-11. Exterior(2) 8-1-12 to 12-4-11, lnterior(1) 12-4-11 to 20-24, Exterior(2) 17-94 to 21414 zone; cantilever left and right exposed; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shcein; Lumber DOL=1.60 plate grip D0L160 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psI bottom chord live load nonconcun-ent with any other live loads. This truss has been designed for a live lead of 20.0p51 on the bottom chord in all areas where a rectangle 3-64 tall by 24-0 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. This buss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSl/TPI 1. 81 This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels A— all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andbor bottom chord. LOAD CASE(S) Standard 4x6 5x8 = 4.00(j 35 = '-. •. 4x8 = - 4x4 = 2x4 II 1JOb Truss Truss Type uty Pty MAGNOLIA lB 1413 CAL HIP 1 Job Reference (optional) ISIITCITUS I,Usp-,?meLLc..refns,UA. v,u n:e.x4U5 USC bxulsp'nlu:e.x4u5UeC oajlemu Pax lnsuaules.lnc. jnuucl j14xjfliw V59?i ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-iDJb3R3?nAqDi2LvHSFT90U_DRBvmszvk9fKhGyx5JG 114-8 17.4-8 6-2-11 10-11-8 11.64 16-9-8 164-13 • 21-10-0 I 6-2-11 4-8-12 0-6.11 5-3-0 0-0-5 • 4-5-8 04-5 0-6-11 Scale = 1:38.5 4-7-0 • 10-114 11.44 2140-0 1741 • 5.,1R rrn • £5.5 1 Plate Offsets (XV)- (1:0-0-0.0-0-91, 13:0-2-8.0-2-01, [4:0-4-0.0-1-81,r7:0-1-12.0-2-01. [9:0-2-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Ice) I/dell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 IC 0.99 Vert(LL) -0.21 9-10 .999 240 MT20 2201195 TCDL 14.0 I Lumber DOL 1.25 BC 0.70 Vert(CT) -0.46 9-10 2,565 180 BCLL 0.0 Rep Stress lncr NO WE 0.60 Horz(CT) -0.07 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Weight: 100 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G Except' TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc puilins, except T2: 2X4 OF No.1&Btr G end verticals, and 0-0.00c purlins (2.8-1 max.): 3-4. Except: SOT CHORD 2X4 OF No.2 G 2-8-Coo bracing: 3-4 WEBS 2X4 OF Stud/Std G SOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1123/0-3-8 (mm. 0-14), 6=1270/0-3-8 (mm. 0-1-8) Max Horz6=59(LC 7) Max Uplift1-79(LC 4), 6-105(LC 5) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-14081157. 3-14-18901219, 14-15=-18971220, 15-16-18981219, 1S-17=-19021219. 4-17=-19051219.1-2--25991189.2-3-2045/219,54-12321122 SOT CHORD 1-18=-13912398, 10-18=-13912398, 10-19=-186!2347, 9-19=186/2347, 8-9-7811341, 7-8=-7811341 WEBS 4-7=-6161134,4-9=421692,2-9=-501/85, 5-7=-13311481,2-10--0/379 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0ps1 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 4-0-0 from front girder and 2-0-0 from back girder. Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 16-9.8. and 162 lb down and 37 lb up at 11-6-8 on top chord. The designlselection 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 lncrease1.25. Plate lncrease1.25 Uniform Loads (p0) Vert 4-5-68, 3-15=-102, IS-16=-102(F=-34),4-16-102.1-3=48, IT I' I califamia TnisFrame LOAD CASE(S) Standard Concentrated Loads (1b) Vert: 14-13617-136 a 1. I. I 1 I I. I. I, a I If I I: =MAGNOLIA H13 Type I 1Truss Truss CALJP I ry lJob Reference (optional) I nun; o.tqu 5 USC C LUIC rnnL O.LMU 5 USG C LU1O 151155 uIiUU5lfl55, ICC. mU U 4 ig;qs;4, LU1S SCS L IO:ZFt3c9vxxbrEMVIP7?S5SJz7f4q.iDJb3R3?nAqDi2LvHSlT9OU_DRBvmszvk9f)ChGyX5JG Job Truss rruss Type Y MAGNOU A lB lur I 1 1H14 1COMMON Job Reference (optional) I rI15, 1.11. gJ,u lUn; S IJ0V 0 £1110 flflI 0.lI 5 IJ0C 0 £111005151111101155105 Inc. i flu ye. .1 i53S £1115 I1100 1 ID:ZFl3c9viocbrEMVfP7?S5SJz7l4q-APszGn4dYUy4JCw6i9GiiD1EliS?Vll3zpPtDiyX5JF I 6-9-9 11.6-4 . 14-2.0 16-9.12 21-6-2 21.40-0 6-9-9 ' 4-8-il • 2-7-12 2-7-12 4-8-6 O.'3-I4 Scale = 1:35.7 3x4 = 4.O0(j I sic = 4*6 = = 20 II 5-2-3 11-6-4 11,8-0 16-8-0 16*12 21-6-2 21,10-0 5-2-3 6.4.1 0-1.'12 S-fl-n 5-1.12 4.6.6 0.3.14 Plate Offsets (X.Y)- "-0-04.0-1-81. 14:0-2-0.Edgel. 16:0-2-00-1-121. [8:0-1-12.0-1-121,110:0-1-12,0-1-121 LOADING (psf) SPACING- 2-3-12 CSI. OEFL in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip 001. 1.25 TC 0.88 Vert(LL) -0.21 10-11 p999 240 MT20 2201195 TCOL 16.0 Lumber 001. 1.25 BC 0.97 Vert(CT) -0.72 10-11 '350 180 BCLL 0_0 • Rep Stress Inor NO WS 0.85 l-torz(CT) -0.03 1 We nla BCDL 10.0 Code IBC2015rrP12014 Matrix-MSH Weight: 121 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 2-0-0cc purlins (34-11 max.), except end verticals SOT CHORD 2X4 OF No.20 'Except (Switched from sheeted: Spacing' 2.0.0). 63:2X6 OF No2 G, 81: 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing, Except WEBS 2X4 OF StudlStd 0 644cc bracing: 7-8. REACTIONS. (lb/size) 1=118810-3-8 (min. 0.1-8), 7=121910.3-8 (mm. 0.1-8) Max Horz770(LC 16) Max Upliftl-28(LC 8). 7=-2(LC 9) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5---318!49, 5-15=-1462154, 15-16=-1474!52, 6-16=-1590/41, 1-17=-2877148, 2.17=-2800!62, 2-18=-1631 149, 3-18=-1516150, 3.410.258155, 6.7=4329/54 BOTCHORD 1-19=011100, 1-20=-812657, 11.2010.612657,1121=4112399, 10-21=-4112399, 9-10=011466,8-9=011486 WEBS 2-10=-10851130, 3-10=01316, 35=.1232l40, 6-8=-811624. 2-11=01821 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 710; Vuttllomph (3-second gust) Vasd87mph; TCOLs6.0psf BCOLB.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and CC Exteiior(2) 040 to 3-0-0, hnterio411 3-0-0 to 14-2-0. Exterior(2) 14-2-0 to 17-2-0, Interior(1) 17-2-0 to I " 21414 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 240-0 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSYTPI 1. 7)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. Graphical purtin representation does not depict the size or the orientation of the pwlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 4 lb up at 1148-0. and 51 lb down and 4 lb up at 16-8-0 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate 1ncrease125 Uniform Loads (pIt) Vert 44--43.1-4=43.7-12=23 to Concentrated Loads (lb) Vert 10=-50 8=-50 I Job Truss I Truss Type MAGNOtJA1B H15 I COMMON 1 I I 1 1Job Reference (optional) i..eurnnva misname u.m., rems, VA. axsru loin: a.z4u S Usc 0 2015 mn!: 5.240 s Dec 0 2015 MTelC Inausmfles, Inc. ThU DCI 312:42:35 2019 P595 1 ID:ZFl3c9vxxbrEMVlP7?S5SJz7f4q-APszGn4dVUy4JCw6r9GiiD1A9rTHVJP3zpPtDiyX5JF 6-10-9 11-6-4 . 14.2.0 16-9-12 21-6-2 21-10-0 6-10-9 4-7-11 • 2-7-12 2-7-12 4-8-6 0J3-i4 Scale: 1:35.9 30 = 4.00111 358 = = 4x8 =U4 = 2x4 U 5-6-14 114-4 1r8-0 1648-0 16--12 21.6-2 21r10-0 4.11.R fl.ti1 4U1 n..413 AR.MA Plate Offsets (XV)- 11:0-0-0,0-0-91, 12:0-0-2,0-1-121, (40-2-0,Edgel, 16.0-1-12,0-1-121,18:0-1-12.0-2-01,110.0-1-12.0-2-01 LOADING (psI) SPACING- 2-0-0 CSI. OEFL in (icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 IC 0.91 Vert(LL) -0.37 10-11 .699 240 M120 220/195 TCDL 16.0 Lumber DOL 1.25 Sc 0.95 Vert(T) -1.23 10-11 212 180 BCLL 0.0 Rep Stress Inor NO WS 0.59 l-lorz(CT) -0.04 1 nla n/a BCDL 10.0 Code IBC2O151TPl2O14 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.1&Btr G 'Except' TI: 2X4DFNo2G SOT CHORD 2X4 OF No.1&Btr G 'Except' B2: 2X6 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb(size) 1=1032/0-3-8 (mm. 0-1-8),7=106310-3-8 (mm. 0-1-8) Max Ho,z780(LC 16) Max Upliftl=-24(LC 8), 7=-2(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-15 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Except 6-0.00c bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6--295145,5-15--1244147,15-16--125946. 6-16=1343134,147=2374138, 2-17=-2240152, 2-18=-1429/44, 3-18=-13311146,6-7=-11 1231SO BOT CHORD 1-19=-6!2181, 11-19=-612181, 11-20=-3512067, 10-20=-3$I2067. 9-10=0/1287. 8-9=011267 WEBS 2-10=-9481112,3-10=0/431, 3-5=-1074!34, 6-8=-1211448, 2-11=0/473 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLS.opsf; 6C0L6.Opsf; h2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 3-0-0. Interior(l) 3-0-0 to 14-2-0, Exterior(2) 14-2-0 to 17-2-0. Interior(1) 17-2-0 to 21-8-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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. 4)' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 4 lb up at 1141-0, and 51 lb down and 4 lb up at 16-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I l) Dead + Roof Live (balanced): Lumber lncreasel.25. Plate lncrease=1.25 Uniform Loads (pIt) Vert 4-6-72,11-4=42,7-112-20 Concentrated Loads (Ib) Vert 10-50 8-50 I I. Job 1TrUSS 1T,USS Type Uty Ply MAGNOLIA 1 1H16 1COMMON I I I 2 1.10b Reference (optional) u., reins, L.A. 55IU Kiln: wzqu S uec il xuie rnnt a.xau S uec a xiiia Mulex InauS1tues, IflC. mu acm i lx:4x:Js uiv I55C 1 lO:ZFl3c9vxxbrEMVP7?S5SJz7f4q-fbQMU74FJo4xxMVlPtnxERZS9FpFEm7CCT8Rm9y)ISJE 44-15 8-1-8 14-2-0 18-11-4 22-9-2 28-4-0 4-4-15 3-8-9 6-0-8 4-9-4 3-9.14 5-6-14 Scales 1:44.7 44 = 354 = 8x8= 456= 5x8= 8x10= 41u10= 410 = 5x18 8-1-8 13-6-12 21-8-2 2 R.7-8-414-0 a-I-a I Plate Offsets (XY)- 13:0 -1-120-2-01,(4:O-3-0.O-241. (5:0-3-12,0-1-121, 17:0-7-0,0-1-141. (8:0-3-4.0441, (9:0-4-0.0-241, 111:0-3-0.04.01 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.51 Vert(LL) -0.14 8-9 999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.41 8-9 '425 180 BCLL 0.0 Rep Stress lncr NO WB 0.62 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MSH Weight: 303 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2X6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing, Except: WEBS 2X4 OF Stud/Std G-Except- 10-0-0 oc bracing: 7-8. W6: 2X4 OF No.2 G SLIDER Right 2x6 OF No.2 -G 5-7-13 REACTIONS. (lb/size) 1268/0-54 (mm. 0-1-8), 72433/0-5-8 (mm. 0-1-8), 9-925710-3-8 (req. 0-4.15) Max Horz764(LC 28) Max Upliftl=-247(LC 27), 7=-229(LC 30) Max Grav1342(LC 3), 72591(LC 59). 9=9257(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5241925, 2-3=-34311162, 3-4=112113676, 4-5=-37513311. 5-6=-40801374, 6-7=4137/548 SOT CHORD 1-19=-3361307, 1-20=471/542, 20-21=-8711542, 21-22=471/542. 11-22-871/542, 11-23=-1083/550,23-24=-10831550,10-24=-10831550,9-10=-10831550. 9-25=405/782, 8-25=-587/811, 8-26=40913996.7-26=44013916, 7-27=-53713910 WEBS 2-11=422/84. 3-11=-2512292, 3-9=-3554/179. 4-9=-25711135, 5-9=-3707131, 5.8=0/5223 NOTES- 1)2-ply truss to be connected together with lCd (0.131x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-5-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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 root live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.opsf; BCDL=8.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 This truss has been designed fOr a 10.0 pst 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 3-8-0 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. WARNING: Required bearing size at joint(s) 9 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along thi Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip 00L(1.33) Connect truss to resist dra loads along bottom chord from 264-0 to 28-4-0 for 700.0 plf. Girder carries tie-in span(s): 2.6.0 from 0.0.0 to 6-0-0; 20-2-0 from 10-0-0 to 2844 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1895 lb down and 76 lb up at 8- design/selection of such connection device(s) is the responsibility of others. J Job Truss (russ type MAGNOLIA1B HIS COMMON L.C.. Penis, CA. 92570 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncreasel.25 I Uniform Loads (p11) Vert 1-4-72, 4-7=-72, 12-21-26(F-8), 21-23-20, 15-23-431(F.411) Concentrated Loads (lb) Vert 114895(F) I I I I I I . I. I I, I . I Pd I F 3*6 = 3x6 = 4*4= 4x6 = 4*4= [Jöb 1Truss 1Tniss Type I MAGNOLIA 18 J02 13 - - - 1COMMON Job Reference (optional)I California TrusFrarne tiC.. Ferns, CA. 92570 Run: 8240s Dee 6 2DISPf824Oj Dec 620i8 Weic inciusines. inc. Thu Oct 3i242392019Pàqe I ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q4bOMU74FJo4xxMVIPtnxERZTfFujEsACCT8Rm9yX5JE I 55•5 . 10-11-0 • 16-4-11 • 21-10-0 5-5-5 5-5-11 • 5.5-11 5-5-5 Scale = 1:35.1 7-3-3 7-3-3 14-6-13 7-3-10 1 Plate Offsets (XV)- 130-0-0.0-041 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (icc) Well lid Plate Grip DCL 125 IC 0.41 Vert(LL) -0.27 6-8 "969 240 TCLL 20.0 TCOL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.58 6-8 '470 180 BCU. 0.0 Rep Stress lncr YES WB 0.24 Horz(CT) 0.08 5 n!a nla BCDL 10.0 Code IBC20I5/TP12014 Matsix-MSH PLATES GRIP MT20 2201195 Weight: 81 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo2G WEBS 2X4 OF StudlStd G REACTIONS. (Iblsize) 1=98110-54 (min. 0.1-8), 5=961/044 (mm. 0.1-8) Max Horz144(LC 35) Max Uplifrl-259(LC 27). 5-259(LC 30) BRACING- TOP CHORD. Structural wood sheathing directly applied or 3-11-8 cc pudmns. SOT CHORD Rigid ceiling directly applied or 1044 oc bracing. MiTch recommends that Stabilizers and required cross bracing be instated 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 .1.15=-21901707. 2-1S=-20931510, 2-16=-19171348, 3-16=-185611166.3-17=-18561178, 4-17-19171349. 4-18=-2093I467. 5-18=-21901707 601 CHORD 1-19=-34412023, 19-20=-9812023, 8-20=.9812023. 7-8=011379. 7-21-011379, 6-21=011379.8-22=540M. 22-23=-6412023, 5-23-31212023 WEBS 3-6-371660.4-6-3951137,3.8-371660,243-3951137 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vu)tllomph (3-second gust) Vasd87mph; TCOL6.0psl BCDL=6.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0.0 to 3-04, Interior(l) 3-0-0 to 10.11.0, Exterior(2) 10-11-0 to 13-11-0. lnte,ior(1) 13-11-0 to 21-10-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip 00L1.60 This truss has been designed for a 10.0 pat bottom chord live load nonconcuffent 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 tag by 24-0 wide will fit between the bottom chard and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at at panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber OOL'1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 19-10-0 to 21-10-0 for 350.0 pll LOAD CASE(S) Standard Job Truss Truss Type Cy Ply MAGNOLIA lB .103 GABLE I Job Reference (optional) CaklomIa Trusprane LLC., Ferns, CA. 92570 Run: 82408 Dec 62018 FnnL 8.2408 Dec 6 2018 Mifelc Industries, Inc. Thu Oct 3 12:42:41 2019 P809 1 ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q-b_Y6up6WrPKfAgfgWHqPKsftn2hNinuVfndYq1yX5JC 5-1-11 • 10-11-0 164.5 • 21-10-0 5-1-11 • 5-9-5 5-9-5 5-1-11 Scale = 1:34.7 5x6 U [i:TiTiT' 3X4= 40 ii 41 18 42, 15 43 14 44 131245 11 46 10 47 9 48 8 49 7 50 6 51 4x4= 3x4 = 484= 7-9-10 . 14.0-6 • 21-10.0 I - 79.10 • 6-2-13 • 7-9-10 Plate Offsets (X.Y)— 13:0-3-6.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell L/d PLATES GRIP - TCLL 20.0 Plate Grip IDOL 1.25 Ic 0.18 Vert(LL) n/a - We 999 MT20 220/195 TCDL 14.0 ' Lumber DOL 1.25 BC 0.15 Vert(CT) ala - a/a 999 ECU. 0.0 Rep Stress Inor YES WE 0.16 Ho,z(CT) 0.01 5 We n/a BCOL 10.0 Code lBC2015tTP12014 Matrix-SM Weight: 133 lb FT = 20% — LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 64-0 Os puilins. SOT CHORD 2X4 OF No.2 G 601 CHORD Rigid ceiling directly applied or 6-0.0 cc bracing. WEBS 2X4 OF StudJStd G • I MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G Except' I installed during buss erection, in accordance with Stabilizer STS: 2x8 OF No.2 G I Installation guide. I I REACTIONS. All bearings 21-100. (Ib) - Max Horz 167(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 11, 13, 16, 10.7 except l.138(LC 27), 5-141(LC 38), 9=-180(LC 30). 14-183(LC 35) I Max Gray All reactions 250 lb or less at joint(s) except 1351(LC 67), 5351(LC 79), 9587(LC 1), 14=587(LC 1), 11=275(LC 73), 13=280(LC 72). 15292(LC 70), 16=255(LC 69), 17=316(LC 68), 10=280(LC 74). 8=292(LC 76). 7=255(LC 77), 6316(LC 78) FORCES. (lb) - Max. CompiMax. Ten. - AU forces 250 (lb) or less except when shown. - TOP CHORD 1-35=-4621379, 2-36=-274!285, 2-37=-214!276, 3-37=-981336, 3-38=49/338, I 4.38=-1781271, 4-39=-262/235, BOT CHORD 1.40-3641373, 5-5I=-353/383 WEBS 3-9=-3611175, 4-9=-540/152, 3-14=4611177, 2-14=-540/153 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; VultllOmph (3-second gust) Vasda87mph; TCOL6.0ps BCOLS.0psf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0-0, Interior(1) 344 to 10-11-0, Exterior(2) 10-11-0 to 13-11.0, Interior(1) 13.11-0 to 21-10-0 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 gap 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 requires continuous bottom chord bearing. Gable studs spaced at 1.4-0 ec. 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.opst 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip OOL=(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 3.0-0,18-10-0 to 21-10-0 for 1333 plf. LOAD CASE(S) Standard Job Iruss TruSS Type Qty Ply MAGNOUA lB 1(02 OUEENPOST 9 I Job Reference (optional) uaiuronua hue-lame LW.. i-ems. u. 51fU Nun: 5240 s on a 2015 i-nm: d240 S uec a Zuis Miles lnauslnes inc. Ins 00 3 12:4241 2015 Iaqe 1 ID1Fl3c9vxxbrEMVlP7?S5SJz7f4q-b_Y6up6WrPKfAgfgWHqPKsfsq2Zwim3VIndVq1yX5JC 4.5-11 8-114 13-5-5 17-11-0 4-5-11 4-5-13 4-5-13 I 4-5-11 Scaler 1.28.7 454 = 4x8 = 4x8 456 = Plate Offsets (X,Y)— 11:04-0,04-11,15:0-0.0.0-1-11 LOAOING(psf) SPACING. 2-00 CSI. OEFL in (ice) I1defi Lid PLATES GRIP TCLL 20.0 Plate Grip 001 1.25 TC 0.25 Vert(LL) -0.32 6-12 "675 240 MT20 220/195 TCDL 14.0 Lumber DOt. 1.25 BC 0.70 Vert(CT) -0.54 6-12 >401 180 BCLL 0.0 Rep Stress lncr YES W8 0.21 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 1=78810-3-8 (mm. 0-1-8), 57881044 (mm. 0-1-8) Max Horz136(LC 12) Max Uptift1-11(LC 8). 5=.11(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 441-6 oc puilmns. SOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. Milek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. TOP CHORD 1-15=-1728/52, 2-15=-1653/65, 2-16-1286/7. 3-16=-1235/18, 3-17=-1235/18, FORCES. (lb) - Max. CompJMax. Ten. - AU forces 250 (lb) or less except when shown. 4-17=-1286I7, 4-18=-1653165, 5-18=-1728/52 BOT CHORD 1-13=-57/1598, 6-13=-57/1598, 6.14a.31/1598. 5-1431/1598 WEBS 2-6=-484/116, 3.60/530, 46484/116 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf BCDLS.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0.0, Interior(l) 3-0-0 to 8-11-8, Extenor(2) 8-11-8 to 11-11-8, lntenor(1) 11-11-8 to 17-11-0 zone; cantilever loft and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber 0011.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 This buss 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 206A has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard 1Job ITfUSS Type I MAGNOLIA 19 1TrUSS K04 HIP ty I I IP'TReference 1C (optional) I I ,u,rruma LL., rains, t.n. flo,u nun: *.qU s LieC a uia rnni e.qu s uec a uia liii lea iflUUSU1U5. Inc. inuum .s i:q;q u1s reqe 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-3A6U6978cjSWoqOt47Les3BzPStyRDHeuRN5MUyX5JB 7.11-11 4-9.5 7-5-0 74,12 9-11-5 1O-6-0 13-1-11 17-11-0 4.9-5 2-7-11 0-1-'12 1-11-10 0.6-tV 2-7-11 4-9-5 0-4-15 Scale: 1:29.5 8x8 4x10 = 300 = 3x10 = 7-54 10-6-0 • 17-11-0 7.541 1.1.0 • 7541 Plate Offsets (X.Y)— 13:0-3-12.Edgel. 14:0-5-0.0-1-61 LOADlNG(psf) SPACING- 2-0-0 CSI. DEEL in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.51 Vert(LL) -0.12 7-8 .ggg 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.37 8 '573 180 BCLL 0.0 Rep Stress Incr NO WS 0.21 Holz(CT) 0.09 6 nla n/a BCDL 10_0 Code 1BC2015/TP12014 Matrix-MSH Weight: 84 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-9-1 00 purlins. except 801 CHORD 2X6 OF No.2 G 0-0-0oc purlins (2.10-1 max.): 3-4. Except: WEBS 2X4 OF Stud/Std G 2-10-0 oc bracing: 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. REACTIONS. (lb/size) 1=171010-3-8 (mm. 0-1-14). 6=1782/Mechanical Max Horz133(LC 8) Max Upliftl=-64(LC 4), 6.68(LC 5) FORCES. (lb) - Max. CompJMax. len.- All forces 250 (lb) or less except when shown. TOP CHORD 1-243401345, 2-343361343, 3-15=-39811331, 4-15-39741333, 4-542021342, 5-6=-4374/356 801 CHORD 1-16=-89/1691,1-17=-317/4104,8-17--317/4104, 8-18=-308/4188, 18-19=-30814188, 19-20=-30814188, 72O=308/4188, 7-21=-301/4114, 6-21=-301/4114, 6-22=-7711695 WEBS 3-8=0/380, 3-7=-400156,4-7=01527 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=8.opsf; BCDL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL--11.60 Provide adequate drainage to prevent water ponding. This truss has biendesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load o12O.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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 8-0-0 end setback. Graphical purtin represebtation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up at 10-E and 703 lb down and 162 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of other 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, 3.4-165, 4-6=-68,9-12=49(F=-29) Continued on page 2 I Job Truss Truss Type ty Ply MAGNOLIA 18 1(04 CAL HIP 1 I-JobReterence(oponafl rrm5, i. 922510 Nun: 8.2408 Dec 82018 Flint 8.2408 Dec 82018 MiTek In8ustfles, Inc. Thu Oct 3 12:42:42 2019 Page 2 ID:ZFI3C9VxXbrEMVfP7?S5SJZ7f4q-3A6u6978cjSWoqDt4?Les3BzPStyRDHeuRN5MuyX5JB LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3-589 4-589 I , 1-1 Job Truss Truss Type uty Ply MP.GNOUA 18 1(05 OUEENPOST 6 Job Reference (optional) .gewm1a I IUSIdJ75 LW.. reins, IPi. vzaru nun; g.qu s usc e uig mmussr, a usc o uio sires IngusIrtes. Inc. in yin i q;qa uus rage i ID:ZFI39vxxbiEMVfP7?S5SJz7f4q-3A6U6978cjSWoqDt4?Les3B0YSunRDveuRN5MLIyX5JB 4-5-11 • 8-11-8 12-8-12 13-l-13 17-11-0 4-5-11 • 4-5-13 3-9.4 0-11-1 ' 4-3-3 Scale = 1:288 4x4 = 458 = 2x4 II 354 = 8-11-8 • 124-12 17-11.0 I 5-11.8 3-g.e 6-2-4 Plate Offsets (X.V)- 11:0-2-8.0-2-01 LOADlNG(psf) SPACING- 2-0.0 CSI. DEFL. in (lc) bideS L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ve,t(LL). -0.28 7-10 '552 240 MT2O 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Veit(CT) -0.51 7-10 2-300 130 BCLL 0.0 Rep Stress Incr NO W3 0.24 HOrz(CT) 0.02 6 nla nla BCDL 10.0 Code 18C2015!TP12014 Matsix.MSH Weight 67 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G BOT CHORD WEBS 2X4 OF StudlStd G REACTIONS. (lblsize) 154610-3.8 (mm 0-1.8). 522010-3.8 (mm. 0-1.8). 6=85210-5-8 (mm. 0-1-8) Max Horz135(LC 12) Max Uplift1.8(LC 8), 6=4(LC 13), 6=.13(LC 9) Max Grav1553(LC 27), 6=332(LC 31), 6=862(LC 1) Structural wood sheathing directly applied or 5-11-13 oc puiliris. Rigid ceiling directly applied or 6.0.00c bracing. MiTek recommends that Stabilizers and requited cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. t FORCES. (lb) - Max. CompJMax. Ten.. An forces 250 (lb) or less except when shown. TOP CHORD l-17=-1055147, 2.17=.988161, 2-18=-55210, 3.18=.51018, 3-19=-529112. 4-19=-54610 SOT CHORD 1-14=-531978, 7-14=-531918 WEBS 2-7=4451111, 4-7=12f531.4-6=721155 NOTES- 1)) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.opsf BCOL=6.0ps1 h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Cxtezlor(2) 0.0-0 to 3.0.0, Intedor(1) 3.0.0 to 8-11-8, Exterior(2) 8-11-8 to 11-11-8. Interior(l) 11-11-8 to 17-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate goDOL:--I.60 3) This truss has been designed for a 10.0 psI bottom chord live load nonconcunent 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 (all by 2.0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1.0 'p LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--I .25, Plate Increase1.25 Uniform Loads (pit) Vert 6.6=-20, 6-11=.30(F-10). 1-3=-68,3-5=-W Job Truss Truss Type MAGNOUA 16 1(08 OUEENPOST 107-77, Reference (optional) aurclTva I lusi-lume u... rams, I.A. 5AIU Nun: 0.24U S L1C b ZU15 innc d240 S UsC b Z915 MUCK Insuanes. Inc. mU UCI J 17 :4z45 U15 1age 1 ID:ZFl3xbrEMVP7?S5SJz7f4q-XMgJV7mN0aNQzo3eisuPHlcSlsD0Ag9o756evwyX5JA 4-5-11 8-11-8 12-8.12 13-7-13 17-11-0 4-5-li 4-5-13 3-9-4 0-11-1 4-3-3 Scale = 1:28.8 4x4 = 458 = 354 = LOADING (pst) SPACING. 2-0-0 TCLL 200 Plate Grip DOL 125 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress lncr NO BCDL 10.0 Code 1BC20151TP12014 LUMBER, TOP CHORD 2X4 OF No2 G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/SW G CSI. DEFL in (lao) lldefl Lid PLATES GRIP TC 0.31 Vert(LL) -0.28 7-10 "552 240 MT20 220/195 BC 0.72 Vert(CT) -0.51 7-10 "300 180 WB 0.24 Horz(CT) 0,02 6 n/a n/a Matrix-MSH Weight: 67 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc puilins. BOT CHORD Rigid ceiling directly applied or 6-0-0 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=546/0-3-8 (mm. 0-1-8), 5=220/0-3-8 (mm. 0-1-8), 686210-5-8 (mm. 0-1-8) Max Ho,2138(LC 36) Max Uplift1-163(LC 27), 5-115(LC 36), 6-.59(LC 30) Max Grav1553(LC 55), 5=382(LC 59), 6-862(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 117=.1103I460, 2.17=.9861344, 2.1B=-6441223, 3-18---5101160, 3-19=-529144, 4-1945546/136, 5.20352f264 801 CHORD 1-14=-441/1025, 7-14=.248/978, S.16=-251/349 WEBS 2-7=445/145, 4-7=-105(531, 444-721/105 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 740; VultilOmph (3-second gust) Vasd87mph; TCDL=5.0psf 8C0L8.opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 344, Intetior(1) 344 to 8-11-8, Exterior(2) 8-11-8 to 11-11-8, Interior(l) 11-11-8 to 17-11-0 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--1.650 This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber OOL=(1.33) Plate grip OOL=(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0 to 17-11-0 for 447 pl. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease=1.25, Plate 1ncrease125 Uniform Loads (pit) Veit 6-8=-20, 6-11=-30(F=.10), 1-348, 3.5=-68 556 = 550 = 454 = 2x4 II 4x8 = 20 It Job Truss TrUSS type Qty Ply MAGNOLIA 18 NO? QUEENPOST 1 Job Reference (optional) ainomra -rwsrrame u.c., Pems, CA. vziu Nun: 6.240 a usc b 2015 Pnnl: 0.240 5 usc 6 2016 MileIc InsusInes, IflC. Thu ad r 1242:4 2015 sage 1 ID:ZFI3c9vocbrEMVfP7?S5SJz7f4q-XMgsJWmN0aNOzo3eisuPHk7rs9mAcXo756eswyX5JA 5-0-11 8-11.8 i 1240-5 • 17-11.0 5-0-11 • 3-10-13 3.10-13 5-0-11 Scale = 1:28.7 I 5-0-11 8-11-8 12-10-5 17-11-0 c_n_Il I 1fl..11 %.Ifl.Il S_nil Plate Offsets MY)- F1:04)-0.0-1-91, [5:0-0-0,0-1-91, [6:0-2-4.0-1-0].18:0-24.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loo) IldefI Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.53 Vert(LL) -0.13 6-11 p999 240 MT20 2201195 TCOI. 14.0 Lumber DOL 1.25 BC 0.99 Vert(CT) .0.38 6-11 2563 180 BCLL 0.0 * Rep Stress Inor NO WO 0.47 HOrZ(CT) -0.07 1 We n/a BCDL 10.0 Code 18C201511P12014 Matsix.MSH Weight: 69 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.1&Btr G WEBS 2X4DFStudIStdG REACTIONS. (Ib(size) 5=1711/0-3-8 (mm. 0.1-13). 1926/0-3-8 (mm. 0.1-8) Max llorz5=.35(LC 38) Max Uplift5=-141(LC 22), 1-151(LC 19) BRACING. TOP CHORD Structural wood sheathing directly applied or 3-2-50c purlins. 801 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. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=.16381181, 4-5=-2854/366. 1-2=-2085/385, 2-3=-1632I184 SOT CHORD 1-15=0/1923. 15-16=-41611923,8-16=-416/1923,8-17=-41611923, 7-17-41611923, 7-18=-37012681, 6-18=.370l2681, 6-19=-37012681, 19-20=-370/2681, 5-20=-37012681 WEBS 4-7=-1359/87, 3-7=0/792,2-7=527188, "=01839,2-8=01305 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllamph (3-second gust) Vasd-87mph; TCDL6.opsf; BCDL6.opsf; h=20ft; Cat. II; Exp B; 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 pat bottom chord live load nonconcurrent with any other live loads. I 4) • 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)This truss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 15-11-0 to 17-11-0 for 400.1 pit. Girder carries tie-in span(s): 12-7-8 from 13-3-0 to 17-11-0 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I .. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease 1.25, Plate lncrease 1.25 Uniform Loads (p0) Vert: 12-19=20.9-19--247(8=227),3-5=-68,1-3=-68 JOb rruss type I °'Fly MAGNOLIA 18 IfUSS I 1(08 OU EENPOST 1 1 lJob Reference (optional) up. u,uipr,cJIw i.%,.. rd..., psi. p.jry nun; at..j S U WiG rnnj; o.tqu S uec U asia iu.iejc .nuusmes inc. mu urn a 1t;.it;qS LUlU rage i lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-?ZEFXq808KiE27NFQN7xUGlBGZJv0ZxLlsCRMyX5J9 I 4-11-11 • 6-11-8 12-11-5 17-11-0 4-11-11 • 3-11-13 3-11-13 4-11-11 Scale = 1:28.4 4x4 = 56 8x6 = 8x6 = I 4-1141 8-11-8 12-11-5 17-11-0 I .ii.a! i41.1 t11_11 Plate Offsets (X,Y)- (1:0-3-0.0-3-91, 15:0-3-0.0-3-91, l6:04nj], 17:0-"A-11-121,18.0-4-0.0-1-811 LOAOING(psf) SPACING. 2411-0 CSI. DEFL in (los) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.56 Vert(LL) -0.08 8-11 .999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.28 8-11 .777 180 BCLL 0.0 Rep Stress lncr NO WS 0.67 Horz(CT) -0.05 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Weight: 82 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6DFSSG WEBS 2X4 OF StudlStd G REACTIONS. (lb/Size) 1=2261/0.3.8 (mm. 0.2-7), 5=1026/0-5.8 (mm. 0-1-8) Max Horz536(LC 27) Max Upliftl-234(LC 19), 5=.249(LC 22) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlmns. GOT CHORD Rigid ceiling directly applied or 104-0oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) -Max, CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11-2m-3711101630,24=1198513211, 34-111982J326.4-5=243016211 SOT CHORD l-15=-292/1873, 1-16=.165/3567, 16-17=.695J3567, 8-17=-895/3567, 8-18=-695/3567, 7-18=-69513587, 7-19-66012263. 6-19=-66012263, 6-20=-660/2263, 5-20=-66012263, 5-21=-278/984 WEBS 3.7a0!1004, 4-7=-529/117, 460/273, 2-7-1955/67, 2.80/1227 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLS.opsf BCOL6.opsf; h20ft Cat. Il; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip DOL(133) Connect truss to resist drag loads along bottom chord from ls-11-olo 17-11-010r700.1 p11. Girder cames tie-in span(s): 17-11-0 from 041-0 to 540 In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead i Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel .25 Uniform Loads (pIt) Vert: 1-3---68,3,S--48,8-9--364(F=-344),8-12=20 Job 1T1USS Truss Type iQty ply 101 I GABLE I J I16 I l Job Reference (optional) nua # MbrMMU u. rema, ..#k aaru wn: 624U $ uec e zoia pnnl: 524U S USC 0 2010 MITeR Inausmes, IflC. 1_flu OCt J 12:42:45 2019 P595 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-TlndkA90veq5fHySl7uMUlpZU11hebA5aPbIzoyX5J8 4-9-14 • 8-9-0 i 12-8-2 17.6-0 4-9.14 3-11-2 3-11-2 4-9.14 Scale = 1:27.6 5x6 II 3x4 = 29 14 30 13 31 12 32 11 33 10 34 9 35 8 38 7 37 6 38 30 4x4 = 40 = 8-3-14 11-2-2 17-64 6-3-14 4.10.4 6-1.14 Plate Offsets (X.Y)— 13:0-3-6.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (los) lid efi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.14 Vert(LL) nla - nia 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.19 Vert(CT) nla - We 999 BCLL 0.0 • Rep Stress Inor NO WS 0.07 Harz(CT) 0.00 5 nla nla BCDL 10.0 Code lBC2015ITPl2014 Matrix-SH Weight: 97 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 DF No2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 Os purlins. 601 CHORD 2X4 DF No2 G 601 CHORD Rigid ceiling directly applied or 6-0-0 Os bracing. WEBS 2X4 DF StudlStd G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 17.6-0. Installation guide. (lb) - Max Horz1-36(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 11, 13,9.7 except 1-126(LC 27), 5-131 (LC 38), 8-178(LC 30). 12=-183(LC 35) Max Gray All reactions 250 lb or less at Joint(s) except 1=344(LC 65), 5344(LC 75), 8464(LC 1), 12464(LC 1), 10=279(LC 70), 11=270(LC 69). 13=258(LC 67), 14=321(LC 68), 9270(LC 71), 7=258(LC 73), 6=321(LC 74) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-25=-3851347. 5-28=-385/356 SOT CHORD 1-29=-3391369, 5-38=-3221352 WEBS 3-8=-2551167. 4-8=-3751103, 3-12=-2551173, 2-12=-375/103 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=11110mph (3-second gust) Vasd=87mph; TCDL=&opsf BCDL6.0psf; h201t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 3-0-0, lntesio41) 344 to 8-9-0. Exterior(2) 8-9-0 to 11.9-0, Interior(1) 11-9-0 to 17-6-0 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 00L1.60 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. Gable studs spaáed at 1-4-0 oc. This truss has been designed for a 10.0 pat bottom chord live load nonccncurrent 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed (or a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. This truss has been designed lbr a total drag load of 800 lb. Lumber DOL(i 33) Plate grip DOL=(1.33) Connect truss to resist drag It along bottom chord from 0-0-0 to 4-0-0, 13.6-0 to 17-6-0 for 100.0 pIt. LOAD CASE(S) Standard 40 4x4 = D=1000# = 4X4 = I JOS liruss Truss Type Qty IPlY . I MAGNOLIA IS I COMMON GIRDER 1 I 1 I 1L03 Job eference (optional) I California T,usFrame LLC.. Penis, CA, 92570 Run: 8.240 a Dec 62018 Print 8.2408 Dec 6 2018 MiTeic 1fl8u81fl85 Inc. Thu Oct 3 12:42:46 2019 page 1 ID:ZF13c9vxxbrEMVfP7?S5SJz7f4q-xxL?yWAegxyyHR)eJrPb1vMh53lRN1IEp3LJVFyX5J7 4.5.1 8-9.0 13-0-15 • 174-0 4-5-1 1 4-3-15 • 4-3-15 ' 4-5-1 Scale = 1:28.2 6-64 10-11-10 1 17-64) IAAA I Plate Offsets (X.Y)- 13:04-0.0-0-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (lao) 1/defi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.27 Vert(LL) .0.12 7-10 .999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 7-10 .890 180 BCU. 0.0 Rep Stress lncr NO WS 0.15 Horz(CT) 0.05 5 nla nla BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lblsize) 177010-5-8 (mm. 0-1-8), 5770I0-5-8 (mm. 0-1-8) Max hotz 135(LC 44) Max Upliftl-188(LC 27). 5-188(LC 30) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-7 cc purlmns. SOT CHORD Rigid ceiling directly applied or 6.0-0 cc bracing. MiTek recommends that Stabilizers and required cross 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 1-14-16901511, 2-14-16141353.2-IS--141712S4,3-15=-13691127,3-16=1369/152, 4-16--14171232,4-17=-16141329.5-17=-1690/504 SOT CHORD 1-18=-5711559. 18-19=58211559.7-19--582(1559.7-20=-46011216.6-20=48011216, 6-21=47711559.5-21=47711559 WEBS 3-6=-271496.4-6=-3421122.3-7=-231496.2-7=-3421117 NOTES- Unbalanced roof live loads have been considered fbr this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL60psf BCDLS.opsf; h=20ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 8-9-0. Extenor(2) 8-9.0 to 11-9-0, Interior(l) 11-9-0 to 17-641 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 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 rri between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chords nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0.0-0 to 2411.0 for 500.0 p1?. LOAD CASE(S) Standard Job lIrUSS TrussType 18 I'~J bRet,,,,oeMAGNOUA COMMON GIRDER ILI" 8 1L04 I (optional) I rautomua I ,usr,ame u., I-ems, t.. 5451U PtUfl: 52411$ uec oz- i a I-nfl!: 5.440 s uec a zuis elulek unausines, IflC. mu Ott a is:eza 211i5 I-J9 1 lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-xxL?yWAegxHRXeJrPb1vMh53lUN1GEp3UVFyX5J7 4-5-1 8-9-0 13-0-15 13-7-12 17-6-0 4-5-1 4-3-15 1 4-3-15 0-6-13 3-10-4 Scale = 1:28.2 56 4X4 = 41(4= 20 II 40 = 41(4 = 6-6-6 I 10-11-10 13-742 17-6411 I 4.4_a ..R., ' Plate Offsets (XV)— 1:0.0-0,0.0-0I LOADING(pst) SPACING- 2-0-0 CSI. OEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) .0.12 9-12 '999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.23 9-12 '898 180 BCLL 0.0 Rep Stress lncr NO WS 0.15 Horz(CT) 0.05 6 n/a We BCDL 10.0 Code IBC2015ITPl2014 Matrix-MSH Weight: 66 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 1=77010-5-8 (mm. 0-1-8),6=77010-54 (mm. 0-1-6) Max Horz135(LC 17) Max Upliftl=-10(11LC 8), 6=-10(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4414cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. [!iTe, , k-mmendso that Stabilizers and required cross bracing be during truss erection, in accordance with Stabilizer lation guide. FORCES. (lb), Max. CompJMax, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1690137, 2-16=-1614151, 2-17=-1417115, 3-17=-1369127, 3-18=-1370138, 4-18-1418/22, 4-5=-1613145, 6-19=1631/32.6-19=168912S SOT CHORD 1-20=45/1559,9-20=4511559,9-21=0/1100.8-21=0/1100,8-22=-6/1558, 7-22=411558, 7-23=411558, 6.23=.611558 WEBS 3-8=-11495, 4-8=-386168,3-9=01498,2-9-341/97 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL6.Opsf BCDL6.0psf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lnteuior(1) 3-0.0 to 8-9-0. Exterior(2) 8-9-0 to 11-9-0, Interior(l) 11-9-0 to 17-8411 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 OOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss 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 200A has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4, I 3*6 40 = 2*4 II Job 11rus5 iruss type uty Ply 16 P402 COMMON GIRDER I 3 1 Job Reference (optional) .... . ,wn; su. usc o uia mm: e.qu 5 usc e U15 mupes urlausules. Inc. mu UCI J 1:q*:4e u1s rugs 1 ID:lbJOp_sdczmZJ11vFKMLnuz6QGW-xxL?yWAegxyyHRXeJrPb1vMfH3KLN14Ep3LJVFyX5J7 6-2-4 11-0-0 6-2-4 • 4-9-12 Scale = 1:22.5 0-0-8 6-2.4 11-0-0 n_n_A A.1.17 Plate Offsets (XY)— I1:Edge,0-0-01, 14:0-14.0-1-81. (5:0-2-0,0-0-81,16:0-1-12.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. OEFL in (lac) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.39 Vert(LL) .0.09 6-9 999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 6-9 418 180 BCLL 0.0 * Rep Stress lncr NO WB 0.16 Harz(CT) 0.03 1 n/a n/a BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight 50 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 80T CHORD 20 OF No.2 G WEBS 2X4 OF StudlStd G SLIDER Left 2*6 OF No.2 -G 3-3-11 REACTIONS. (lblsize) 1-78l0-3-8 (mm. 0-1-8).5=47810-3-8 (mm. 0-1-8) Max Horz 1=35(LC 11) Max Upliftl=-2(LC 12) Max Gravl511(LC 30). 5511(LC 33) BRACING- TOP CHORD Structural wood sheathing directly applied or 64-0 cc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib)- Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-748I26, 2-11=-504/48, 3-11=495163, 3-12=-481162, 1213495/49, 4-13-558/47, 4-5=.449170 BOT CHORD 1-14=-102f396.1-15--291451,6-16--291451 WEBS 3.6=0/272, 4-6-7/414 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.0psf BCDL6.opsf; h=2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-1-8 to 3-1-8, Interior(l) 3-14 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Interior(1) 9-3-12 to 10-11.12 zone; cantilever left and right exposed; end vertical left and right ezposed;C.0 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 psI bottom chord live load nonconcuffent with any other live loads. • This truss has been designed for a live load of 200ps1 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcunent with any other live loads. LOAD CASE(S) Standard I 1# 454 = Scale = 1:22.8 I 34 3x8 II 1J0D JTrUSs 1russ Type 1PIy 1 MAGNOLIA lB NO3 COMMON GIRDER I 1Qty - - - ,Job Reference (optional) I ...?s anv nun. a.t'rn lv tiet C LU IC nlrn C.gqu ii ijec C LUJO lviii WI IilUU5U5, inc. flu tic a itqcqi LU1. rage i ID:1bJOp_sdczmZJTlvFKMLnuz6QGW-Q8vN9sBGRF4pvb6qtYwqZ7uqhTgG6V8N2j4s2hyX5J6 6-2.4 12-6411 6-2-4 6-3-12 6-2-4 12-6-0 Nj 5.1-I2 Plate Offsets (X,Y)- ':0-2-1241704I, 13:0-2-0.0-2-41, 15:Ee.0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 IC 0.41 Vert(LL) -010 6-13 >999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 044 Vert(CT) -0.17 8-13 >891 180 BCU. 0.0 Rep Stress lncr NO WE 0.11 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code 13C20151TP12014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER, TOP CHORD 2X4DFNo.2G SOT CHORD 2X4DFNo2G WEBS 2X4 OF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-3-11. Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (lb/size) 1=550/0-3-8 (mm. 0-1-8), 5455011-114 (min. 0-1-8) Max Horzl=-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6.0.0oc purluns. 801 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. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-767/14. 2-154.674/51. 3-15=463(66. 3-16=463(63,4-16=471148.4-5=428127 801 CHORD 1-17=41/474. 118=0/603,6.18=0/603,619=0/603, 5.19=0/603,5.20=0/603 WEBS 3.540/383 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL6.0p5f 8COL=6.0psf h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, lntenor(1) 3-1-8 to 6-3-12, Extenor(2) 6-3-12 to 9-3-12, Interior(1) 9-3-12 to 12-7-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 1 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 240-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard JOb Truss Truss Type pQtyPly MAGNOLIA lB I IN04 COMMON GIRDER I 1 IJob 5 Reference (optional) ,wsr,dme W.., rtm5, M. 4JIU ,UrI; O.qu S USC S zwo mm: C.4U 5 USC S LU1S 15115K 11511155155, InC. mU UCI 4 i:a:q( 1U1S rage 1 ID:lbJOp_sdczmZJ11vFKMLnuz6QGW-Q8vN9sBGRF4pvb6qtYwqZ7uqmTgL6V8N2j4s2hyX5J8 6-2-4 12-6-0 6-2-4 6-3-12 454 = Scale' 1:22.8 30 II 12.R.fl 0.0-8 6-1-12 • '6-3-12 Plate Offsets (XV)— 11:0-2-12.0-0-41.13:0-2.0.0-2-41, (5:Ei,e,0-0-01 LOADING (psI) SPACING- 2.0-0 CSI. DEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.41 Veit(LL) -010 6-13 p999 240 M120 2201196 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -017 6-13 .905 180 BCLL 0.0 • Rep Stress Inor NO WS 0.11 Harz(CT) 0.02 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 54 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G SLIDER Left 2x6 OF No.2 -G 3-3-11. Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (IbIsize) 155010-3-8 (mm. 0-14), 8=550/0-5.8 (mm. 0-1-8) Max Holz l=-35(LC 13) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c purtins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-767113, 2-15---874151, 3-15---663166, 3.16=.663164, 4-16=471/48, 4-5=.848/18 801 CHORD 1-17=-811474. 1-18=0/603.6-1=0/603,6-16=0/603, 5-19=0/603, 5-20=-771509 WEBS 3-6=0/382 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDLS.opsf; BCOL=6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extetlor(2) 0-1-8 to 3-14, Interior(l) 3-1-8 to 6-3.12, Exterior(2) 6-3-12 to 9-3-12, Interior(1) 9-3-12 to 12-7-8 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 DOL=1.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 4)' This buss 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 lumbar members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl I. This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOLIA - - IND5 COMMONGIRDER Job Reference (optional) reme u..... rems. UA. ,u un: 0.240 S Dec 0 SOlO nnt a.z4u a Dec 02018 Mifeic undusules. Inc. mu Oct 3 12:42:48 2019 Page 1 ID:1bJOp_sdczmZJ11vFKMLnuz6QGW-uKl1MCBvC2DgWih1OGS36KR?dt0cnjMxGNqPa7yx5J5 6-3-12 12-7-8 6-3-12 6-3-12 454 = Scale = 1:22.9 I I!' Us II 3x6 II 6-3-12 • 12-7-8 6-3-12 6-3-12 Plate Offsets (XV)— [1:Edqe,0.0-01. 13:0-2-0.0-2-41. [5:Edge,0-0-01 - - - LOADING(pst) SPACING- 2.0-0 CSI. DEFL in (los) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.26 IC 0.40 Vert(LL) -0.10 6-9 >999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 6-9 >936 180 BCLL 0.0 Rep Stress lncr NO WS 0.11 Hosz(CT) 0.02 1 n/a n/a BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 55 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Ste G SLIDER Left 24 OF No.2 -G 3-5.0, Right 2x6 OF No.2 -G 3-5-0 REACTIONS. (IbIsize) 1>956/0-5.8 (mm. 0-14), 5=556/0-5-8 (mm. 0-1-8) Max Horzl=35(LC 12) BRACING- TOP CHORD Structural wood sheathing directly applied or 8-0-0cc purlins. SOT CHORD Rigid ceiling directly applied or 1044cc bracing. Mifek recommends that Stabilizers and required cross 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 1-2=447/18, 2-15=-687/48, 3-15=.679164, 3-16--.679164, 4-16=437/48, 4-5=-847/18 BOT CHORD 1-17=431515, 1-18=0/617, 6.18=0I617,619=0I617.5.19=0/617, 5-20=-76/515 WEBS 3-6=01386 NOTES- Unbalanced roof live loads have been considered fOr this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=6.0psf BCOL6.opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gabteind zone and C-C Extenor(2) 040.0 to 3-0-0, Interior(1) 3-0-0 to 6-3-12, Exterior(2) 6-3-12 to 9-3-12, Intenor(1) 9-3-12 to 12-7-8 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 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 240-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been dàsigned for a moving concentrated load of 250.0mb We located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard il 1- Job tnJSS lirusslype I °ly y MAGNOLIA lB N08 I l 1GABLE Job Reference (optional) nusi-rame u.., PenIs. CR. aaio Run: 8.240 a Dec 6 2018 Print: 8.2408 Dec 6 2018 MTek Industries. Inc. Thu Oct 3 12:42:48 2019 Page 1 lD:lbJOp_sdczmZJ11vFKMLnuz6OGW-uKflMCBvCZDgWh1QGS36KR2Nt2EryiXGNqPa7yX5J5 6-3-12 12-7-8 6-3-12 • 6-3-12 5x8 Scale = 1:22.5 0800# 17 10 18 9 19 8 20 1 21 6 22 23 5 24 4 25 4x4= 454 2x4 II I 6-3-12 6-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (ice) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) We - n/a 999 M120 220/195 ICOL 14.0 Limber DOL 1.25 BC 0.27 Vert(CT) We - We 999 BCLL 0.0 Rep Stress Inor NO WS 0.09 HOIZ(CT) 0.00 3 n/a n/a BCDL 10.0 Code I3C2015/TPl2014 Matrix-SH Weight: 64 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. SOT CHORD 2X4 OF No.2 G GOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF Stud/Std G Mflek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudfStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. NI besitngs 127.8. (Ib)- Max Horz1-38(LC 29) Max Uplift All uplift 100 lb or less at joint(s) 7,9, 10. 5,4 except 1.250(LC 27). 3-191(LC 30) Max Gray All reactions 250 lb or less at icings) 9,5 except 1340(LC 55), 3340(LC 63). 7=431(LC 59), 8=285(LC 58), 10=339(LC 56). 6=285(LC 60). 4=339(LC 62) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5891552,2-3=-4381383 SOT CHORD 1-17=467/501, 10-17=-3521386. 10-18=-2361271, 7-21=-2171262, 6-21-2971332, 6-22=311/345, 22-23=-3331368. 5-23=333/368,5-24=333/368, 4-24=-3331368, 4-25-333/368.3-264.333/368 WEBS 2-7=-3811114 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf BCDL6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL-0.60 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/TPl 1. Gable requires continuous bottom chord beating. Gable studs spaced at 1-4-0 cc. 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. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord. nonconcwrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8411-0 for 100.0 pIt. LOAD CASE(S) Standard I•. I., Job Truss r1 i I MAGNOLIA lB -1 NO? I GABLE 1 IJob Reference (optional) I .e=unhua morrame LL,-.. rums, .-. 93fU NUfl 92408 Dec b 2019 Pflflt a.z4o s Dec 92019 ra-rek incuennas, inc. mu ocr 3 12:42:49 2U19 rage 1 ID:lbJOp_sdczmZJ11vFKMLnuz6QGW-MW18aYCxzsLx8uGD_zzleY_BhI-lOuaX7gv1Zz6ayx5J4 -11.0-0 .4-9.12 6-2-4 I 4-9-12 556 = 0800# Scale' 1:21.8 22 23 8 24 7 25 6 26 5 40 = 4*8= 3x611 -11-0-0 4-9-12 Plate Offsets (XV)- 11:04)66.0-2-01 LOADlNG(psf) SPACING- 2-0-0 CSI. OEFL in (Icc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) nla - We 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.31 Vert(CT) nb - n/a 999 BCLL 0.0 Rep Stress Inor NO WB 0.40 Horz(CT) -0.01 6 We n/a BCOL 10.0 Code IBC20151TPl2014 Matrix-MSH Weight: 70 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c punlins. except SOT CHORD 2X4 OF No.2 G end verticals. WEBS 2X4 OF StudlStd G Except SOT CHORD Rigid ceiling directly applied or 6411-0 cc bracing. WI: 2*8 OF No.2 G Mflek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudfStd G installed during buss erection, in accordance with Stabilizer SLIDER Left 2*4 OF Stud/Std G 3-3-0 installation guide. REACTIONS. All bearings 114-0. (Ib)- Max Horz134(LC 11) Max Uplift All uplift 100 lb or less at joint(s) B except 5=-579(LC 46), 6=-620(LC 35), 7=-262(LC 60) Max Gray All reactions 250 lb or less at joint(s) 7 except 5567(LC 35), 61082(LC 48). 8415(LC 57) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-2321348, 2-19=-277i660. 3-19=4621768, 3-20=-6241794. 20-21=4451960, 4-21=46011049. 4-5=-537/616 BOT CHORD 1-22=-572164, 1-23=-5961112. 8-23=-596/287. 8-24=-596/297, 7-24=-5961384, 7-25=-5961414,6-25-4S4/481,6-26=-3141341 WEBS 34=-855/520, 4-6=-1018/796 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL6.0psf, h20ft Cat. It: Exp 8; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 3-1-8, lntenor(1) 3-1-8 to 6-3-12, Exterior(2) 8-3-12 to 9-3-12, lntenor(1) 9-3-12 to 10-11-12 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 requires continuous bottom chord bearing. Gable studs spaced at 144 cc. This buss 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. 91 This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along thi Bottom Chord. nonconcun-ent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect buss to resist drag along bottom chord from 0-0-0 to 11-0-0 for 72.7 plf. LOAD CASE(S) Standard LUMBER. I TOP CHORD 2X4 OF No.2 G SOT CHORD 2x8 OF SS G Except' - 53:2X4DFStudIStdG WEBS 2X4 OF StudlStd G OTHERS 2X4 DF StudiStd G BRACING- TOPCHORD Structural wood sheathing directly applied or 64-Ooc purlins. except 0-0-0 oc purlins (6-0-0 max.): 2-5.54. Except 6411-0 oc bracing: 2-5 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 5, 6, 7 I Job Truss Truss Type Qty Ply MA0N0L1A2A - 1 CAL HIP - - 4 Job Reference (optional) thrEMV7?S5SJz7f4q0QuDO?ba6RJFXdôFouFdNS5l3bDHmX9xNhz5Mi 7.4-4 7-11,11 12-1-6 16-10-8 20-4-2 23-114 26-11-12 41 30-3-12 • 33-0-0 35-8-4 -6- • 49-0.0 7-4-4 6-7-? 4-i-lI 4-9-2 3-5-10 3-7-6 2-8.4 5-11-13 1 • 7-3-15 Scale = 1:82.4 3x8 = 3x6 34 7 3 9 28 29 21 30 20 31 19 18 32 17 33 16 34 15 14 13 35 12 38 37 456 = 3x6 II 4x6 = 4x8 = 8x8 = 4x6 = 4x6 = 3x6 II 558= 6x8= 5x8 8x8 INS = 744 12-14 16-16.8 20-4-2 23-11-8 26-11-12 36-3.1230,5-8 35-6-8 35,8-4 41-8-I 49-0.0 7-4-4 4-9.2 4-9-2 • 3-5-10 ' 3-74 • 3.04 3.4-0 0-fl12 5-1.0 04!12 5-11-13 7-3-15 Plate Offsets (X,Y)— F2:02.-8.Q.2.8I, [3:0-4-0.0-1-81, (4:0-2-8.0-2-0), [60-2-8.0-1-12). F8:0-3-0,Edoel, (15:0-2-12.0-2-01. [16:0-3-8,0-4-121, [17:0-2-8.0-2-01 LOADING (psf) SPACING. 2-0-0 CSI. OEFL in (bc) lldefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.71 Vert(LL) -0.38 17-19 2999 240 MT20 220/195 ICOL 14.0 Lumber DOL 1.25 Sc 0.88 Vert(CT) -1.28 17-19 p335 180 BCLL 0.0 ' Rep Stress Inor NO WS 0.90 Horz(CT) 0.08 13 n/a n/a BCDL 10.0 - Code 1BC20151TP12014 Matrix-MSH Weight: 1144 lb FT = 20% I % cn li5 REACTIONS. (lb(size) 13727/0-5-8 (mm. 0-1-8), 11=-126110-5-8 (mm. 0-1-8), 138623/044 (mm. 0-1-12) Max Horz155(LC 12) Max Uplift1-251(LC 8), 11-1498(LC 19), 13-239(LC 4) Max Grav13735(LC 19), 11=143(LC 8). 136623(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-113901802.2-3--108901782,3-4--16846/895,4-5=-8647/430. 8-9=-350146, 9.10=-191/4063, 10-11=440l6407, 5-6=-3443/181, 6-7-186/3900 SOT CHORD 1-28---54117888, 1-29=-779110877. 21-29=779110877,21-30=-945/15884, 20.304-945/15884, 20-31=-945115884, 19-31=-945/15884, 19-19=-895116846, 18-32=-895116"6,17-32=-895116"6,17-33=-425/"83.16-33=-425/UM, 16-34=-156/3295, 15-34=-i 56/3295, 14-15=-3808/228, 13-14=-38081228, 13-35=-6131/433, 1-2-35=4131/433. 12-36=4131/433. 11-36=.6131/433, 11-37-43621326 WEBS 2-21=012295, 3-21=4458/181,3.20=0/653,3.19=0/1049. 4-19=-44/1894, 4-17=-8578/486, 6-16=-36417630, 6-15=-93821495, 7-15=-716180, 9-13=-1989/116, 5-17=49/2332, S-16=-62851326,7-9=18414017,10-12--16041167,10-13=-23212545 NOTES- 1)4-ply truss to be connected together with lOd (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 -3 rows staggered at 04-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 06. Attach IC w/ 1/2' diam. bolts (ASTM A-307) in the center of the member w/washers at 44-0 oc. Attach BC WI 1/2' diam. boils (ASIM A-307) in the center of the member w/washérs at 4-0-0 cc. 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 88(F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL6.opst; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.( Provide adequate drainage to prevent water ponding. This truss has been designed fore 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)' Was ss has been designed for alive load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. Continued on page 2 I. Ij- Job Truss Truss type MAGNOLIA ZA Aol 10ty [Ply CAl. HIP -Reference (optional) .....____.,. •_0"lorMT.U.'aWOLMG oLu1bMIIexlnguu1e5,unc. inuu 1:je:au1s paqe NOTES- ID:ZFl3c9vxxbrEMvfP7?S5sJz7f4q.d4ap5ZPdMuEIwo6qyyJ7nqvdrgpqylrogNb6Evryx5Mh This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end Lwith 8-0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This buss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 698 lb down and 156 lb up at 74.4 on top chord, and 50 lb down and 2 lb up at 30-5-8, and 50 lb down and 2 lb up at 35-6-8, and 2650 lb down and 111 lb up at 16-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase--1.25, Plate lncrease=125 Uniform Leads (p1t) Verb 1-2-68, 2-4-165, 4-5-68, 8-11=-70, 19-22=-49(F=-29), 19-25-20, 5-8-68 Concentrated Loads (lb) Verb 2-589 19-2650(F) 15-50 13-50 Job Truss Truss Type Qty Ply MAGNOUA2A A02 CAL HIP 1 Job Reference (optional) I w5rr3m L.C.. reins, CA. 54310 itun: 82409 ON 82018 pflnl: 82403 Dec 82018 MITeII IMu5triee, Inc. Thu Oct 3 1238:58 2019 Page 1 9-64 lD:ZFl3c9vocbrEMVfP7?S5SJz7I4q-d4ap5ZPdMuElwO6qyyJ7nqvb99NDynugNb6EVTyX5Mh 54-8 • 8.10.12 94-0 17-14 • 254-0 30-3-12 33-0-0 • 35.84 - 39-5-6 48-3-14 48-0.0 54-8 3.6 .4 o.7J7 7-74 • 8-44 • 44-12 2-8-4 • 2414 3-94 6-Ick 8-6-2 0.0,-s Scales 1:82.8 3x8 = 3x6 3x6 3.50 r-12 — 6 8 28 29 18 30 17 18 31 is 32 14 13 12 33 11 34 35 5x8 =US 3XII 11exe =US 4x6 = sxs = 4*6 = 3*6 II 5ic8 = 3340 35.64 2.10.12 17-14 - 254-0 - 30.3-12 30,5-6 • 3546 ,, 40.3-14 49.0.0 8.10-12 8.2.12 8.4.4 • 4.4.12 n.ILI,,.R.a I 4.7.ln • Plate Offsets (XV)— '1:0-3-7.0-041.15:0-2-12.0-2-81. I7030,Edqe1, (10:O-3-7.0-O-, (14:0-2.00-2-01.118:0-2.8,0-2-01 - - LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 088 Vest(LL) -0.38 14-15 p999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 099 Vert(CT) -1.18 14-15 2,368 180 BCLL 0.0 * Rep Stress Incr NO WS 0.75 Holz(CT) 0.08 12 We n/a BCDL 10.0 Code lBC2015I71312014 Matrix-MSH Weight: 563 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G Excepr TOP CHORD 12: 2X4 OF No.I&Btr G SOT CHORD 2x8DFSSGExcept' BI: 2x8 OF No.20,83: 2X4 OF Stud/Std G 801 CHORD WEBS 2X4 OF StudlStd G Excepr JOINTS W3:2X4DFNo.2G Structural wood sheathing directly applied or 5-11-2 oc purlins, except 0-0-0 cc putlins (5-5-3 max.): 3-5,5-7. Except 5-54cc bracing: 3-5 Rigid ceiling directly applied or 6-0-0cc bracing. I Brace at Jt(s): 5.6 REACTIONS. (IbIsize) 1172210.3.8 (mm. 0-1.8), 1074/03.8 (mm. 0-14), 12=3732/0.3.8 (mm. 0-2.0) Max Kotz188(LC 8) Max Upliftl-138(LC 4), 10-165(LC 19). 12_257(LC 4) Max Gravl=1728(LC 19). 10=246(LC 41). 12=3732(LC 1) FORCES. (to) - Max. CompiMax. Ten. - All forces 250 (lb) or less except wheft shown. TOP CHORD 1-2=-50731481, 2-3-48081440, 3-25=46001434, 2526a.4605l434, 4-26=-4611I433, 4-5-4081468,74=368166, 8.2701500, 9-27=01373.9-10--22711533, 5.6=-91437. 6-7=-266170 SOT CHORD 1-28=-288/2949, 1-29=-495!4827, 18-29=495/4827, 18-30=.644/8245, 17-30=44416245, 16-17=-6"6245,16-31=-C"6245,15-31=4"/6245, 15.32.45114488, 14-32=-461/4488. 13-14=-397!60. 12-13=-397/60, 12-33-14411229, 11-334-1441/229, 11-34=4441/229, 110-34=444111229,10-35=8721P168 WEBS 4.18=.1716/224, 4-17=-111273, 4-15=-1736/186, S-14=-54521555.9-12=22811263, 8-12=-868198, 5-15=-9811911, 6-14=-356!93, 6-8=-11651, 9-11=.1110912115,3-118=01837 NOTES- 1)2-ply buss to be connected together with lOd (0.131*x3 nails as follows: Top chords connected as follows: 2*4-1 row at 0-9.0 cc. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-94cc. Webs connected as follows: 2x4 -1 row at 04.0 cc. 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 root live loads have been considered for this design. Wind: ASCE 740; VultllOmph (3-second gust) Vasd87mph; TCOL6.0ps1 BCDLS.Opst h20ft Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip OOL1.60 Provide adequate drainage to prevent water pending. This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 4-0.0 from back girder. - does not depict the size or the orientation of the puilin along the top and/or bottom chord. Job truss Truss Type uly ly MAGNOUA 2A A02 CAL HIP 1 - T JobReference(optional) NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at 39-5-8, and 121 lb down and 27 lb up at 9-8-8 on top chord, and 50 lb down and 2 lb up at 30-5-8, and 50 lb down and 2 lb up at 354-8 on bottom 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 Increase1.25 Uniform Loads (p11) Vert: 1-3-68, 3-25-68, 5-26-102(B34), 7-8=-104(4-34), 10-2Th-70. 192220, 5-7=-102(5-34) Concentrated Loads (lb) Vert: 14=-50 12=-50 25-102 27402 Trapezoidal Loads (p11) Vent 25=-684o-26=.102, 8=-102-to-27-70 I, I TrUSS uty Piy ~GNOII2A 03 —jrLHIP - - 2 JobReference(optional) 5-3-7 9-4-4 11-7-11 17-7-0 • 25-li-a • 30-3-12 33-0-0 35-8.4 39-104 • 49.0.0 5-3-7 4-0-13 2.3-7 5-11-5 • 8-4-8 ' 4.4-4 2.8-4 28-4 4-2-2 • 9.1-10 Scale z 1:82.8 3x8 = 3x6 3x6 8 33 11 0 0 34 35 19 38 18 17 37 18 38 15 14 13 39 12 40 41 5x8 = 48 = 3ut8 11 4x6 4x6 = 6x8 = 4x8 = 3x8 II 5x8 = 6x8 = 33-0O 9.4-4 11.1.0 25-114 •3031230jf8358 35 i 84 38'°I 490 Plate Offsets (XV)— 110 3.7 0-0-81 [8:0-3-0Edoe1. [11:03 7,0-0-81, 119:0-24,0-201 - - LOAOING(psf) SPACING- 2-0-0 CSI. DEFL. in (ice) IIdefl L/d PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.24 15-16 >999 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.85 15-16 >505 180 BCLL 0.0 Rep Stress lncz NO WS 0.49 Horz(CT) 0.06 13 We n/a BCOL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 569 lb FT = 20% LUMBER- . BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc purtins. except SOT CHORD 2x8 OF SS G Except' 0-0-00c purlins (6-0-0 max.): 3-6, 6-8. Except 81: 2x8 OF No.2 G, 93: 2X4 OF Stud/SW G 6-0.0 cc bracing: 3-6 WEBS 2X4 OF Stud/SW G 'Excepr BOT CHORD Rigid ceiling directly applied or 644cc bracing. W3: 2X4 OF No.2 G JOINTS 1 Brace at Jt(s): 6.7 REACTIONS. (lb/size) 1=1475/0.3-8 (min; 0-1-8), 11=164/0-3-8 (mm. 0-1.8), 13=2885/0-3-8 (mm. 0.1-9) Max Ho,zl=72(LC 16) Max Upliftl-75(LC 8), 11-78(LC 23), 15=-41(LC 8) Max Grav11480(LC 23), 11333(LC 45), 13=2885(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-22101182.1-27r-4201/420, 2-27=4159/431, 2-28=-38721495, 28-29=-38031500, 3-29=4795/501, 3-30=-3701/570, 30-31=-37021569, 5-31=-3706/569, 5-6=4112/161, 8-9=-298/84, 9-32=-25/421, 10-32=-38/350, 10-33=-125/1152, 11-33=-139/1101, 6-42-27l353 742-181375 801 CHORD 1-34=.251/2468, 1-35=435/3993, 19-35=-435/3993. 19-35=-347!4535, 18-36=-34714535, 17-18=-347/4535, 17-37=-34714535, 16-37=-347!4535, 16-38=-14213023, 15-38=-142/3023, 14-15=4551102, 13-14=3551102, 13-39=-1076/155, 12-39=-1076/155, 12-40=-1076/155, 1140=-1076/155; 11-41=480/146 WEBS 2-19--308181,3-19=0162S, 5-19=-876139, 5-180/324.5-164-1505/271, 6-15=-3900/220, 10-13=-137/927, 9-13=-599/87, 6-16=-54/1635, 7-9=49/572, 10-12=436/135 NOTES- 1)2-ply buss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2x4-1 row at 0-9-0 cc. Bottom chords connected as follows: 2x8 -2 tows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-94cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (8) 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; Vultll0mph (3-second gust) Vasd87mph; TCDL6.0psf BCOL=6.0psf h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, lnterio41) 3-0-0 to 11-7-11. Exterior(2) 9-4-4 to 13-7-3. Interior(l) 13.7-3 to 310-0, Exterior(2) 334.0 to 37-2-15, Interior(1) 37-2-15(049.0-0 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 OOL=1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for a nyc load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Con9IPbc%We onconcurrent with any other live loads. 3.50 Ii1 2X4 28 9 di 27 Owl 5x6 3x8 3 29--10 31 5x6= 42 8 ...- 0 TrUSS II russ rly N0LIA2A A03 CALHtP 2 - JobReferenoe(opdonal) - - NOTES. Dc9v,o(b 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) 50 lb down and 4 lb up at 30-5-8. and 50 lb down and 4 lb up at 35-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-26-68, 26-29-70, 3.29-68, 34-68, 3-30-28, 6-30-68, 8.11-70, 2023-20, 6-8=-68 Concentrated Loads (lb) Vert 15-50 13-50 Job Truss Truss Type uty Fly MAGNOLIA 2A A04 CAL HIP 1 ------------- - --JobReference(optional) I 3coth-- 13-3.0 7-2-13 13-04 13.71110-10-10 21-3-0 25-7-7 • 29-78 334.0 • 35-94 41-S-S • 49-0-0 7-2-13 0.71! 3-24 4-44 444 ' 4-0-2 34-8 • 2-8-4 ' 5-9-1 • 74-Il 00-5 Scale = 1:82.4 6*10 MTISHS= 2*4 II 2*4 Il 3*8 = 5*6 = 5*8 = 37 8 M 18 16 14 13 35 12 38 30 19 31 32 17 33 418 2*411 4*8 = 5*8 = 6*8 = 3*6 = 6*8 = 2*4 II US= = 3*10 M118HS I 39-10.0 29-7-8 i 3340 3544 - 43-84 49-0.0 4-10-10 8-1-10 g7-_ -2 8.4.8 34.8 24.404112 7-104 9-3-10 ' 4-10-10 1304 21 Plate Offsets (X,Y)-. (1:0-0.0,0-1-11, (2:0.0-15,0-1.8J, (3:0-3-0,0-241, (4:0-2.12,0-1-8J, (6:0-3.0,0-2-4J, (10:O.0-15,0-2-0J, 113:0-2-8,0-2-81, (15:0-2-0,0-1-8j, [16:0-1-8,0-2-0], 118:0-24 .0-2-01 LOADING(psf) SPACING- 2-0.0 CSI. OEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.45 18-19 3951 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.18 18-19 '361 180 MT18HS 2201195 SCLI. 0.0 Rep Stress ma' NO W8 0.89 Horz(CT) 0.20 13 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Weight 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&3b' G Except* TOP CHORD Structural wood sheathing directly applied or 2-4-4 cc pudins, except 12,T3: 2X4 OF No.2 G 0-0-Coo purlins (2-10-5 max.): 3-7,7-8. Except SOT CHORD 2X4 OF No2 G Exoepr 2-10-0 cc bracing: 3-7 81: 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-3-2 cc bracing. WEBS 2X4 OF StudfStd G Except' WEBS 1 Row at midpt 6-15,8-13 W7: 2X4 OF No2 G WEDGE MiTeli recommends that Stabilizers and required cross bracing be Left 2*4 OF Stud/Sid installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsize) 1=1741/0-3.8 (mm. 0-1-14), 11403/0-3-8 (mm. 0-1-8), 13=436016-3-8 (req. 0-4-10) Max Koiz 159(LC 8) Max Uplift1-166(LC 4), 11.632(LC 19), 13-353(LC 4) Max Gravl1751(LC 19), 11147(LC 8), 13=4360(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-26=-4787I433, 2-26=-4775/456,2-27=-4099/497,3-27=-4041/514, 3-28=-3873I504, 4-28-3889/505, 4-29=-36841528, 5-29=-3634/528, 5-54-3684/528, 6-7=434/153, 8-9-2921372,9-104-31813401, 10-11=-431/2364.7-37=719/193.8-37=-o-74/2`00 EDT CHORD 1-304463/4521, 19,N)=-46314521,19-31=-%9/4493,18-31=459/4493.18-32=-55514151. 17-32---56514151, I6-17=-56514151, 16-33=-37512375, 15-33=47512375, 15-354-1264/130, 14-34=-12841130, 13-14=-1284/130, 13-35=-2490/349, 12-35=-24901349.12-36-22291421.11-36--22291421 WEBS 2-19=-7I405, 2-18=-663197, 3-154-32/711, 4-18=-4341l37, 4-16=439/93, 6-16=-160/1764, 6-15=-2516/363, 8-15=-41813150, 8-13=4001/462, 10-13=-1140/129, 10-124/654, 7-15=63511165,11-13=402f75. 6-104-587/146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd47mph; TCOL46.0ps1 BCOLS.opsf; h20ft; Cat. Ii; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLI.60 plate grip DOLI.60 Provide adequate drainage to prevent water pending. All plates are Mr20 plates 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 20.0ps1 on the bottom chord in all areas where a rectangle 3.6.0 tall by 244 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 13 greeter than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. Ii) Girder carries tie-in spans of 4.0.0 from front girder and 4.0-0 from back girder. does not depict the size or the orientation of the purlin along the top and/or bottom chord. 3.50 ii 5x8 HI ~ 11 I., I . wu mm: 6240 $ 6 2018 FruIt: 82408 DeC 62018 MiTeic IfidusSleS. Inc. Thu Oct 3 12:39:00 2019 P898 2 lD2Fl3c9vtothEMVP7?S5SJz7f4q-ZThZWERuuVUOAiFC3NMbsF?vAalal)vvbLzLyX5Mf NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 54 lb up at 134.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. I 14) 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 (ptf) Vert: 1-26=-68,26-27=-70,3-27=-68.3-28=-68.7-29=136( B48), 8-11-70, 2023-20, 7-37=-136(B.68). 8-37--68 I Concentrated Loads (lb) Veit 254-204 Trapezoidal Loads (pit) Vert: 28-102-to.254-136 I I. U I. I I I I I I I' OfES CIVIL S,0 1 0 0O2 V-01 Job Truss Truss type Uty Ply MAGNOLIA 2A A04 CAl. HIP 1 - Dec - JobReferenoe(oplional) 3.50111 5x8 5x6 If 2x4 II 3x8 2x4 II 4x6 SX6 9 10 Job Truss truss Type Qiy Ply MAGNOLIA ZA A05 CAL HIP I I —Job Reference (optional) Run: 0.L4U a uec 0 zwo print: 8.240 S uec 0 2016 Muck InOusbies, Inc. Illu Oct 312:39:002019 Pace I 4 2-13 13. ID:ZFl3C9VxXbrEMVfP7?S5SJZ7f4q-ZThZWERUUVUoAiFC3NMbSF?yMz3dQf2z,vbLZLyX5Mf 7- , 0 I5-7-IiI6-to-10 21-3-0 25-7-7 • 29-7-4 • 33-00 • 3544 41.5.5 49-0-0 7-2-13 5-9-1 2-7-1 1-2-IS 4-4-6 444 4-0-2 34-8 2-84 5.9.1 l 74-il Scale a 1:82.5 35 20 38 19 37 18 17 38 16 15 39 14 40 13 41 4x8 = 4x8 = = 388 = 5x8 = II 4x8 = 4x6= 2x411 4x8 35-10-0 4-10-10 13-04 21-3.0 29-74 -0.0 3544 , 43-84 33 49-0-0 4-1010 5.1.111 I • Plate Offsets (X.Y)— :0-0-0,0-I-lI, (3:0-2-8,0-2.81JLQ QJ,l14:0-2-8.0-2-" 116:0:20,0241, 117:0-1-12,0-1-81,119:0-24,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.77 Vert(LL) -0.31 19-20 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.03 19-20 '416 180 BCLL 0.0 Rep Stress lncr NO WB 0.87 Hoiz(CT) 0.15 14 Na n/a BCOL 10.0 Code lBC20151TP12014 Matsix-MSH Weight: 226 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G *Excepr TOP CHORD Structural wood sheathing directly applied or 241-0 oc puilins, except 14: 2X4 OF No.1&8tr G 040 oc purtins (3-94 max.): 3-8, 8-9. Except: 801 CHORD 2X4 OF No.2 G 3-941 oc bracing: 3-8 WEBS 2X4 OF StudlStd G BOT CHORD Rigid ceiling directly applied or 4.-S-7 oc bracing. WEBS 1 Row at mldpt 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 1=1360/0-3-8 (mm. 0-1-8), 12=-121/0-3-8 (mm. 0-1-8), 14=3194/0.3-8 (mm. 0-3-7) Max Hotz174(LC 12) Max Upliftl-71(LC 8), 12-350(LC 23), 14=-47(LC 8) Max Grav11369(LC 23), 12167(LC 45), 14=3194(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-3811/272, 27.-28=4600/281, 2-28=-35371292, 2-29=-2823/418, 29-30=-27701427, 3-30=-2723/432, 3-31=-26601507, 5-31=-2664/507, 5-32=-2235/309, 6-32=-2235/309, 6-7=-2235/309, 9-10=-11912411,10-33--146r2442,11-33--160/2340,11-34=21611486, 12-34=-226/1448, 8-9=-2731117 801 CHORD 1-35=-310/3395, 20-35=.31013395, 20-36--39313312,19-36=-39313312,19-37=39112639, 18-37=-39112639.17-18--39112639.17-38=11511310, 16-38=-115/1310, 16-39=10001119,15-39=10001119,14-16=-1000/119. 1440=-16201156, 13-40-16201156,13-41=-13901229,12-41=-13901229 WEBS 2-20=01476, 2-19=-705/108, 3-1941439, 5-17=-5541232, 7-17=-13711251, 7-16=-1601/209, 9-16=-151/1931, 9-14=-26851193, 11-14-1084/114, 11-13=0/620. 8-16=299181,10-14-307177,6-17=299/68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=almph; TCDL=6.Opsf, BCDL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C, Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 15-7-11, Exterior(2) 1344 to 17-3-2, Interior(l) 17-3-2 to 33-0-0, Exterior(2) 33-0-0 to 37-2-15, Interior(l) 37-2-15 to 49-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. 41 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 This buss 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 between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I I 12 ijob ruuss T Type Iruss IMAGNOUA2A ' A05 I lJob 1CALHIP i Reference Loptional) iuj,rum , rusr,uw LI.. .-sms, M, s,u ruri; ssu s UVE o LU10 rrirn O.LSU ULMG S LUJO 55155 urwusuis, inc. flu v ., ILUU1 LU IS rss ID2FI3c9vXxbrEMVfP7?S5SJz7(4q-1fFxjaSWipctnsqOd4tqPTX76MPs96l64ZLu6nyX5Me LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrCase1.25, Plate lncrease1.25 Uniform Loads (plf) Vert 1-27-88 27-29-70,3-29=48,3-4=48, 3-31-28, A41=.68,9-12--70,21-24=-20,8-9=-68 I- I Job Truss I russ lype uty Ply MAGNOLIA 2A A08 CAL HIP 1 - - - - - Job Reference (optional) IdTB LI..,, rI115, I..M. VAafu Nun: 5.45 a usc a xu,e nm: 9.240 S uec a 201S Mifex Incusmes, Inc. Thu Oct 3 12:3901 2019 Pace 1 ID:ZFl3c9vibiEMVP7?S5SJz7t4q-1fFx1aSWdsqOd4tqPTX59MQn94s64ZLu6nyXMe 11-8.0 31-11-12 6.1-1 11-23 17.0-4 17-111 21-8-3 27-3-13 31-4-0 31.4-5 35-8-4 • 40-2.4 49.0.0 6-1-1 5-1-2 5-10-1 oLin 4-0-3 5-7-10 ' 4.0-3 0.6-5 3-8-6 • 44-0 8-9-12 0-0-5 8-7 Scale = 1:82.4 5x8 zz - 4x6 4x6 In 10 0 33 18 34 17 18 35 15 38 14 1337 12 35 11 39 4*8 = 3*8 = 4*8 = 4*6 = 4*6 = 6*8 = 4*8 =20 II 4 = 3116 = 8-7-5 • 17-0-4 , 244-0 . 31-11.12 • 35-8.4 41-11-14 49-0-0 8-7-5 • 6-4-15 7.5.12 7.5.12 4.R.R 5.1.lfl 741.7 Plate Offsets (X,Y)— 00".0-11-11, 14:0-2-4.0-2481. 16:0-3-0.0-1421. (8:0.3.0,0-1-121. (14:0-1-12.0-2-41.I15:0-3-0,0-1-121, 117:0-1-8.0-2-fl) - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.95 Vert(LL) .0.41 17-18 '999 240 M120 2201195 TCOL 14.0 LumberOOL 1.25 BC 0.87 Vert(CT) -1.04 17-18 '413 180 SCU. 0.0 Rep Stress lncr NO WS 0.95 Hos7(CT) 0.17 12 n/a n/a BCDL 10.0 Code 15C2015/TP12014 Mathx-MSH Weight 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G Excepr TOP CHORD Structural wood sheathing directly applied or 2-7-9 cc puttins, except 0-0-0 oc pullins (34-2 max.): 4-7. Except 12: 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G Except 34-0 oc bracing: 4-7 Bi: 2X4 OF No.1&BtrG SOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. WEBS 2X4 OF Stud/Std G Except" WEBS 1 Row at mldpt 6-14 I MiTeic recommends that Stabilizers and required cross bracing be WEDGE W`7- 2X4 OF No.2 G Left: 2x4 OF StudlStd -G I installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 1=160310-3-8 (mm. 0.1.11). 10=-610-3-8 (mint. 04-8). 12=354410-3-8 (req. 0-3.12) Max Horz158(LC 12) Max Uplift1-111(LC 4), 104-256(LC 19), 12-214(LC 5) Max Grav11603(LC 1), 16=189(LC 31), 123544(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-43701345, 2-25=4358!381,2-26=4044/309, 3-26-3911141319.3. 4=-30081327, 4-27=-28251325, 27-28=-28311325, 5-28=-28371324, 5-29=-2104/268, 6-29=-21041268, 8-5=-120/2064. 9-1-214I1382 SOT CHORD 1-33=-35514125, 18-33=-35514125, 18-34=-31513607, 17-34=-31513507, 16-17=-25312600, 16-35=-253/2600, 15-35=-253/2500, 15-36=-18211526, 14-36=-16211526, 13-14=-19551170. 13-37=-19651170, 12-31=-1955/170, 12-38=-14121165, 11-38=-14121165,11-39=-12641216.10-39=-12641216 WEBS 2-18=-336199, 3-16=0/555, 3-17=-903/94, 4-17=0(404,5-17=8/370, 5-15=-10171158, 6-15=-53/1186, 6-14=-2210/244, 7-14=454/72, 8-14=-247!2983, 8-12-2945!248, 9-12=-102711112,9-11=01S34 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0psf, 8COL=6.0psf h2011 Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and sight exposed; Lumber OOL1.60 plate grip DOLI.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 This buss has been designed for a live load of 20.0p51 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. WARNING: Required bearing size at joint(s) 12 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI This buss has been designed for a moving concentrated load of 250.0111b live located at all mid panels and at all panel points along Bottom Chord, nonconcwrent with any other live loads. Girder carries tie-in spans of 4-0.0 from front girder and 2-0-0 from back girder. Graphical pudin representation does not depict the size or the orientation of the pullin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 Its down and 36 Its up at Con and 36 Its up at 17-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of rUSS lTrussTYPe (Uty. rMAGNOLIA 2A IA06 CAL HIP I I I Job Reference (optional) I r4 pZ1ne NOTES- 13) 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) Stañdàrd 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 1-2568, 25-267O, 4-26-68, 4-28-102, 28-30-102(B-34), 7-30-102, 7-32=48,10-32i:-70,19-22:z-20 Concentrated Loads (lb) Veit: 27-136 31-136 Job Truss Truss Type Qty Ply MAGN0UA2A A01 HIP l -Reference I 1 I - - - - - Job I nirrame LU... I3I113, I. VADru KIm: 82403 Dec 82018 pitnl: 8.2403 Dec 62018 MiTek lndu3lfles, Inc. Thu Oct 3 1239:02 2019 Pane I ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-VrpJxwS8Q7kkP0PbBoO3yg4HamlWuXxGlD4SeEyX5Md 19-8-C 29-11-12 6-3-8 12-10-12 19-0.4 lSrlill 24-6-0 • 29.4-0 29vi-5 35-8.4 • 40-2-5 • 49-0-0 6.3-6 6-7-4 6-1-8 9-7-'? 4-100 4-10-0 0-6-5 5-8-8 4-6-1 8-9-11 0.0.5 0-14 Scale = 1:83.8 3.50 ru 538 3 5x8 38 = 26 all Q4 29 17 30 18 15 31 32 33 34 14 35 13 38 12 4x6= 3x8= 2x4l 438= 5310= 5x8 4x8= 37 9-4-8 19-0-4 29-11-12 • 3541-4 41-11-15 • 49-0-0 9-4-8 9-7-12 10-11-8 • 548-8 6-3-11 • 741-1 Plate Offsets pçY)— 9:040.0-14I.I8.-0-30.0-1-81,(110-'0.0-1-1I.(15:04-8.0-2-41.t16:0-5.00-3-41 - - - - - - LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (!oc) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 Ic 0.85 Vert(LL) -060 15-16 '715 240 MT20 220/195 TCDL 14.0 Lumber 001 125 Sc 0.90 Vert(CT) -1.28 15-16 '334 180 BCLL 0.0 Rep Stress; Inor NO WS 0.97 Horz(CT) 0.16 13 i'Ja n/a OCOL 10.0 Code lBC201517P12014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G Excepr TOP CHORD Structural wood sheathing directly applied or 2-6-10 oc puilins, except TI: 2X4 OF Noi&Str C 044oc purllns (4-1-5 max.): 5-7. Except 801 CHORD 2X4 OF No.183tr G 'Except, 4-1-0 cc bracing: 5-7 63:2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 3-9-1 cc bracing. WEBS 2X4OFStudIStdG WEBS I Raw atmidpt 6-15 WEDGE Let 2x4 OF Stu4IStd MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide: REACTIONS. (lblsize) 11=1581044 (mm. 0-1-8), 13=282810-3-8 (mm. 044), 1=1441/0-3-8 (mm. 0-1-10) Max Horzl=$5(LC 27) Max Uplift11-527(LC 30). 13=-322(LC 22), 1=.820(LC 19) Max Grav11=578(LC 35), 13=2828(LC 1). 1=1542(LC 40) FORCES. (lb) - Max. CompJMaL Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-24=-4452/25$1,2-24=-438412S20.2-25=-W7911930.3-25=-343S/1711,3-4F-3311/1393. 4-5-248711430, 5-26=-2016/803, 6-26=-2024/568, 6-27=-8541687, 7-21=-5601185, 723=.588/347, 8-28=3981649, 8-9=-43W1486, 9-10-712/1480, 10-11-I 538/1729 BOT CHORD 1-29=-253114269, 17-29=-2531/4269, 17-30=-2622/4013, 16-30=-262214013, 16-31=-2801/3540, 31-32=-201312812, 32-33=-I 519/2258,33-344-149712161. 15-34=-957/1697, 14-15=-14011164, 14-35=-2037/1604, 13-35=-2313/1604, 13-35=-183811531, 12-36=-1838/1531, 12-37=-1695/1555, 1147=-1695/1555 WEBS 2-17=498/241, 4-17=-58/878. 4-18=-10111177, 5-18=-164/396, 6-164-327/756, 6-15=-1406/426, 8-15=418/2394. 8-13=-2255/394, 10-13=-959/166, 10-12=0/522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCOL5.0psf BCDL=5.0psf h20ft Cat. II; Exp B; Enclosed; MWPRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and light exposed; Lumber DOL=1.60 plate gap DOLC1.60 Provide adequate drainage to prevent water ponding. 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 20.0p5f 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 BCOL = 10.Opsf. A plate rating reduction of 20% has been applied for the green lumber members. ___J.. .2M. IL eA4C 1..•.. .4t..I fl..IA_._ I_.J... ._..S_._ 6SflC 4 .._.J ...6.....__.4 .&.._A_..A nn,e,flS, 4 Job Truss Type N' I I MAGNOLIA 2A I A07 CAL HIP i 1IJob 1 I Reference (optional) I LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber lnease1.25, Plate lncrease1.25 Uniform Loads (plf) Vert: 1-24-68, 24-25-70, 5-25-68, 5-78, 7-28=46,11-28=70,18-21=-20 Concentrated Loads (lb) Vert: 26-34 27-34 Job Truss Truss Type Qty Ply MAGNOUA 2A ASS MONO TRUSS 1 Job Reference (optional) Lalnan,a .tusrims u.t.. I-ems, LWL W.3IU ,wn: 524U S USC S xuis I-nm: 5.145 a usc e 1515 MileS IflOUSU1S5, IflC. mu uci J 11 :511515 I-SS 1 I0:2Fl3c9vxjibrEMVfP7?S5SJz7f4q-VrpJxwS8Q7kkP0PbBo03yg4Kzmm1uZ9GlD4SeEyX5Md 8-3-3 14-94 8-3-3 6-6-5 20 II Scale = 1:27.8 34 4x4 = 4x6 = 6-2-15 • 14-9-8 Plate Offsets (X.Y)— 11:Edge.0-2-01. 12:0-0-5.0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (Icc) Well L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 IC 0.70 Vert(LL) -0.44 6-7 '399 240 MT20 2201195 ICOL 14.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.74 6-7 '234 180 BCU. 0.0 • Rep Stress Incr NO WB 0.89 Horz(CT) 0.03 6 nla n/a BCDL 10.0 Code 18C201511P12014 Matrix-MSH Weight: 59 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc pudins. SOT CHORD Rigid ceiling directly applied or 9-14 cc bracing. MiTek recommends that Stabilizers and required cross bracIng be Installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=54710-3-8 (mm. 0-1-8), 54870/Mechanical Max Horz1119(LC 8) Max Uplift1-8(LC 8), 54.46(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11---1311/0,11-12=-1299/0.2-12=-123010 901 CHORD 1-15=-42/1188. 7-15=4211188, 7-16=-ill/lOiS, 6.16=-117/1015 WEBS 27=01550. 2-54-1100/126 NOTES- Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL=6.0ps1; BCDLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3.0-0, Inteiior(1) 3-0-0 to 14-9-8 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 00L1.60 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 tell 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed tsr a moving concentrated load of 250.olb live lOcated at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. , LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate 1ncrease1.25 Unifoon Loads (p11) Vert: 1141=46,111-13-70,443-66. 6-8-20 I I LUMBER- TOP CHORD 2X4 OF N0.2 G 901 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G Job 11US$ truss type Uty Ply MAGNOLIA 2A ADS MONO CAL HIP 1 Job Reference (optional) raeona mm-lame u.u., r'ems, u, va,u plan: 524U S USC S WIN mnm: 5245$ USC S mis Miles lnausmss, Inc. mu UCI 4 ix:35:uj uia V595 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-z2Ni8GTmBQsb1AnlVvlUudW4A8Fd3EPXtq?AgyX5Mc 13-10.0 7-5-1 13-2-4 • 0-1-7 t3-9-11 14-9-8 I 7-5-1 5-9-3 0-11-8 0.0-5 Scale = 1:27.1 3x4 = 456 2x4 II 5-1-7 • 13-2-4 • 14-9.8 cl..7 R.II1n Plate Offsets MY)- [1:0-0-0.0-1-1L12:O-0-1.O-1-121. [6:0-2-8.0-2-81 LOAOING(pst) SPACING- 2-0-0 CSI. DEFL. in (bc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.55 Vert(LL) -026 6-7 '673 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.74 Veit(CT) -0.46 6-7 >366 180 BCLL 0.0 Rep Stress mci NO WB 0.65 Horz(CT) 0.05 5 Wa We BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except SOT CHORD 2X4 OF No.20 end verticals, and 0-0-0 oc purlins (6-0-0 max.): 34. WEBS 2X4 OF StuWStd G SOT CHORD Rigid ceiling directly applied or 44-9 oc bracing. MfleIc recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib1size) 186510-34 (min. 0-1-8),5=83710-U (rein. 0-1-8) Max Horz1=132(LC 26) Max Uplift1.619(LC 19), 5-173(LC 20) Max Grav1957(LC 40), 5837(LC 1) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except When shown. TOP CHORD 1-1 1=-259511787, 2-11=-250411701. 2-12=-121611001, 3.12=-9161713, 3-13-3521211. 13-14=-307159.4-14--311161, 44=-9361116 BOT CHORD 1-15=-176912493, 7-15=-176912493. 7-16-191812413, 16.17=-191812027, 6.17=-115711844, 6-18=-3991390 WEBS 2-7-2/546, 24=-9281259, 44=-721871 NOTES- Unbalanced roof live loads have been considered fbi this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd'67mph; TCDL6.0psf BCDL6.opsf; h20ft; Cat. II; Bip B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--1.60 plate grip 00L1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6411 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. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2000 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 6-9.8 to 14-9-8 for 250.0 pit. Girder conies tie-in spans of 4-0-0 from front girder and 24.0 from back girder. Graphical pu,lln representation does not depict the size or the orientation of the purlin along the top an bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at 13-IC on top chord. The designlselection 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 Increase1.25 Continued on page 2 truss Truss Type Uty Ply IL Job lAss MONO CAL HIP 1 1 - - - Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (pit) Veit: 1-11-68, 11-12-70, 3-12-68, 3.14-1O2, 4-14-136(B.34). 5,8-20 Concentrated Loads (lb) Vert: 13-136 Ijob TIuss J A10 iTruss Type '" Fly MAGNOLIA2A I lJob 1MONOCAt.HIP Reference (optional) Runaa.Aquz uc D uio rnnl: i,cvailowulexingu5mesonc. i flu uci 1:u;U4 su1u man 1 lD2Fl3cibEMVfPT?S5SJz7f4q-REx4McUOk_SeJZzIDQX159deaTbMa5ZmXZZi6yX5Mb 4-9-13 . 9-4-4 . 11-11-11 14.9-8 4-9.13 4-6-7 2-7-7 2-9-13 Scale = 1:24.9 4x6 = 2x411 I 9-4-4 • 14-9.8 c.a Plate Offsets (XV)— 16:0-2-0.0-0-81.17:0-2-12.0-2-01 LOAOING(psf) SPACING. 2-0-0 CSI. DEPL in (Ice) Udell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.82 Vert(LL) -0.33 7-10 '532 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 080 Vert(CT) -062 7-10 '286 180 ECU. 0.0 • Rep Stress lncr NO WE 0.42 Ptorz(CT) 0.03 6 We nla 3C01. 10.0 Code 13C20151TP12014 Matrix-MSH Weight: 65 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 G 801 CHORD 2X4 OF No.20 WEBS 2X4 OF StudlStd 0 REACTIONS. (lb/size) 1=67510-3-8 (min.. 0-1-6), 5=703/044 (mm. 0-1-8) Max Ko,z1100(LC 9) Max lipliftl-281LC 8), 5=-57(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-90c pudins. except end verticals, and 0.0-0 oc puffins (5-11-1 max.): 3-S. 8OT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. Mffek recommends that Stabilizers and required aces bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-15011160, 11-12=-1461!161, 2-12=-1450/173, 2-13=-10161230, 13-14=-931/234, 3-14=-9221235, 3-15=940/324, 15-16=-9401324, 16-17=-9411324. 5-17-944/323, 5-6=665/217 301 CHORD 1-18=-1991`1403.7-18=-19811403 - WEBS 2-7=484/98, 3-7=181a59,54=40811030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=liOmph (3-second gust) Vasd-87mph; TCDL60psf, 8CDL6.0pst h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extènor(2) 0-0-0 to 3.0-0. lntedor(1) 34)-0 to 11-11-11. Exteriór(2) 944 to 13-7-3d Interior(l) 13-7-3 to 14-7-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.E0 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psI bottom chord live load nonconcunent with any other live loads. This truss has been designed for alive 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lnorease=1.25 Uniform Loads (pIt) Vat 1-11=.68, 11-14=-70,3-14=-68,34--48,3-16--28, 5-15=48, 6-84.20 1JOb lruss Truss Type uty ply I MAGNOLIA 2A All I MONO CAL HIP I Lob Reference (Optional) I aiiignue i,uar,ame wi., rams, u#. 5ZIU Nun: azqu s uec b aria rnre: 524U S uec a aria iwiex mousines. Inc. mu F.= a 1:9au4 ua rage i ID:ZFI3c9vrocbrEMVlP7?S5SJz7f4q-REx4McUOyk_SeJZzIDQX159fTaTUMawZmXZZi6yX5Mb 10-0-0 4-9-13 8.4-4 9-11-11 14-9-8 4-9-13 4-6-7 0-7-7 4-9-8 0-0-5 Scale = 125.0 456 454 = ij lCS 4x8 = 2x4lI 944 14-9-8 I ç,ç4 Plate Offsets (XV)— (4:0-1-8,0-1-121.15:0-2-0.0-0-41.16:0-2-8.0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Vert(LL) -0.33 6-9 'S27 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 Sc 0.80 Vert(CT) -0.61 6-9 3,287 180 ECU. 0.0 Rep Stress Incr NO WB 0.43 Hosz(CT) 0.03 5 n/a n/a BCOL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 62 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc puitins. except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc purlins (4-10-7 max.): 3-4. Except WEBS 2X4 OF Stud/Std G 4-10-0 Os bracing: 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. REACTIONS. (lb(size) 169510-34 (mm. 0-1-8),5=85110-3-8 (mm. (14-8) Max Ho,zl8l(LC 7) Max Upliftl-37(LC 4), 5=.85(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1587/148, 2-3=-1072181, 3-10=-982/89, 10-11=-987189, 4-11-993/89, 4-5=-811/103 SOT CHORD 1-12=-141/I487, 6-12=-14111487 WEBS 2-6-524/109.4-6-63f`1057 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=8.opsf; BCDL=6.opsf; h20ft; Cat. II; Exp B; 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 psi bottom chord live load nonconcurrent with any other live loads. This buss 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 200/a has been applied for the green lumber members. This truss Is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 444 from back girder. Graphical purlin representation does not depict the size or the orientation of the purlmn along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at 10-0-0 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 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreaseal.25 Uniform Loads (Pbf) Vert 1-3-68, 3-10-68, 5-7=-20 Concentrated Loads (lb) Vert: 10402 Continued on page 2 JoD irniss iTruss lype JY ly I I MAGNOLIAZA All CAL HIP r IJob 1M0N0 I Reference (optional) I iD:ZFl39brEMVflS5SJz7f4q-REx4McUOykSeJZzlDQX159fTaTUMawZmXZ.Zi5y)Mb LOAD CASE(S) Standard Trapezoidal Loads (pIt) Vert- 10=-68-to-11=1-102, 11I36(B.34)-to.4.102(B.34) 4x6 = 20 II 5x6 4x5 = 300MT18HS= Job Truss Truss Type Qly Ply MAGNOUA 2A JA12 MONO C&HIP I 1 J Job Reference (optional) aua ,rus,-rame u., reins. i, 5iU plug: d.L4U a uec a luiu rnm L440 a uec a aug eiuiex Inau51ne5, IflC. mu uci : 1L;ja:us uia rage i lD:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-w0VSZyV0j26JGT8AswymZJio3.pA5vTiBJ6FZyX5Ma ao 7-0.13 7-11-11 , 11-0-0 • 14-94 7.0-13 0-10-14 • 34.0 3-9-8 00-5 Scale: 125.1 7-0-13 14-9-8 I MAI 7.541 Plate Offsets (X.Y)- I2:0-2-8.0-2-81. 13:0-2-0.0-2-01 LOAOING(psf) SPACING- 2-0.0 CSI. DEFL in (bc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOt. 1.25 IC 0.77 Vert(LL) -0.29 54 p602 240 MT2O 2201195 TCDL 14.0 Lumber DOL. 125 BC 0.71 Veit(CT) -0.69 5-6 '254 180 MT18lIS 2201195 BCLL 0.0 Rep Stress mci NO WS 0.92 Mozz(CT) 0.08 5 na nla BCOL 10.0 Code 18C20151TP12014 Matrix-MSH Weight 64 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.20 Excepr I T2: 2X6 OF No.2 G SOT CHORD 2X4 OF No.1&Btr G WEBS 2X4 OF StizdlStd 0 REACTIONS. ((b/size) 1=135210-3.8 (mm. 0-1.8), 6=1110I0-3-8 (mm. 0-144) Max Horz 1=84(LC 1) Max Uplift1-32(LC 4), 6=-146(LC 4) BRACING- TOP CHORD Structural wood sheathing directly applied or 24-2 cc puifus, except end verticals, and 04-0 oc pud,ns (3-7-13 max.): 2-4. Except 3-8-ooc bracing: 2-4 801 CHORD Rigid ceiling directly applied or 1044cc bracing. MiTeic recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompfMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-332B220, 2-10=-31081219, 1O-11=-31311223, 3-11=-31421221 SOT CHORD 11218El3104. 6-12=.186/3104, 6-13=-289/2401, 1314a289/2401, 14-16=-28912401. 15-16=-259/2401, 5-16=-28912401 WEBS 3.6=0/885, 3-5=-2701/375 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuttllomph (3-second gust) Vasd87mph; TCOLS.0psf BCDL8.0psf M20ft Cat. II; Esq 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOLei1.63 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwth any other live loads. This buss has been designed for a live load o1 20.0p51 on the bottom chord in all areas where a rectangle 3-64 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 844 end setback and tie-in span of 2-0-0 from subgirder. Graphical purlin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 805 lb down and 180 lb up at 84-0 on top chord. The designlselection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lnereasel.25 Uniform Loads (ptt) o Vest: 12.68, 2-6=-165, 5.7=-49(F=-29) Continued on page 2 1- I Job truss Truss Type MONO CAL Hip Uty Ply MAGNOLIA 2A AI2 I I l I - - JobReference(optjonal) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10480 I I I 1.0 I' Job Truss Truss Type Ply MAGNOLIA 2A 801 GABLE I C4 I Job Reference (optional) .dllIamJa I iusrirne U.%.. rem, UP.. sxiu NUn: 540 S USC 020Th prim: 824U S USC 0 2015 MITSP{ Incusales, Inc. IflU 00 512:45:00 2015 Mae 1 102 l3c9vobrE(MP7?S5SJz7f4q-Od3qmlVeULEAudjMQeT?6WFzSNA1qMCsDq2lfl?yX5MZ 7-6.0 7,9-5 14-9-4 , 21-2-12 28-2-11 28..0 38-0-0 7-6-0 0-35 6-11-15 • 6-5-8 6-11-15 0-3-5 7-6-0 Scale z 1:57.4 8x8 II 453 = 8x8= 3x6 II 6x12 = 1202 = 3r8 II 400 = 7-9-5 14-9-4 • 21-2-12 28-241 38-0.0 7-9-5 8-11-15 6.5-8 6-11.15 ' 7-9.5 Plate Offsets (X,))— 120-2-0.0-2-4)), [60-24.0-2-81. 170-3-7,04M], 18:0-4-120-1-8!. 190-4-0.0-6-OL 111:0-0-0,0-2-0I, 1120-3-I2,0-1-81 L,OAOING(pst) SPACING. 24-0 CSL OEFL in (Icc) I/deS Ud PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 0.80 Veit(LL) -018 8-9 1999 240 MT2O 220/195 TCOL 14.0 Lumber 001. 125 BC 0.73 Vert(CT) -0.57 8-9 2,447 180 BCLL 0.0 Rep Stress mci NO WS 0.89 Hoa(CT) 0.05 7 n/a We BCOI. 10.0 Code IBC2015lTPl2014 Matrix-MSH Weight: 262 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc pullins. 801 CHORD 2x8 OF No.2 G Except' SOT CHORD Rigid ceiling directly applied or 644cc bracing. 82:2x8DFSSG WEBS l Raw atmidpt 4-11.2-11 WEBS 2X4 OF Stud/SW G Excepr 2 Rows at 113 pts 6-9 W6: 2X4 OF No.2 G, W3,WS.W7: 2X6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF Stud/SW G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsize) 1g258/05.8 (min. 0-1-8), 718$5/0-3-8 (mm. 0-2-1), 11716310-$-8 (req. 0-7-10) Max Hoiz 183(LC 36) Max Upliftl-211(LC 27), 7-233(LC 30), 11-388(LC 20) Max Grav1441(LC 54), 7=1920(LC 44), 117163(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-2-872W4,2-3-461110M, 3.4=435/3242, 4-5=-19031260, 5-6=-19191456, 6-7-5464I874 SOT CHORD 1-40=-481/555, 141=77618563,1241=4801505, 12424811607. 42-43=4811769, 1143=4811769, 10-11=-9941718, 9-10=-994!718, c—"=-8695190,644--469151190, 845=48915190, 7-45=-869/5190, 7-4$=-40212731 WEBS 4-9=-25414298, 5-9=422/112, 6-9=-35991273, 6-8=0/1163,4-11=4852/294, 3-11=442/112, 2-11=-29141232, 2-12=0/941 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOniph (3-second gust) Vasd87mph; TCOL8.0psf BCOL4.0p51 h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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 (ace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI I. Gable studs spaced at 1.4-0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 11 greeter than input bearing size. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIIT - This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points a Bottom Chord, nonconcwrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber OOL=(1.33) Plate grip OOL(1.33) Connect truss to re-, loads along bottom chord from 0-0-0 to 9-7-0 (Cr 146.1 pIt. Girder carries hip end with 7-6-0 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 604 lb down and 135 lb uj and 604 lb down and 135 lb up at 7-6.0 on top chord. The design/selection of such connection device(s) is the responsibility In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). Continued on page 2 LOAD CASE(S) Standard Job SS TrUSS Type 1 I MAGPIOUA2A ' IS: GABLE I Job Reference (optional) I flW1.O*LN4I 11 IJCC C mId mill; Q.t'IU 11 Ufl C £11113 11111CR IflUU5WI Inc. IOU 'JCI .1 IL.JW.UC LU IC 'd L lD2Fl3c9vobsEMVfP7?S5SJz714q-0d3qmlVeULEAudjMQeT?6WFzSNA1qMCsDq2I?y)MZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnciease=1.25. Plate Inciease=1.25 Uniform Loads (pit) Vest: 1.4-68, 4.768, 123445(F25), 11-12165(F=.145). 8.11-298(F276). 8-37-45(F-25) Concentrated Loads (lb) Vest: 6-510(F) 2-510(F) Job Truss Truss Type MAGNOUA 2A 602 COMMON JUW6 Fy Job Reference (optional) 1-9-8 . 5-7-0 , 9-5-12 • 14-9-4 , 18-0-0 23-7-11 . 29-7-14 36-0-0 1-9-8 3-9-8 3-10-12 • 5-3-8 • 3-2-12 ' 5-7-11 6-0.3 64-2 Scale = 1:59.4 8x10 MT1BHS= 3.50 1i4x4 = 2x411 5 4 2x4 II 8 7 10 "v 11 A 6•6 *5 14 12 2x411 454 = 6x8 = 3x8 = LOAOING(psf) TCLL 20.0 TCDL 14.0 ECU. 0.0 * BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Inor NO Code 13C2015!TP12014 CSI. IC 0.85 BC 083 WE 0.97 Mat,ix-MSH OEFL in (lao) I/deli L/d Veit(LL) -0.38 11-22 '677 240 Veit(CT) -0.70 14-15 '252 180 Horz(CT) 0.05 10 nla a/a PLATES GRIP MT20 220/195 MTI8HS 2201195 Weight: 169 lb FT = 200/a LUMBER- BRACING- TOP CHORD 2X4 OF No2 G TOP CHORD Structural wood sheathing directly applied or 44-12 cc purtins. SOT CHORD 2X4 OF No.2 G Except BOT CHORD Rigid ceding directly applied or 6-0-0cc bracing. 62: 2X6 OF No.2 C WEDS I Row at mldpt 6-13 WEBS 2X4 OF StUd!SLd G MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=44410-5-8 (nun. 0-1-8), 10=778/0-3-8 (mm. 0-1-8), 13=2046/0-5-8 (mm. 0-2-3) Installation guide. Max Ho,z163(LC 16) Max Upliftl-231LC 12), 10=-25(LC 13), 13.6(LC 8) Max Grav1528(LC 23), 10=787(LC 24), 13=2046(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-1044150.2-23=-980175,3-23=.962f86. 3-4=-4121185, 4-5=.2191276, 5-6=-74/2388, 6-7=-3912322, 8-9=-1313/33, 9-25=-1735/100, 10-25=-1787183 BOTCHORO I-26=-1071941, 15-26=-1071941, 15-27=-1071941. 14-27=-107!941, 14-25=-1771341, 13-28=-177/341, 13-29=-1351375, 12-29=-1351375, 12-30=0/839. 11-30=0/839, 11-31=-59/1666, 10-31=-59/1666 WEBS 3-14--679179. 4-14=0/521, 13-16=-1854128, 6-16=-393/84. 12-16=-5561198, 7-12=0/791, 8-1240051104, 8-110/696, 9-11=5401130,7-16-2747154,5-16r-23041124, 2-15=0/402 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.Opsf; BCDL=80psf; h2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3-0-0, Interior(l) 3-0-0 to 18-0-0, Exterior(2) 184-0 to 21-0-0, Interior(l) 21.0-0 to 36-0-0 zone; cantilever left and right exposed; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip 00L160 MI plates are MT20 plates unless otherwise indicated. This buss has been designed for a 10.0 pall bottom chord live load nonconcurrent with any other rive loads. This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2411-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This buss has been designed fore moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 9-7-8, an lb down and 4 lb up at 14-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncrease1.25 Continued on page 2 I, IJOb fTruss 2A 2 6MAGNOLIA ~TNWTT,-pe COMMON lJob I Reference (optional) iDZFi3c9,ocbrEMVfP7?S5SJz7f4q sCewHFfNovnIV...LEflIn7NnTjzn9?suoDJRyxV1Y LOAD CASE(S) Standard Unhfonn Loads (pit) Vert: 1-7-68,740-68. 172O=2O Concentrated Loads (lb) Veil: 14.50 13-50 I I I I I- job TrUSS Truss Type uty Ply MAGNOLIA 2P. 803 COMMON 1 Job Reference (optional) null. u&au a lJ1W U 4M10 nUll. 0.4W! lJfl C LUIC IVIJIn IflUU3Ulfl. lUll .Ja Ue ID2FI3c9vxithEMVfP7?S5SJz7MqspcC_eWHFfN0VnIYj, 11W_ElkjFXnWrZwS?SUoDJRyX4l&4CU(£1315 fl5M]Y 1-94 7-6.9 • 12-2-12 12-6,8 1.9-8 1 5-9-1 1 4-8-3 03-12 2x4 ii Scale: 112'1 45 2541! 6 454 = 455 4-f-4 1-9-8 I 2.9-12 - 7-7-S 0.3-12 I I Plate Offsets ((Y)— f1:Edqe.0-2.0I. 13:0-0-tO-2-01 LOAOING(pst) SPACING- 2-0-0 CSI. OEFL in (lac) Vdefl Lid PLATES GRIP TCU. 20.0 Plate Gap DOL 125 IC 0.33 Ve,t(LL) -035 7-8 '420 240 MT2O 2201195 TCOL 14.0 Lumber DOL 125 BC 0.70 Veit(CT) -0.60 7-8 2247 180 BCLL 0.0 I Rep Stress mci- YES WS 0.40 Horz(CT) 002 7 ala ala - BCDL. 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 51 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Sbsctural wood sheathing directly applied or S-7-15 cc puffins. 801 CHORD 2X4 OF No2 G SOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS 2X4 OF StudlStd G I MiTek recommends that Stabilizers and required oross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIsize) 1=53810-5-8 (mm. 0-1-8), 7566lMechanlcal I MaxHorz1101(LC8) Max Upliftl—€(LC 8), 7-39(LC 8) Max Grav1543(LC 23), 7566(LC 1) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-112210,2-13---113310,3.W-111210 I BOT CHORD 1-15=-2011068, 9-15--20l10E8. 9-16=-2011068, 8-16=-2011088, 8.17=1001709. 7-17=-100/709 WEBS 3-7=-7951112, 3-8401685, 2.9.261174 NOTES- 1)Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd407mph; TCDL40.0psf SCOL400psf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C, Exte,ior(2) 040 to 3-0-0, Interior(l) 3-0-0 to 1244 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOLZ1.60 plate grip 001.1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tail by 24-0 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 buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard I' I ~ I- Job Truss Tnos Type Qty Ply MAGNOLIA2A 804 1 COMMON -. - - - - - Job Reference (optional) •.. .. .••.. rUIn. U.'lV U Wou U LV 13 "M 0.4W U lJ3 U 41110 ivupeji UU5U1U3. Inc. 11111 U 3 1CJ3.UU 41113 rage 1 IO:ZFI3c9vothrEMVfP7?S5SJz7f4q-K?AbBzXv?zVi7xslX3VTBxXOGBs4lNM8h8xmityX5MX 1-9-8 7-6-9 12-2-12 12-60 1-9.8 5-9-1 4-6-3 0-3-12 2x4 II Scale: 1i21' 01400# 4 5 20 1-9.8 4-7-4 12-2-12 124-8 i-a-a 2-a-i, 7_7.R mtL-112 Plate Offsets (X.V)- 130-0-1.0-2-01 - - - - LOADING(psi) SPACING- 2.0-0 CS,. OEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 033 Vert(LL) -035 7.8 '420 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 SC 0.70 Veit(CT) -0.60 74 247 180 BCLL 0.0 Rep Stress lncr YES WS 040 Hoa(CT) 0.03 7 We n/a BCDL 10_0 Code IBC2015I1P12014 Matrix-MSH Weight: 51 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G REACTiONS. (lblsize) 153810-5-8 (nibi. 0-14). 7=566/Mechanical Max Horz1136(LC 27) Max Upliftl.425(LC 27). 7.60(LC 28) Max Gravl=712(LC 48). 7565(LC 1) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc puilins. 601 CHORD Rigid ceiling directly applied or 5-6.0cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-198211162. 2-13=-18181992, 3-13=-1438/695, 3-14=-573/529, 4-14-3311301 301 CHORD 11$=1233l1961, 9-15=-114611874, 9-16=-105911787, 8-16=41411542, 817.949/1319, 717=.397I828 WEBS 3-7=-7951182, 3.8=41885 2-9=-2611129 NOTES- Wind: ASCE 7-I0; Vultllomph (3-second gust) Vasd7mph; 1C0L6.0ps1 BCOLG.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 00.0 to 344, Interior(l) 34.0 to 12.64 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1 60 plate grip DOL1.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This buss has been designed locative 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSItT'PI 1. 1) This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1400 lb. Lumber DOL(1.33) Plate grip OOt.(1.33) Connect truss to resist drag loads along bottom chord from 0.04 to 12-6-8 for 1116 plf. LOAD CASE(S) Standard JOD Truss Truss Type Ply MAGNOLIA 2A COI GASLE jQty 1 Job Reference (optional) uanonva iwsrrsme u.u., reins, u. Viaru Nun: 5241) a uec b ajie mn!: 52411 a uec C U1C wutex incusnes IflC. mu uci a 1:4 :ue u1a rage 1 ID:ZFl3c9vxXbrEMVlP7?S5SJz7f4q-K?AbBzXv?zVt7xsDäVTBxKHHBnZIH68h8XmltyX5MX 4.6-0 7-11-5 , 16-0-0 • 24-0.12 27-6-0 i 32-0-0 4-6-0 3-5-5 8-0-11 8-0-12 3-5-4 4-6-0 Scale = 1:50.8 61(10 MT1BHS= 41(0 = 4x6 = 3x8 II 516 = 3x6 II 4x6 = 7.11-5 • 16-0-0 16-2.12 24-0-12 32-0-0 I 7-11.5 • 8.0-11 0.2-12 7-10-0 1 7-11.4 Plate Offsets (X.'Y)- F1:0 -1-4.0-2-01.12:0-2-8.0-2-41.14:0-2-8.0-2-41,I5:0-1-4.0-2-01. (6:044.0-1-81. (7:0-8-O.0-2-01.190-4-4.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.90 Veit(LL) -0.12 9-33 '999 240 MT20 220/195 TCDL 16.0 Lumber DOL 1.25 BC 0.99 Veit(CT) -0.36 9-33 '537 180 MTIBHS 2201195 BCLL 0.0 • Rep Stress Inst NO WB 0.80 HOIZ(CT) 0.04 5 n/a We BCDL 10.0 Codel3C2015/TP12014 Matrix-MSH Weight:2191b F120% I I LUMBER- BRACING- TOP CHORD 2X4 OF No.I&Str G TOP CHORD BOY CHORD 2X6 OF No.2 G 901 CHORD WEBS 2X6 OF No.2 G Excepr WEBS W4: 2X4 OF No.2 G. W2: 2X4 OF Stud/Std G OTHERS 20 OF Stud!Std G REACTIONS. (lb/size) 1=9361044 (mm. 0-14). 5644/0-5-8 (mm. 0-1-8), 7=4502/0-54 (mm. 0-4-13) Max Hoiz1-56(LC 13) Max Uphftl45(LC 8), 5=-40(LC 9). 7-132(LC 4) Max Grav1992(LC 19), 5=724(LC 35), 7=4502(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 1-37-2045/143, 2-37=-19281143, 2-3=-5611897, 3-4=47/1896, 4-33=-967/126. 5-39=4084/125 BOT CHORD 1-39=-52/844. 1-40=-153/1885. 9-40=-153/1885, 941=-153(1885, 841=-153/1885. 7-8-15311885,742-41103,6-42=-811963,6-43---811963,5-43=-811963, 5-44=-11/498 WEBS 3-7=-1531197,4-7-26551203,4-6=011023,2-7=-36171242.2-9=011350 Structural wood sheathing directly applied or 3-7-11 cc pwtins. Rigid ceiling directly applied or 104-00c bracing. 1 Row at midpt 4-7 2 Rows atl/3pt5 2-7 Mfrelc 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; Vult1110mph (3-second gust) Vasd87mph; TCDLS.opsft BCOL'-S.opsf; h201t Cat. II; Exp B; Endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip OOL=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 ANSl/TPI 1. AS plates are MTZO plates unless otherwise indicated. Gable studs spaced at 1-4-0cc. 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 alive load of 20.0$f on the bottom chord in all areas where a rectangle 3-6411 tall by 244 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. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 4-6411 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 41 lb up at 274-0. and 190 lb down and 41 lb up at 4-6-0 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). ii LOAD CASE(S) Standard Continued on page 2 I I.' I I California TnjsFrarne L.C.. Perris, U. 92570 Run: 8,2405 iD:ZFl3c9vxxbrEMVfP7?S5SJz7t4q.oCiczPJYXmGdkI5RxmOik9tS1b7o1kOivoHKOKyX5MW Dec 62018 Punt 3 24 $ Dec 62018 MiTekindiiifè3 Inc. 'Thu Oct 3 1239:O92019 Page 2 1 Job Truss [truss Type Ply I I col GABLE 1 1 I 1MAGNOUAZA -- I 1JobRence(oplionaI) I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate Increase--1.25 t) I Uniform Loads (pi Veil: 1-3-72, 3-5-72, 31-4O-3O(F-1O), 7-40=-174(F-154), 7-43-103(F.83), 34.43=-30(F-1O) Concentrated Loads (lb) Veil: 37-162(F) 38-162(F) I I' I I . I I. 1 I . I ii 1 I I F 5*8 = x4fl 3x4 4x4 = 20 5*10 = 2x4 II 4*4 = 3X8 11 IS It I Job Truss Truss Type Qty MAGNOUA2A CO2 COMMON Fly - Job Reference (optional) Ha uiusrramau.l...rems,. VA0111 Run: 82405 Dec 62O18Print8.24050ec 62D18MlTeicInduststes,Inc. Thu Oct -31239.09 2019 Page ID:ZFI3cxbtEMVfP7?S5SJz7f4q-oCkzPJYXmGdkl5Rjc5rn0ik9tUtbBwipxlvoHKOKyx5Mw 8-1-7 18-0.0 23-10-9 32-0-0 8-14 7-10-9 7-10-9 8-1-7 Scaler 1:51.7 LOADING(psf) I SPACING- 2-0-0 I CSI. I DEFL in (l c) Udell Ud I PLATES GRIP TCLL 20.0 I Plate Grip OOL 1.25 I IC 0.79 Veit(LL) .0.53 7-9 p359 240 1 MT20 2201193 TCDL 16.0 I Lumber DOL 1.25 I Sc 0.75 I Vert(CT) -0.80 7.9 p240 180 I BCLL 0.0 Rep Sess mci YES I INS 0.47 I Horz(CT) 0.02 5 nb nla SCOL 10.0 Code 16C20151TP12014 I Weight 130 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied 015-10-4 oc puilins. SOT CHORD 2X4 OF No2 3 SOT CHORD Rigid ceiling directly applied or 8-7-i cc bracing. WEBS 2X4 OF Stud/Std G Excepr WEBS I Row at midpt 2-7,4-7 W3: 2X6 OF No.2 G I Mitek recommends that Stabilizers and required cross bracog be WEDGE I installed during truss erection, in accordance with Stabilizer Left 2x4 OF StudlStd -G, Right 2x4 OF StiidtStd 3 I Installation guide. REACTIONS. (lblsize) 7=197710-5.8 (mm. 0.2-2), 1-43310-5-6 (mm. 0-14), 3248310.5.8 (mm. 0.1-8) Max Hojzl=56(LC 12) Max Upliftl2.41(LC 12), 5=.49(LC 13) Max Grav71977(LC 1), 1=534(LC 23), 5=534(LC 24) FORCES. (lb) - Max. CompJMax. Ten. - AU forces 250 (Ib) or less except when shown. TOP CHORD 1.162.958165, 2-16=435183, 217=0f785.317=01858.3.18=01858, 4-180/766, 4-19=4351107, 5-19958J90 801 CHORD 1-20--741509.1-2l=-=869,'9-21=-W/869, 9-22=1S41673,8-22=1641673, 741641673, 7.23=1321674, 6.232.132I674. 6-24-$71869, 5-24=-57I869, 5-25=471509 WEBS 2-9=01577. 2-7=-13381157. 37=.953f44, 4.7=133el15G. 4-6201576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCOL=6.0pSf BCOLS.Opsf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extezlor(2) 0-0-0 to 3.0-0, lntenor(l) 3-0-0 to 18-0-0, Exterior(2) 16.0-0 to 19-0.0. Interior(i) 194-0 to 32-0-0 zone; cantilever left and right exposed; end venicel left and right exposed;C.0 for members and forces & MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOL=160 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 344 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOLIA 2A CO3 COMMON I - - Job Reference (optional) i.amnarrua , nal',ame u... rams, LA. 92010 rein: 82405 USC 82018 PflE 8.240 s Dec 82018 MTeft IncusifleS. Inc. mu Oct 3 12.39:10 2019 P095 1 lD:ZFI3c9vothrEMVfP7?S5SJz7f4q-GOlLcW9XalbMEO7fTXxGMPdo?V6mGjR8S0twmyX5MV 8.1.7 • 16.0.0 • 23-10.9 32.0-0 8-1.7 7-10-9 7-10.9 8-1-7 Scale = 1:51.7 5x6 = 40 = 2011 3x4 = 2x4 II 5x10 = 40 = I 3.8 II 1344 • 1640 16n2ç1216.6O 23-11.6 32.0.0 77 • fl.5_I) I Plate Offsets (X,Y)- 11:0-2-3,Edgel. 11:0-1 -8.0-1-51, [2:0-0-5.0-1-81, 13:0-3-0,Edgel, 140-0-5.0-1-81, [5:0-2-3.Edgel. (5:0-1-8.0-1-51.17:0-5-0.0-1-121 LOAOING(psf) SPACING. 2-0-0 CSI. DEFL in (Joe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0_90 Vert(LL) -0.53 7-9 2,359 240 M120 2201195 TCDL 16.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.84 7.9 p229 180 BCLL 0.0 Rep Stress Incr NO WS 0.47 Horz(CT) 0.03 5 n/a nla BCOL 10.0 Code lBC20151TPl2014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purIins 801 CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G Except WEBS I Row at midpt 2-7,4-7 W3: 2X6 OF No.2 G I M/Tek recommends that Stabilizers and required cross bracing be WEDGE I installed during truss erection, in accordance with Stabilizer Left 2x4 OF StudlStd -G, Right 2x4 OF StudlStd I Installation guide. REACTIONS. (lb(size) 7-208010-5.8 (mm. 0-24), I482I0-5-8 (mm. 0-1-8), 6=482I0-5-8 (mm. 0-1-8) Max Horz 156(LC 43) Max Uplift7-134(1.42 27). 1-167(LC 35), 5-347(LC 38) Max Grav72080(LC 1), 1=532(LC 51), 6=562(LC 47) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=431/398,2-16=439/161,2-17=41/802, 3-17=-2281874. 3-184-3541981, 4-18=434/1159,4-184-1100/722, 5-19=-14301978 BOT CHORD 1-20=-2161508, 1-21=-4731871, 9-21=4731871, 9-fl=-5561687, 22-23-556/687, 8-23=-556/687, 7-84-556/687, 7-24=.-5941757, 24-25=-594/757, 6-284-5941757, 6-26=-541I964, 26-27=-4181871,5-27=470/899, 5-28=4261678 WEBS 2-9=01584,2-7=1348/181, 3-7=-9831211, 4-7=-13491207, 44=0/583 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=t0psf BCOL-6.Opsi; h--20k- Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0.0, Interior(1) 3-0-0 to 16.0-0, Exterior(2) 16-0-0 to 19-0.0. Interior(l) 19-0.0 to 32-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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. 4)'This buss 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads 1,s.,., h,slt,rn. th.C4 f,.,n 3tfl M lCfl II IF I Type juty my COMMON I lJob l Reference (Optional)I MAGNOLIA 2A CO3 - - I cablcnhia T,usFrarne LW., Perns, VA. 92570 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease 1.25 I Uniform Loads (pit) Vert 1-3 -72,3-5=-72,10-113=-20 Concentrated Loads (lb) Veit: 23.50(F) 24-50(F) I I I. I I. I I. I I . I , 1 I I ob Truss fTruss nun. u,squo w U LUIC rita c.squ 5 hUG U ChIC CHItS IHOUCIHUS, InC. mu 1.1Ci J ig;05;iu gui, rout o ID:ZFl3c9vacbrEP7?S5SJz7t4q-GOlLcfY9XaibMEO7fTXxGMPdo?V6mGjR8SOtwmyX5MV Job I russ Truss Type Ply MAGNOLIA 2A C04 COMMON 1 ~4 2 Job Reference (optional) - - - - amnu i,usrime u.. reins. . L5f U run; o.0 5 vee e zvis mm; o.qu s kiev e uis wu,ee unailswes. sic. mu am .5 i&u mm uu rues i IDZFl3c9notbiEMVtP7?S5SJz7f4q-kasjq?ZnlutS_ObJDB2ApayssOqFVfTbN6mQS e CyX5MU 4-11.6 • 8-0-5 13-3-12 16-0-0 18-8-4 23-11-11 32-0-0 4-11-6 3-0-15 I 2-8-4 l 24814 • 5-3-7 • 8-0-5 Scale = 1:51.6 354 = 3x0 II 356 II 456 4x6= 418= 458 6x8= 4-11-6 13-3-12 13,5-8 18-6.8 1M-4 27-0-10 32-0-0 1 54,5 0-1±12 5-1.6 01±12 8-4-8 4-11-6 Plate Offoets (XX)- (1:0-1-150-0-8L (20-3-00-1-121. f40-2-0,Edqel. 160-0-1.0-2-01.I7:0 -4-0,O-2-81.111:0-2-12,0-2-01 LOADING(psf) SPACING- 2-3-12 CSI. DEFL in (Ice) lldefl Lid PLATES GRIP ICLI. 20.0 Plate Giip DOL 125 IC 0.69 Vert(LL) -0.22 11-12 '999 240 MT20 2201195 TCDL 16.0 Lumber DOL 125 BC 0.92 Vest(CT) -0.81 11-12 "277 180 BCL&. 0.0 Rep Stress (nor NO WS 0.76 Hwz(CT) 0.06 7 n/a n/a BCOL 10.0 Code 13C2015fTP12014 Matiix-MSH Weight: 182 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2x8 OF SS G Excepr 62:2X4 OF StudlStd G. 83:2*8 OF No.2 G SOT CHORD WEBS 2X4 OF Stud/Std G REACTIONS. (IbIsize) 111391Mechanical, 796210-S.8 (mm. 0-1-8), 9=1353/0-3-8 (mm. 0-1-8) Max Horz154(LC 12) Max Upliftl-50(LC 12). 74(LC 9), 930(LC 9) Max Grav11203(LC 23) 7952(LC 1), 8=1353(LC 1) FORCES. (lb) - Max. ConlpiMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 11-19-3407169,240-a 333YI 11. 2-20=-1496/107, 3-20=-1380/108, 3-4=-290161, 45=334I82. 5211381/128, 6-21=-1435/127. 6-22=-2027/0, 722=2105I0 BOT CHORD 1-23=3711582, 1-24=-114/3199, 12-24=-114!3199, 12-25=-19112510, 11.25=191125l0. 10-11=-56/1359, 910=5S/1359, 928=.47I1938,828=47!1938,8270!1946, 7-Z7=011946,7-2841962 - WEBS 5-8=-2611108, 6-9---827/169, 6-8=-108/463, 2-11=.12791149, 2-12=0/990, 3-5=-11481101 2404cc purtlns (2-10-6 max.) (Switched from sheeted: Spacing p2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Unbalanced roof live loads have been considered lbr this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL=8.opsf. BCOL5.0psf h2011 Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extthio42) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0. Extenor(2) 16-0-0 to 194-0, Interior(l) 19-0-0 to 32.0-0 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 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonooncwrent with any other We loads. This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 244 wide will lit 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 buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.6Ib live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other Iwo loads. 91 Graphical purl in representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 115-8. 50 lb down and 4 lb up at 18-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. t LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncrease1.25 Uniform Loads (pIt) Vest: 14=43,44=83,13-16=23 Continued on page 2 I-. I Job TrUSS Truss Type Qty Ply MAGNOLIA 2A C04 COMMON 2 Job Reference (optional) Cahtonhia T.usFrame tiC.. Penis. CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9 -50 1150 Rum: 8,240s Dec 82016P,1nt82408Dec 62O18MlTeKtndus9iésInc. Thu Oct 312:39:112019 Pa e2 lD2FI3c9vxxbrEMVtP7?S5SJz7f4q-kasjq?ZnlutS,..ObJDB2ApayssOqFVfTbN6mQSCyX5MU Job I truss TrUSS Type Qty Ply I MAGNOLIA2A COMMON 1C05 I I IJob Reference (optional) .fl, . gU nun; D.hqU S UC 0 LU1O rn, 0. 1415 L1C 0 LU1O 01JI51IIflUU55I5, IlK. IflU J 3 1:3:11 U1S I05 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-kasjq?ZnlutS_ObJDB2Apayu6Or_Vg4bN6mQSCyX5MU 4-11.6 8.0-5 13-3-12 • 16-0.0 18-8-4 23-11-11 • 32-0.0 4-114 3-0-15 5-3-7 • 2-8-4 2-8-4 ' 5-3-7 8-0-5 Scale = 1:51.9 354 = 3.50112 3 521 Is ____________________________________________________ _____________________________________ (• .q 23 24 12 25 11 10 26 a 27 28 438 3x611 4x6= 6x8 = 4x6= 35611 4s8= 4-111 13-342 13-5-8 184-8 1844 27-0-10 . 32.0-0 a..a nii, c.i.n nAa n.a.e 4.11a Plate Offsets (X,Y)- (1:0-1-15.0-0-121. (2:0-0-1.0-1-8J, [4:0-2-0,Edgel, 16:0-0-1,0-1-81, [70-1-15.0-0-121 LOADING(psl) SPACING. 240 CSl. DEFL in (ice) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.54 Vert(LL) -020 11-12 '999 240 MT20 2201195 TCOL 16.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.75 11-12 '299 180 acu. 0.0 Rep Stress Incr NO WB 0.66 Herz(CT) 0.06 7 nfa nfa SCDL 10.0 Code IBC2015(TP12014 Matrix-MSH Weight: 182 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4DFN0.2G TOP CHORD SOT CHORD 2x8 OF No.2 G 'Except' SOT CHORD B2 2*4 OF S(udlStd G WEBS 2*4 OF StudlStd C REACTIONS. (Iblsize) 11041lMechanical, 7=84710-5-8 (nan. 0-1-8), 9=115510-3-8 (mm. 0-1-8) Max Harz 156(LC 12) Max Upliftl-44(LC 12), 7=-5(LC 9), 9=-27(LC 9) Max Giavl=1052(l.0 23), 7847(LC 1), 9=1155(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=4060176. 2-19=-2936195. 2-20--1357193,3-20=1257194.3-4--=53, 44-293154, 5-21=-12551112, 6-21=-1304I111, 642=479310,7-22=484111/0 SOTCHORO 1-23=3511343. 1-24=-9912819, 12-24=-9912819. 12-25=-16612231, 11-254-16012231, 10-11-4911235, 9-10=-4911235.9-26---41/1730,8-26=-41/1730.8-27=0/1722, 7-27=011722.7-28=0111152 WEBS 6-54-7071147. 6-8=-1111439, 2-11=-11051129. 2-12=01908, 3-5=-1051I88 Structural wood sheathing directly applied or 3-2-9 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. Mffek recommends that Stabilizers and required erase bracing be installed during buss 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; TCDL5.0psf BCOL5.0psf; h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extertor(2) 0-0-0 to 3-0-0, Interior(1) 344 to 1644, Extevior(2) 164-0 to 19-0-0, lnterio41) 1944 to 3244 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 This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0p51 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 13-5-8, and 50 lb down and 4 lb up at 18-6-8 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I i) Dead + Roof Live (balanced): Lumber 1naease125, Plate lnerease1.25 Uniform Loads (pit) Vest 1-4=42,44=72,13-16=20 Concentrated Loads (lb) Vert: 9=-50 1150 I I.' I , Job 1Tuss ITrUSS Type luty I - 1CAL HIP I' r72Jb I Reference (optional) I , . ,curl: 5.0 5 iec D guie rnn e.0 a usc a uia Milell Inausmes. inc. mU 1.10 .1 1x:.Is:1xu1s rag 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-CnQ51LaP3B?JcYAWmuaPMnV?VoBgECbkbmV_fyX5MT 3-8-4 7-5.0 7I11t1 13-1.0 18.2-5 18-9.0 22-5-12 . 26.2.0 3-8-4 3-8-12 06-f1 5-1-5 ' 5-1-5 O6-11 3-8-12 • 3-8-4 Scale = 1:43.7 4x6 = 4.00111 3*10 = 4*6 = 18 19 ' 20 21 9 22 23 24 25 4*8 = 3*8 = 300 MTI8HS= US = 44 6x811 2x411 axe 11 7-5-0 13-1-0 18.9.0 26-2-0 I e_g.gi • 7-r1ft Plate Offsets (XV)- (1:0-2-3.Edgel, (1:0-0-0.0-1-51, 13:0-2-0.0-2-01. 15:0-2-0.0-2-01. (7:0-2-3.Edgel. 17:0-0-0.0-1-51.18:0-2-12,0-1-81.111:0-1-12.0-1-81 LOAOING(psf) SPACING- 2-0-0 CSI. OEFL. in (lc) bideS Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.82 Vert(LL) -0.21 10 .999 240 M120 2201195 TCOL 14.0 Lumber DOL 1.25 Sc 0.85 VeIt(CT) -0.69 8-10 p456 180 MT18HS 2201195 BCLI. 0.0 * Rep Stress Incr NO WB 0.32 Horz(CT) 0.18 7 nla nia BCDL 10.0 Code l8C20151TP12014 Matrix-MSH Weight: 224 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G WEDGE Left: 2x4 OF Stud/Std -G, Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 1=266410-3-8 (mm. 0-1-8). 7=2654/0-3-8 (mm. 0.1-8) Max Hora130(LC 8) Max Upliftl=-128(LC 4), 7=-128(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except 0-0-0cc puffins (4-5-13 max): 3-5. Except 440 cc bracing: 3-5 BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6560!460. 2-3=.66701$17, 3-4=-63291506, 4-5---63291506, 5.6=.66701517. 6-7-6560,460 BOT CHORD 1-18=-183/2880. 1-19=411/6128, 11-19=41116128,11-20=-59518028.20-21=59&8028. 10-21=-595/8028, 9-10=-59518028. 9.22595/8028. 22-23=-595/8028, 8-23=-595/8028. 8-24=-390/6126, 7-24=-39016128, 7-25=-16612880 WEBS 2-11=-1121410, 3-11=0/990. 4-11=-19741197, 4-l0=0/514, 4.8=-1974/197, 5-8=0/990, 6-8=-1121410 NOTES- l)2-ply buss to be connected together with lOd (0.131x3) nails as follows: Top chords connected as follows: 2*4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2*4 -1 row at 0-9-0 cc. Webs connected as follows: 2*4 - I row at 0-9-0 cc. 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 toads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCOL=6.opsf; BCOL6.0psf h=201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and light exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL---1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psI bottom chord live lead nonconcurrent with any other live loads. This buss has been designed for a live load of 20.0p51 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 844 end sethack. Graphical puilin 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) shaft be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up at 18- and 703 lb down and 162 lb up at 7-5-Don top chord. The design/selection of such connection device(s) is the responsibility of othe On pS?&afldard E)cp. 6130121 NO. C53821 U- I (allronua Tnjstrame u.c., e IP ms, c& 2570 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnciease1.25, Plate lncreasel.25 I Uniform 0) Loads (p Vert 1-3-68, 3-5-165, 5-7.68, 1215-49(F-29) Concenbated Loads (lb) Veit: 3.589 5-589 I 1 1'. I I . I . * I. 1 I.,. I 1*1 I . I) L I I) Job Truss Iruss Type ly --°° CH 117 2 Job Reference (optional) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnarease1.25, Plate Increase--1.25 Uniform Loads (p11) Vert: 1-3-68, 3-17-68, 5-18=-OS, 5-7-68, 11-14-20 Concentrated Loads (lb) Veil: 17-102 18=-102 HIP 10.0-0 164.0 5-0-1 9-5-0 9-11.11 13-1-0 16-2-0 16,2-5, 21-1-15 • 26-20 50-1 4-5-0 0-6-11 3-1.0 l 3-1.0 0-6-5 4-4-15 • 5-0-1 0-0:5 "Al Scale = 1:43.7 4x6 3,14 = 4,16 4x6 = 300 = 5X6 We= 3x1O= 4x6= 9-5.0 • 16-9-0 26-2.0 4çfl . 74_n 4-5.0 Plate Offsets (XX)- 130-2-4.0-2-01. I50-2-4.0-2-0I, [8:0-2-0,13 -1-81,110.0-2-OA-11A LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lao) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip IDOL 1.25 IC 0.55 Vert(LL) -0.37 10-13 .848 240 MT20 220/195 TCOL 14.0 LL1mberDOL 1.25 BC 0.91 Vert(C7) -0.75 10-13 .416 180 BCLL 0.0 • Rep Stress Incr NO WS 0.22 lloiz(CT) 0.15 7 n/a n/a SCOL 10.0 Code IBC2015ITPI20I4 Matrix-MSH i Weight 108 lb FT = 20% LUMBER- TOP CHORD 2X4 OF Nd G SOT CHORD 2X4 OF Noi 0 WEBS 2X4 OF Stud/Std 0 OTHERS 2X4 OF No.2 G REACTIONS. (lb/size) 1130510-3-8 (mm. 04-8),7=130610-3-8 (mm. 0-1-8) Max Horz138(LC 12) Max Uplift1-74(LC 4). 7=-74(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-12 cc pwtins. except 0-0-0cc pwfins (3-9-3 max.): 34. Except 3-9-0or, bracing: 3-5 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Was erection. in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten.- Ail forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3133/242, 2-3=-2744!186, 3-17=-2564/189. 4-17=-25751189, 4-18=-2515/189, 5-18--25S4/189.5-6-27441186.8-7=-31331242 SOT CHORD 1-18=-220/2911, 10-19=-22512911, 10-20=-170/2851, 9-20=-170/2861, 8-9=-17012861. 8-2i=19312911,7-21=19312911 WEDS 2-10=-382/108. 3-10=01539. 4-10=.491/103. 4-8=491/103.5-8=0/539, 6-8=382/108 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.Opsf BCDL=8.0psf h=20ft Cat. II; Exp 6; Enclosed. MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed fora live load c120 opston 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. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. Graphical Pullin 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) shag be provided sufficient to support concentrated load(s) 122 lb down and 28 lb up at 16-2-0. and 122 lb down and 28 lb up at 10.0-0 on top chard. The design/selection of such connection device(s) is the responsibility of others. I Job Truss Truss Type Qly Ply MAGNOLIA 2A - CAL HIP 1 1 - - - Job Reference (optional) null. -- 5 USC U £1110 W. 0.W 5 11CC 0 £1110 RIPIIPJUCU105, InC. lUll IJG1 .1 Lc;ascistuis ross £ 1p:ZFl3c9MVfP7?S5SJ7f4Q.CnO51LaP3B?JcYAWrnuaPMnV3koAjEEBkbmV_tyX5MT LOAD CASE(S) Standard Trapezoidal Loads (pit) Vert: 17-68.to4-102, @1O2to18o48 I I I I, I I 1Job 1T1u5s iruss iype I I 003 CALH1P Lob Reference (optional) I caIITcInl8 TnJSPr8me L.c.. Ferns, G. 92370 Run: 8.2408 Dec 6 2018 Pñnt 8.2408 Dec 6 2018 MTa IndusDies, Inc. Thu Oct 3 12:39:132019 Page 1 ID:ZFl3c9vxxbrEMVfP7?S5SJz7I4q-hz_UFhb1qV7ADiliKc5eu?1A0CWOzhmtqQF)O(5yX5MS 5-0-1 10-7-3! 13-1-0 15-8-13 16-9-0, 21-1-15 26-2-0 5-0-1 4-5-0 1-2-3 2-5-13 2.5-13 1-2-3 • 4-4-15 5-0-1 Scale = 1:43.7 4x6 7 4x8 zt- 4001`1-2 4 3x4 = 4*5 = 3x;; = 4*6 = 3*10 = 4*6 = 9-5-0 16-9-0 26-2.0 95-0 7-4-0 • 9-54 Plate Offsets ((Y)- 130-2-12,0-2-0J, [60-2-12.0-2-0). fl0:O-2-0.0-1-81, 1 12:0-2-0.0-1-81 LOADING(PSI) SPACING. 2-0-0 CSi. DEFL. in (Icc) l/defl . L/d PLATES GRIP TCLL 20.0 Plate Gap DOL 125 IC 0.77 Vert(LL) -0.35 12-15 "870 240 MT20 220/195 TCDL 14.0 Lumber OOL 1.25 BC 0.88 Vert(CT) -0.74 12-15 "426 160 BCLL 0.0 • Rep Stress Inor NO WS 010 Horz(CT) 0.14 9 We nla BCDL 10.0 Code 1BC201511P12014 Matrlx-MSH Weight 108 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF N0.2 G TOP CHORD Structural wood sheathing directly applied or 3-5-8 cc pullins. except SOT CHORD 2X4 OF No.20 0.0-Coo puilins (4-1-9 max.): 3.6. Except WEBS 2X4 OF Stud/SW G 4-2-Coo bracing: 3-6 SOT CHORD Rigid ceiling directly applied or 10-0-0 or. bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1118410.3-5 (min. 0.1-8), 9=118410.3.8 (mm. 0-1.8) Max I-(orz 1.42(LC 17) Max Uplift1.47(LC 8). 9=-47(LC 9) FORCES. (Ib). Max. cornpiMax. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 1-19=-2789/177, 2-19=-2729/190, 2-3=-24031177, 3-20=-22361218, 5-20=-22421218, 5-21=-22421218, 6-21=-2238/218, "--24031177.8-22=27291190,9-22--27891177 BOT CHORD 1-23=-18312589, 12-23=-18312589, 12.24--13612436, 11-24=-13612436, 110-11-13612436, 10-284-14312589,9-284-143/2589 WEBS 2-12=-396/111, 3-12=0/487,5-12=-388/104, S-10=-388/104, 6-110=01487,11-110-39611 12 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCOL6.Opsf SCDL-S.opsf; h205; Cat. Ii; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 044 to 344, Interior(l) 3.0-0(026-2-Ozone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLI.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-C tat by 241-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIffPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, noneoncurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the Pullin along the top and/or bottom chord. LOAD CASE(S) Standard Job 1Truss Qty MAGNOLIA2A Truss Type 004 CAL HIP I I 1ply I.Job - Reference (optional) I s..,. ,n, U 5 UV S UIO VIflL 5.4U 5 I.I5V S LU1O 51115K IflU51U1S5, IllS. 11W UCI J lS:1J U15 5llS 1 lD:ZFl3c9vbrEMVtP7?S5SJz7f4q-hz_UFhb1qV7ADiliKc5eu?1CuCzeOtqQFXx5yX5MS 134-8 12.7.8 14-14 6.3.0 i 12.04 12.74 134.13 19-114 25-104 6-3.0 54-8 0.6.11 04-5 • 5-9-8 5-11-8 Scale - 1432 0O-5 04-11 - 0-11-0 454 2x4 II 2c4 It 456 = 454 = SalO = 556 = LOADING(psf) SPACING. 2.0.0 CS,. TCLI. 20.0 Plate Grip DC 1.25 IC 0.68 TCOL 14.0 Lumber DCL 1.25 I BC 0.91 BCLL 0.0 • Rep Stress lncr NO WS 0.41 SCOL 10.0 Code lBC2015ITPI2014 Matsix-MSH LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4 OF StudiStd G WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 1=130510-3-8 (mm. 0-1-8), 6=1310/Mechanical Max Horz150(LC 8) Max Uplift1-67(LC 4). 6=-67(LC 5) DEFL.. in (toe) Udell Lid PLATES GRIP Vert(LL) -0.28 7-8 '999 240 MT20 2201195 Vert(CT) -0.75 7-8 '414 180 Horz(CT) 0.14 6 n/a n/a Weight:1131b F120% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except 0-00 cc purllns (4-0.13 max.): 34. 601 CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CcmpJMax. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3135/149. 2-3=-2514/177, 3.17=.2290/176, 17-18=-2218/175. 18-16=-2277/175, 4-19=-2265/174, 4.5=.24411173, 5-6=-2910/142 601 CHORD 1-20=-14112908. 1O-20=-14112936, 10-21-19912682, 9.21=-19912852, 922=-11412333, 822=.11412333, 8-23=-15512751, 7-23-155/2751. 7-24=-97/2759, 6-24=-97/2759, 6-26=4 81980 WEBS 2-10=0/336, 2-9--5911100.3.9--01469.3.6z-337/118,4-8=0/451, 5..6=-562/97, 5.70/332 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL8.0psf, 6CDL=6.0psf h20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurient 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 241-0 wide will lit 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 buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncwient with any other live loads. Girder carries tie-in spans of 4-0-0 from front girder and 2-0.0 from back girder. Graphical pujlln representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 37 lb up at 13-6- and 162 lb down and 37 lb up at 12-7.8 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 lncreasel.25, Plate Increase1.25 Uniform Loads (pIt) Veit: 1.3.66. 34=102,44=48,11-14-20 I Continued an page 2 10 Job 1Truss ilruss Type ury laly I I MAGNOLIA 2A HIP 1 1 .1 J004 JCAL I 1Job Reference (optional) I ID:ZF13c9vxxbrEMVfP7?S5SJz7f4q-hz Z&? LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17-136 19136 IJOb TrUSS ITruss type I MAGNOUA2A 005 I FINK 5 IJob Reference (optional) California TIusFrame LLC., Ferns, GA. 92570 Run: 8.240 S Dec 62018 PrInt: 8.240 S Dec 6 2015 MiTek InduStrIeS Inc. Thu Oct 3-12-39.13 2019 Page 1 ID:ZFl3c9vxxbrEMVtP7?S5SJz7t4q-hz_UFhb1qV7ADilil(c5eu?1ByCYMzgFtqQFXX5yX5MS 6.7-3 13-1.0 194-13 25-10-8 6-7-3 6-5-13 6-5-13 ' 6-3.11 Scale :1:41.8 4:6 II 4:8 = 454 = 5*8 WS= 4:4 = SX5 = 84-15 8.8-15 • 17-5-I 8-8-3 Plate Offsets (XV)- 13:0-0-0.0-0-Ol.150-0-4.04-11. 15:0-7-7.0-0-21 LOADING(pst) SPACING. 2-0-0 CSI. OEFL. in (Icc) Udefi Lid TCLL 20.0 Plate Grip DOL 1.25 Ic 0.71 Vert(LL) .0.43 6-8 '719 240 TCDL 14.0 Lumber DOL 1.25 I BC 0.75 Veit(CT) -0.88 6-8 '353 160 BCLL 0.0 - Rep Stress Inor YES WS 0.29 Horz(CT) 0.11 5 Iva 1113 10.0 Code 16C20151TP12014 Matrlx-MSH PLATES GRIP MT20 220/195 Weight: 98 lb FT = 20% LUMBER- TOP CHORD 2X4DFNoiG 601 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Ste G OTHERS 2X4 OF StudlStd G WEDGE Right 2*4 OF Stud/Std -G REACTIONS. (lb/size) 11139/0-3.6 (mm. 0-1-4 6=1139/Mechanical Max Ho.z154(LC 12) Max Uplift1-16(LC 8), 5=-15(LC 9) BRAC(NG- TOP CHORD Structural wood sheathing directly applied or 2-9-3 cc pumlins. 601 CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. ConJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-2632/44, 2-19=-2513165, 2-26=2301/21, 3-26=-2223132, 3-21-2163131, 4-21-2241I20. 4-22=4431/61, 5-22=-2533143 BOT CHORD 1-15=-6012434. 8-154-60/2434. 8-16=0I1630. 7-16=011630,6-7=0/1630, 6-17=-1712346. 5-17=-17l2346. 5-18=-16/850 WEBS 2-54-485/136.3-8=0/754,3-6=01698.4-54-444/131 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) VasdS7mph; TCDL=5.0ps1 BCDL-6.0psf; h201% Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)0.04 to 344, Interior(1) 344 to 13-1-0. Exterior(2) 13-1-0 to 16-1-0. lntenor(1) 16-1-0 to 25-104 zone; cantilever left and right exposed; end vertical left and might exposed;C-C for members and forces a MWFRS for reactions shown; Lumber OOL=1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This buss has been designed for a live load of 200psf 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 2500lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuwent with any other live loads. LOAD CASE(S) Standard JoD 1Truss I 098 lruss Type 10 Fly MAGNOLIA2A I IJob Reference (optional) Lw., rU5, . Sf U Nun. e..qu 5 USC o Z916 MM S.Z4U S uec S xuie MUCK iflCUSU1CS, Inc. TflU Oct J 12:9:14 O1S Iage 1 ID2FI3c9vxxbrEMVfP7?S5SJz7f4q-99XsS1cgbpF1rsKuuJctRCaKdcsYi82134_53XyX5MR 5-0-1 9-5-0 11-11-11 p13-1-0 14-2-5, 16-9-0 21-1-15 . 25-10-8 5-0-1 4-5.0 24-11 1-1-5 1-1-5 2-6-1 I 4-4-15 • 4-8-9 Scale = 1:43.2 4x8 -- I I 4x6 =3x10 = 5x6 WB= 3x10 = 5x8 = S-S-0 • 16-9-0 • 25-10-8 a-so 7.4.0 a_I_a Plate Offsets (XV)— (3:0-2-8.0-2-01, 160-2-12,0-2-01, 9:0-7-7,0-0-2!. [9:0-0-4.0-0-1!. [10:0-2.0.0-1-81, [12:0-2-0.04-81 L.OADING(psf) SPACING. 2-0-0 CSI. OEFL in (Icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Veit(LL) -0.36 12-15 462 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Veit(CT) -0.73 12-15 .423 180 ECU. 0.0 Rep Stress lncr NO WE 0.20 Hotz(CT) 0.13 9 n/a n/a BCOL 10.0 Code ISC20151TPI20I4 Matrix-MSH Weight: 114 lb FT 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF No.2 G WEDGE Right 2x4 OF Stud/SW -G REACTIONS. (lb/size) 1=1209/0-3-8 (min. 0-1-8),9=1211/Mechanical Max HoIz149(LC 12) Max Uptiftl-66(LC 8), 9.66(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 34-120c purluns, except 04-0cc puriins (4-04 max.): 3-6. Except 44)4cc bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 9-11-14 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. 0, FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-19=-2847/334,2-19--27841349,2-3=.2490/398,3-20-2338/466. 5-20=-2341/485, 5-21=-23051486, 6-21=-23031487. 6-8=-2450/399, 8-22-26411331. 9-22=-2705/318 SOT CHORD 1-23=38612641, 12-23=356/2641, 12-24=-386/2514, 11-24=386/2514, 10-11=-386/2514, I 10-25=-268/2505, 9-25=268/2505, 9-26=-109/906 WEBS 2 -12=-349/100, 3-12=-45/482, 5-12=-372/208, 5-10=412/205,6-10=43/461, 8-10=-253!87 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOLE.Opsf; 8COL5,0psf h201t Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 25-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip OOL=1.60 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. U 5) This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tat by 24-0 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 buss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1, I 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at at panel points along the Bottom Chord, nonconcwrent with any other Five loads. 10) 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 Li. ~ I- 4x6 - 4x6 400 111 4x8 = 3x10= 5i6 W8= 3x10 = 8x6= It HIP 10-0.0 16.9.0 5-0-1 9.5.0 9,11-li 13-1.0 16-2-0 l6.9.5 21-1-15 25-10-8 5-0-1 • 4-5.0 O4-1'I 3-1-0 3-1-0 0.0-5 • 4-4-15 4-8-9 0-0-5 0.0-11 Scale = 1:43.2 9-5-0 • 16-9-0 25-10-8 9.5.0 • 74_n I a_i_a Plate Offsets (X.Y)— [3.0-24.0-2-01,15-0-24.0-2-01, 17:0-7-7.0-0-21.17:0-0-4.0-0-1), [8:0-2-0,0-1-81.110:0-2-0,0-1 A LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (too) l/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 1.00 Veit(LL) -0.37 10-13 .841 240 MT20 220/195 TCDL 14.0 I.umberDOL 125 BC 0.90 Vert(CT) -0.74 10-13 '420 180 BCLL 0.0 • Rep Stress lncr NO WS 022 HoJz(CT) 0.14 7 nla We BCOL 10.0 Code IBC2015ITPI2014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo.20 SOT CHORD 2X4 OF No.20 WEBS 2X4 OF StudlStd 0 OTHERS 2X4 OF No.20 WEDGE Right: 2x4 OF StudlStd -G REACTIONS. (lb(size) 1=129110-34 (mm. 0-1.8), 71295/Mechanical Max Horz 139(LC 8) Max Upliftl=-74(LC 4), 7-74(LC 5) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-13 cc purtins, except 0-0-0 cc purtins (3-9-9 max.): 3-5. Except 3-10-0oc bracing: 3-5 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Muck recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-30931241, 24=-2702/184, 3-17c-25251187,447=45351187. 4-18=-24981188, 5-18--2487/187,5-6--2659/184.6-7=2943122S BOT CHORD 1-184-221/2874, 10-i9=.221/2874,10-20-17212799,9-20=-172J2799.8-9--172r2799. 8-21=-17512730, 7-21=-17512730, 7-22=-68I976 WEBS 2-10=-384/108, 3-10--0/525.4-10=462/104,4-8=-507/101.54--0/498, 6-8=-277/93 NOTES. Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL6.0psf BCDL=6.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=i 60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. 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 200p51 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 0120% has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries tie-in spans of 2411-0 from front girder and 4-0-0 from back girder. 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) 122 lb down and 28 lb up at 16-2-" and 122 lb down and 28 lb up at 10-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of otherr LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase1.25, Plate lncreasel.25 Uniform Loads (pIt) Veil: 1-3-68, 3-17-68, 5-18=-68. 5-7-68, 11-14-20 Continued on page 2 I Job Truss truss Type Qty Ply MAGNOLIA 2A 007 1 CAL HIP in Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 17-102 18-102 I Trápezodal Loads (pit) Vert 17-68-to-4-1O2, 4-1O2-to-18-68 I I I I I 4.00fii 3*10 = 4*6 = 3*5 = 8*8 = 5*5 We 2*4 II 4*5 = 8*8 II 4*8 = Scale = 1:43.2 18 19 " 20 21 "' 9 22 23 24 25 .12 Job iTruss Truss Type 1 f I MAGNOUA2A 008 1 CAL HIP I 2 IJob Reference (optional) I .aInwnJa I ,usrrdJn u.%... i-ems, i. IU Nun: 024415 usc o *uib P= 5*40 s usc u xuiu Iwrex Inausmes. Inc. ThU ua 2015 iage 1 ID2FI3c9vothrEMVtP7?S5SJz7f4q.dL5EfrclM6NuT0v5S176zQ6Wu0CKRZ8AlkkebzyX5MQ 341-4 7-5-0 7,11-11 13-1-0 • 18-2-5 18-9 V.5-12 25-10-8 3-8-4 • 3-8-12 0-6-11 5-1-5 • 5-1-5 0!.61'1 3-8-12 ' 3-4-12 I 7-5-0 . 13-1-0 • 18-9-0 . 25-10-8 7.c45 • S.0ji • • 71 Plate Offsets (XX)- 11:0-2-3.Ednel, 11:0-0-0.0-1 -5!, [3:0-2-0.0-2-01,15:0-2-0,0-2-01.17:0-7-7.0-0-2!. (7:0 -04.0-0-1I,[8:0 -2-12,8.1-8I, 111-.0-2-0.0-1-81 LOAD1NG(ps SPACING- 2-0-0 CSL DEFL in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 IC 0.81 Vert(LL) -0.20 10 "999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.85 Veit(CT) -061 8-10 .454 180 BCLL 0.0 Rep Stress lao- NO WS 0.33 Hosz(CT) 0.17 7. ala ala SCOL 10.0 Code IBC2015fTP12014 Matrix-MSH Weight 225 lb PT = 20% LUMBER- BRACING- TOP CHORD 2X4OFNo2G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G OTHERS 2X4 OF StudlStd G SOT CHORD WEDGE Left 2*4 OF StudlStd -G, Right 2*4 OF StudlStd -G REACTIONS. (IbIsize) 1=263410-34 (ruin. 0-1-8), 7260/Medranrcal Max Horzl3l(LC 8) Max Upliftl-127(LC 4), 7-133(LC 5) FORCES. (lb) - Max. CompiMax. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 1-2-6481l4S7, 2-3=-65851514. 34=42481503, 4.5=.61131495, 5-54-54361505. 6-7.60581435 SOT CHORD 1-18=-18312847, 1-19=41118054,I1.19=41115054, 11.20=591I7879. 20-21=-59111879, 10-21=-591i7879, 9-10=-59117879, 9-22=-59117879, 22-23=-59117879, 8-23=-591l7879. 8-24=-36515597, 7-24=-35615597, 7-254-14312200 WEBS 2-11-1121400, 3-11=01951. 4-11=-19041193, 4-10=01523, 4-8=-20451199, 5-8=01888, 6-54-1211708 Structural wood sheathing directly applied or 4-4-9 oc pullins, except 0-0-0cc puillns (4.64 max.): 3-5. Except 4-6-0or, bracing: 3-5 Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- 1)2-ply buss to be connected together with lOd (0i31'x3") nails as follows: Top chords connected as follows: 24-1 row at 0-9-0 cc. Bottom chords connected as follows: 2*4 - 1 row at 0-9.0 cc. Webs connected as follows. 2x4-I row at0-9-00c. All loads are considered equally applied to all plies, except if noted as front (F) or back (8) 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; TCOL6.0ps1 BCDL=6.0p5f h=20ft Cat. II; Erg, B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOLI.60 Provide adequate drainage to prevent water pending. This buss has been designed for 010.0 pet bottom chord live load ncnccncunent with any other live loads. This buss has been designed for a live load of 20 Opst 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 buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITF This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel paints alon Bottom Chord, nanconcurrent with any other live loads. Girder carries hip end with 8-0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 162 lb up a Con#RQM r W and 162 lb up at 7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of Job 1Truss ITruss Type Ply I 008 1CALH1P 1"" ' I 21joi, Reference (optional) I Iw1; 5LIU 5 LOUG S £UIO rnni Q.LSII 5 LMG U LU1O 114f155 IflfU5UIS5, Inc. mU U .3 1;if;JU £U15 5UU ID:ZFl3c9vothrEMVlP7?S5SJz7f4q.dL5EfNclM6NuTOvSS176zQ6WuOCKRZ8AlkkebzyX5MQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Uniform Loads (pit) Vest 1-3-68, 3-5-165, 5-748, 12-15-49(F-29) Concentrated Loads (lb) Vest 3-589 5=-589 job Truss Truss Type OtY I1Y MAGNOUA 2A EOI GABLE 1 Job Reference (optional) CaWona TiusFrame LLC., Peffia, CA. 92570 Run: 8.2405 Dec 6 2018 Print; 8.240e Dec 6 2018 Maxindustries, Inc. Thu Oct 3 12:39:16 2019 Pace 1 lD2Fl3c9vxxbrEMVFP7?S5SJz7f4q-5Yfcljdw7QVI49UH?KeLWdfolPdzA5bKWOTB7QyX5MP 8-0.0 16-0-0 8-0-0 8-0-0 Scale: 1:25.1 4x6 = Us = 25 12 26 11 21 10 28 9 29 8 30 7 31 6 32 5 33 4 34 3X5= 16-0.0 164.0 Plate Offsets (X,Y)-. fi:0-3-0.Edqel, [3:0-3-0.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEPt.. in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DCL 125 IC 0.32 Vert(LL) nla - Na 999 MT20 2201195 TCDL 14.0 Lumber DOt. 125 BC 0.57 Vert(CT) Na - Na 999 SCU. 0.0 • Rep Stress Incr YES WS 000 Harz(CT) 0.03 3 Na Na BCDL 10.0 Code 19C20151TP12014 Matzix.SH Weight: 73 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 544 oc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. OTHERS 2X4 OF StudlStd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0. (Ib)- Max Hofz129(LC 37) Max Uplift All uplift 100 lb or less at joint(s) S. 9, 12,7.4 except 1-181(LC 27). 3-181(LC 30), 11=.108(LC 55), 5=.-108(LC 64) Max Gray All reactions 250 lb or less at joint(s) 11,5 except 1449(LC 65), 3449(LC 75), 8279(LC 70), 9=273(Lc 69), 10290(LC 68), 12381(L.0 66), 7=273(LC 71). 64290(LC 72), 4=381(LC 74) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21-10031752. 21.22=-9281531. 2-22--9091508, 2-23=-9091519, 23-24=-9281588, 3-24-10081763 10-27=4531888, 10-28--418I888. 9-22=-391I888, 9-29=4581888. 8-29=-3221888, 801 CHORD 1-25-6911897, 12-25=.6251888, 12-264-558/888,11-264-5251888,11-27=4911886. 8-30=-3221888, 7-30=-3581888, 7-31=4911888, 6-31=418I388, 632.4581883, 5-32=4911888. 5-33=-525/888, 4-33-5581885, 4-34=425/888. 3-34=4911897 NOTES- Unbalanced roof live loads have been considered for this design. WInd: ASCE 7-10; Vultcllomph (3-second gust) Vasd=87mph; TCOL=6.0psf BCDL-6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 3.060, Extenor(2) 3-0-0 to 8-0-0. Comer(3) 8-0-0 to 11-0-0, Extenor(2) 11.0-0 to 16-04 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MiNERS for reactions shown; Lumber 00L1.60 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 ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 144 oc. This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 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 24-0 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. 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 ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along thi Bottom Chord, nonconculTent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag along bottom chord from 0.0-0 to 16-0-0 for 50.0 pL LOAD CASE(S) Standard I 454= 2x4 454 = I.. Job Truss Truss Type Qty Ply MAGNOLIA 2A E02 Common 6 - - Job Reference (optional) .5rrd,o5 Lw.. rwns. . 50U lurI. 5U 5 U5 0 £1110 rlilu 0.S541 5 UOV 0 £1110 IVU 105 Ifl0U5Vfl05. 1110. I MU U .11 151f £1115 raoo 1 lD:ZFl3c9vocbrEMV7?S5SJz7t4q-ZkD_42eYukdcU2TZR9a3rCsVpxMNZ112DlgsyX5MO 8-0-0 16-0-0 8-0-0 • 8-0-0 Scale a 1:25.8 4x8 = 8-0-0 16-0-0 P_n_n I Ann Plate Offsets (XV)- F1:Edge.0-2-01. (2:0-3-0,0.2-81, 13:Edoe.0-2-01 LOADING(psf) SPACING- 2-00 CSI. OEFL. in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.81 Vert(LL) -027 4-7 '704 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.47 4-7 405 180 BCLL 0.0 Rep Stress (nor YES WE 0.15 Horz(CT) 0.03 1 nla nla BCOL 10.0 Code lBC2015fTPl2014 Matrix.MSI-1 Weight: 47 lb FT = 20% LUMBER. TOP CHORD 2X4DFNo.2G SOT CHORD 2X4OFNo2G WEBS 2X4 OF StudlStd G REACTIONS. ((b/size) 1=7041044 (mm. 0-1-8), 370410-5-8 (mm. 0.1-8) Max l-torz 128(LC 12) Max Upliftl-9(LC 8), 3-9(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. SOT CHORD Rigid ceiling directly applied or 10.0-0cc biasing. Mi1ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-1408120. 11-12=-1333124, 2-12=-1318137, 2-13=-1318137, 13-14=-1333124, 3-14-1406120 SOT CHORD 1-15=011280,4-15=W1280,4.16=011280, 3.16=011280 WEBS 2-4=01426 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL8.opsf; SCDL6.0psf 112011; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.04 to 3-0-0, lntedor(1) 3-0-0 to 84-0, Exterior(2) 8-0-0 to 11411-0, Interior(l) 1140-0 to 16-04 zone; cantilever left and right exposed ; end vertical left and right exposedC-C for members and forces & MWFRS for reactions shown; Lumber DOL1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads. 4)' 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load 01250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. . LOAD CASE(S) Standard Job Truss TrUSS type Uty Ply MAGNOLIA 2A FOI GABLE 2 Job Reference (optional) a!iTomJa inisj-Isme LL.. ,ems, i. vxa,u KUn: 524U S uec a xum ?flfll 5.4U S USC b 2U1 MuSK InaUssles. Inc. mU UCT 3 ix:iama xua rage 1 ID:H33w5zlNME20cp22Nz35P2z704C-1wnMlOfAf1mcTdg79gpb2k9JDNje_XdjylClyX5MN 7-6-0 15.0-0 I 7-6-0 74-1) Scale = 1:235 5x6 = 17 10 18 9 Ia 8 20 7 21 6 22 5 23 4 24 3x4= 354 2x4 II 7-6-0 • 15-0-0 7Xfl • 7fl Plate Offsets (KY)- 111:0-2-0.Edgel, 12:0-3-0,0-3-01. (3:0-2-0,Edgel LOADIIIG(pst) SPACING- 2-0-0 CSI. DEFL in (Icc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 Ic 0.29 Vert(LL) n/a - n/a 999 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress mci YES WS 0.10 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IBC20151TPl2014 Matrix-SH Weight: 66 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or "-0 cc bracing. Mflek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 154-0. (Ib)- Max Mori l-27(LC44) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-147(LC 27). 3=.151(LC 30), 9=-135(LC 55), 5=-135(LC 62) Max Gray All reactions 250 lb or less at joint(s) 9, 5 except 1=362(LC 63), 3=362(LC 71), 7=529(LC 1), 64290(LC 66), 10=361(LC 64). 6=290(LC 68), 4=361(l.0 70) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25-4741438,25-26--2691272,27-28--253/267,3.28--.474/432 BOT CHORD 1-17=-3991414.10-17=-2981327,4-24-3041327;3-24=-3991414 WEBS 2-7-515193 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf; BCOL6.0psf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 04-0 to 34-0. Interior(l) 3-0-0 to 7-60. Exterior(2) 7-6-0 to 10-6-0, Interior(l) 10-6-0 to 15-0-0 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--11.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the race), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlITPl 1. Gable requires continuàus bottom chord bearing. Gable studs spaced at 1-4-0 cc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chord from 0-0-0 to 15-0-0 for 53.3 plf. LOAD CASE(S) Standard LUMBER, TOP CHORD 2X6 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G OTHERS 2X4DFStudlStdG 4x8 = 2x4 4x4 = I 1job jTruss Tniss Type I' 2A F02 2MAGNOLIA 1(INGPOST I i lJob I Reference (optional) i.,. IWfl O.Zqu 3 IJG Q A# go rflnL O.IU 5 IJ 0 U10 IVIJIeR In UJ1eR, Ifl. IllU UC1 .3 1:.3:10 U1C raqe 1 ID: H33w5zlNME2Ocp22Nz35F2z704C-1wnMlO1Af1FTKTdg79gpb2k3MDlvez_d_iylCIyX5MN 7-6-0 15-0-0 7-641 7-641 Scale: 1121' 7-6-0 154-0 I 7_a_n 7_a_n Plate Offsets (XV)- t2134-0.0-2-41 LOADING(PSI) SPACING- 240 CSL DEFL in (lao) I/dell lid PLATES GRIP çLL 20.0 Plate Grip DOt. 1.25 IC 0.67 Veit(LL) -0.22 4-7 >801 240 MT20 2201195 ICOL 14.0 Lumber OOL 1.25 Sc 0.60 Ve,t(CT) -0.38 4-7 >469 180 BCLL 0.0 Rep Stress lflcr YES WE 0.14 Horz(CT) 0.02 1 We We BCDL 10.0 Code 18C20151TP12014 Matrix-MSH Weight: 45 lb FT = 20% I LUMBER- TOP CHORD 20 OF No.2 G SOT CHORD 20 OF No.2 G WEBS 2X4 OF Stud/Std G I REACTIONS. (lb/size) 1=85010.3.8 (min. 0-1.8), 3=660/0-3-8 (mm. 0-1-8) Max Hotzl=26(LC 12) Max Upliftl=-8(LC 8), 3=.8(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 cc pullins. 801 CHORD Rigid ceiling directly applied or 10-0.0cc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during buss erection. in accordance with Stabilizer Installation guide. FORCES. (to) - Max. CompiMax. Ten. - All forces 250 (Ib) or lads except when shown. TOP CHORD 1-13=-1309/28, 13-14=-1241131. 2-14=-1231143, 2-15=-1231143, 15-16=-1241131. 3-16=-1309128 BOTCHORD 1-11=011191,4-11=011191.4-12=011191.3-12=0/1191 WEBS 2-4=01411 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOL8.0psf BCDL=6.0psf h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0.0, Interior(1) 3-0-0 to 7-6-0. Exterior(2) 7-6-0 to 10-6-0. Interior(l) 10-6-0 to 15.0-Ozone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions I shown; Lumber DOL=1.60 plate grip DOL 1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-64 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconculrent with any other live loads. j LOAD CASE(S) Standard Hi I I dO Job TrUSS Truss Type Qly Ply MAGNOLIA 2A F03 KiNGP0ST 1 Job Reference (optional) T.elffoznla I rusi-lume U.U.. Ieffl3, U#. vAuiu rufl: 5241) S USC S 2U15 I'flnt: 5.545 S Dec S 2015 MITeK Incusmes, Inc. SITU OCT 3 1s:19 uis aqe 1 ID:H3318alNME20cp22Nz35P27O4C-V7UVlcfoQLtJydCshsC28GHDkdqNLCmDMh1dyX5MM I 7-6-0 15-0-0 I 7-6-0 I 7-6-0 Scale = 1:23.5 415 = I I, I 12 r 418=4x6 I 5-3-13 9-8-3 15-0-0 5-3-13 • 4.4.6 ' 5-3.13 Plate Offsets KY)- 14:0-2-0.0.0-121.15:0-2-0,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. OEFL in (Ice) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.70 Vert(LL) -0.09 4-5 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL. 1.25 BC 0.69 Vert(CT) .0.30 4-5 '608 180 BCLL 0.0 * Rep Stress mo- NO WB 0.46 Hoiz(CT) 005 3 nla nla BCDL 10.0 Code 16C201511P12014 Matrix-MSH Weight 123 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins. SOT CHORD 2X6 OF No.2 G SOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib1size) 1=275710-3-8 (mm. 0-1-8), 3'275710-3-8 (mm. 0-1-8) Max Horz1'26(LC 35) Max Upliftl-104(LC 19), 3-104(LC 22) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=.6269/256,2-3=4269125S BOY CHORD 1-12=-12313073, 1-13=-101I5959, 134. 1O!5959, 5-14=015959,5-15=0I4370, 4-15=0/4370.4-15=0/5959. 16-17=015959.3-17=-8115959, 3-18=-11113061 WEBS 2-5=012450, 24=012450 NOTES- 1)2-ply truss to be connected together with lOd (0.131"4") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 20 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 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) Vasd87mph; TCDL'6.Opsf BCDL6.opsf; h20ft; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 This buss has been designed for a 10.0 pat bottom chord live load nonooncurrent with any other live loads. • This buss has been designed fora 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 St between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip 00L(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0102-0-0,13-0-0 to 1540 for 200.0 plf. Girder carries tie-In span(s): 15-0-0 from 0-0-0 to 15-0-0 I I 10 LOAD CASE(S) Standard I) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (pit) Vert: 6-9=-300(F-280), 1-2-68, 2-3=48 1 job 11ru5s 1lrussType I' y I MAGNOLIA 2A F04 Ii P17 1IONGPOST Job Reference (optional) caljrornla TiusF,ame L.c., Pens, (A. 92510 Kun: b40 S On a auie ,nm: 0.240 S uec a xuia Milex ,naUsses, Iflc. mu u i 12:jxlv uia Iaqe 1 10:H33w5zINME2Ocp22Nz35P2z704C-WUVkfoOLtJydCshsC28GHETddQNStmDMb1dyX5MM 7-3-0 14-9-0 I 7-3-0 7-6-0 Scale = 1:23.4 456 = D800# 11 4 12 13 14 4x4 20 II 3x8 II 4x4 = 7-3-0 • 14-9-0 7-2.0 • 7-6-0 Plate Offsets (X.Y)— (10-2.19-1_121. [2:0-3-0,0-2-41. I3:0-2-ge1. 13:0-2-0.0-1-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I!defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) nla - n/a 999 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a - n/a 999 ECU. 0.0 Rep Stress lncr YES WE 003 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code IBC20I5/7P12014 Matrix-MSH Weight: 47 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-10-150c purlins. 801 CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2X4 OF Stud/Std G I MiTek recommends that Stabilizers and required cross bracing be WEDGE I installed during truss erection, in accordance with Stabilizer Left 20 OF Stud/Std -S. Right 2x4 OF StudfStd -G Installation guide. REACTIONS. All bearings 14-9-0. (lb) - Max Hoiz 1-27(LC 37) Max Uplift All uplift 100 lb or less at joint(s) except 1=-155(LC 27), 3=-153(LC 30) Max Gray All reactions 250 lb or less at joint(s) except 1=504(LC 55). 34807(LC 63). 4447(LC 61). 1477(LC 1), 3=483(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All tomes 250 (lb) or lessexcept when shown. TOP CHORD 1-15=-8801442, 15-16=477/262.2-16=467/201, 2-17-667/239, 17-18-677/326, 3-184-801/420 GOT CHORD 1-11=-404/797, 4.11=-388/781, 4-12=-4491843, 12-13=-455/848, 3-13=4551848. 3-14=-182(447 NOTES- 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.Opsf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-0 to 3-3-0, Interior(l) 3-3-0 to 7-6-0. Exterior(2) 7-64 to 10-6-0, Interior(l) 104-0 to 15434 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.60 Gable requires continuous bottom chord bearing. This buss 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 tail by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200A has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSWTPI 1. This truss has been designed for a moving concentrated load of 250.thb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed fOr a total drag load of 800 lb. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 (07-11-0 for 101.0 pIt. LOAD CASE(S) Standard Job Truss Truss Type IQty ply MAGNOLIA 2A F05 KINGPOST 7 I 1 Job Reference (optional) California TrusFiame U_C.. Ferns, CA. 92510 Run: 8.2403 Dec 62018 Print: 8.2409 Dec 62018 MiTek Industries Inc. Thu Oct 3 12:39:20 2019 Pass 1 ID:H33w5zINME2Ocp22Nz35P2z704C-zJv7j4gQBf?AZnn2EajHgTqOi1zG6tYvR0RPHByX5ML 7-3-0 • 14-9-0 7-3-0 • 7-6-0 Scale = 1:23.0 4x6 = j 1 4x6 = 2x411 434 = 7-3-0 14 I ' 7.3. 7. Plate Offsets ()(X)- 12:0-3-0.0-241 LOADING(psi) SPACING- 2-0-0 CSI. OEFL in (lc) lldefl L/d - TCLL 20.0 Plate Grip DOL 1.25 IC 0.68 Vert(LL) -0.23 4-10 p775 240 TCOL 14.0 Lumber DCL 1.25 BC 0.61 Vert(CT) -0.40 4-10 '438 180 BCLL 0.0 I Rep Stress Incr YES WS 0.13 Horz(CT) 0.02 1 nla nla BCOL 10.0 Code IBC20151TP12014 Matrix-MSH PLATES GRIP MT20 2201195 Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudfStd G WEDGE Left 2x4 OF StudlStd -G REACTIONS. (IbIsize) 1=649lMechanical. 3849I0441 (mm. 0-1-8) Max Horz1-21(LC 13) Max Uplift1-8(LC 8). 3-9(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Jb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1262(31. 13-14=-1191132, 2-14=-1184145. 2-15-1181144, 1S-16=-1191131. 3-16=-1259/29 801 CHORD 1-11=0/1143.4-11=011143.4-12=011143.3-12=011143 WEBS 2-4=01399 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL=6.0psf BCDL6.0psf h201% Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exteiior(2) 0-3-0 to 34.0. Interior(l) 344 to 7-6-0. Exterior(2) 7.6-0 to 10-6-0. Interior(1) 10-6-0 to 15.0.0 zone; cantilever left and tight exposed; end vertical left and tight exposed;C-C for members and forces a MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. • This buss 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 24-0 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 buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIiTPI 1. This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. I LI I, LOAD CASE(S) Standard I Job I russ I russ Type Ply MAGNOUA 2A MOI JACK-CLOSED GIRDER Fly Job Reference (optional) ringrms misname u.i... i-ems, u#. 431U r(url: D.4U 5 USC C ajie i-nm; e.iqu a usc o xuia wlluel( maCawe,, inc. mU L=tLJ5;i U15 rare ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-SVTVwOh3yy71BxMEoHEWDhMeKOFxrDJ3ggBypdyX5MK I 4-10-3 8-0-0 4-10-3 3-1.13 20 II Scale' 1:17.5 8x8 = 440-3 • 8-041 a_1n_ • Plate Offsets (XY)— 11:0-3-0.0-3-41,14:0-1-1 Z07M. 15-.044,0.2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Udell Lid PLATES GRIP TCLL 20.0 Plate C-np DCL 1.25 TC 0.37 Vert(LL) -0.05 5-8 2,999 240 MT20 220/195 TCDL 14.0 LumbarDOL 1.25 BC 0.84 Vert(CT) -0.15 54 411 180 ECU. 0.0 Rep Stress Incr NO WE 0.61 Horz(CT) 0.02 4 n/a n/a SCOt 10.0 Code IEC20151TP12014 Matrix-MP Weight: 74 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X6 OF No.2 G WEBS 2X4 OF Stud!Std G BOT CHORD REACTIONS. (lb/size) 1=291210-5-8 (mitt. 01.10), 4=2912/Mechanical Max Horz170(LC 7) Max Grav13005(LC 22), 4=3005(LC 25) FORCES. (Ib). Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=455010 SOT CHORD 1-10=012752.1-11=014349,5-11=014349,5-12=014349.4-12=014349 WEBS 2-5=013207, 2-4=488510 Structural wood sheathing directly applied or 5-10-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-00c bracing. NOTES- 1)2-ply truss to beconnected together with lOd (0.131"x3') nails as follows: Top chords connected as follows: 2x4. I row at 0-941 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 043-0 cc. Webs connected as follows: 2*4 - I row at 0-9.0 cc. 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. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=5.0ps1 BCDL'9.opsf; h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL1.60 plate grip DOL=160 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. 5) A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other We loads. Girder carries tie-in span(s): 32-0-0 from 0-0411 to 8411-0 P LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lnease1.25. Plate lnorease11.25 Uniform Loads (p11) Vert 1-34-68, 4-5=-674(F-654) I ~ t Job TrUSS iruss rype ty Ply MQ2 MONOCALHIP F 1 - Job Reference (optional) - ......... ,.,.,. Nun; qu 5 uec S 2616 mm 524W S USC S win wilieR Inausmes. inc. mu ocr r i2:9z1 5019 PSQ 1 lDZFl3c9vxxbrEMVIP7?S5SJz7f4q-SVTVwOh3yy7lBxMEoHEwDhMcvQM6rK73ggBypdyX5Ml( 5-il-li 54.4 • 5-8-12 640 7-5-12 74-8 5-44 • 0-4-8 0.2-i-57-1-5-12 b-3.12 045 Scalel:14.8 5x16 5-4-4 6-0-0 7-5-12 7-9-8 I Plate Offsets (X,Y)— [2-0-11-4,0-1-41, 16-0-1-8,0-1-81 - - - - -- - - -- LOADING (PSI) SPACING- 2-0-0 CSI. DEFL in (bc) IldefI Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 046 Vert(LL) -006 8-11 2-999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Veit(CT) -014 8-11 '632 180 BCLL 0.0 Rep Stress Inor NO WB 017 Horz(CT) 0.01 1 n1a nla BCDL 10.0 Code 1BC20151TP12014 Matrix-MP Weight: 32 lb FT = 20% LUMBER- BRACING. TOP CHORD 2X4 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G BOT CHORD REACTIONS. (lb/size) 1482/0-3-8 (mm. 0-1-8), 6764!Mehanical Max Horz 137(LC 4) Max Uplift542(LC 5) Max Gravl=583(LC 23). 6862(LC 33) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-777I14 801 CHORD 1-13=-151729. 8-13-151729, 8-14=361622, 7-14=-36I622, 7-15=-391613. 6-15=-39I613 WEBS 2-8=01677,2-7=-384194,2-6--894157 Structural wood sheathing directly applied or 8-0-00c purlins, except 04.0 oc purlins (6.0.0 max.): 2-4. Rigid ceiling directly applied or 10-0-Coo bracing. Mifek recommends that Stabilizers and required cross bracing be installed during buss 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=60psf BCDL=6.0psf, h=201t Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other Ewe leads. This buss 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 buss connections. This buss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. Girder carries hip end with 0-0.0 right side setback. 6-0-Cleft side setback, and 6-0-0 end setback. Graphical purtin representation does not depict the size or the orientation of the pullin along the top andlor bottom chord. Hanger(s) or other connection device(s) shah be provided sufficient to support concentrated load(s) 362 lb down and 81 lb up at 5-8-12 on top chord. The designlselection 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 beck (B). LOAD CASE(S) Standard I i) Dead + Roof Live (balanced): Lumber Increase=i 25, Plate Increase=I.25 Uniform Loads (pif) Vert 1-2=48.2-3=-131,3-4=68, 6-9=-39(F=-19) Concentrated Loads (lb) Vert: 2=-306 I 1, Job TrUSS Truss Iype Qty Jply MAGNOLIA 2A M03 MONO TRUSS 2 Job Reference (optional) l,viuwnuu u rurrvime u.i.... rellilv, ..c vitu nun; oau vi uec a turn rirni; D.qU vi uec a £U1lv lvii ilvvi rnuusulus, inc. u flu vu 1;vivi1 u1a rviqe 1 ID:ZFl3c9vlocbrEMVfP7?S5SJz7f4q-SVTVwOh3yy7lBxMEoHEWDhMeuQMrrLz3ggBypdyX5MK 3-11-0 • 6-0-0 7-5-12 7-9-8, I 3-11-0 2-1-0 1-5-12 -3-12 20 II Scale = 1:16.7 30 3x4 6-0-0 7-5-12 17-94 5-0.0 • 1-5-12 n-a-i, Plate Offsets MY)— 160-1.8.0-1-8) LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (icc) Ildefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Vert(LL) -0.09 7-10 p986 240 MT20 2201195 TCDL 14.0 Lumber DOL 125 BC 0.39 Vert(CT) -0.17 7-10 p526 180 ECU. 0.0 Rep Stress lncr YES WB 0.12 Ho,z(CT) 0.01 1 nia nla SCOL 10.0 Code 1BC2015l1P12014 Matiix-MP Weight: 30 lb FT = 20% LUMBER. TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. ((b/size) 1=32910-3-8 (mm. 0-1-8), 6=357/Mechanical Max Horz163(LC 8) Max Upliftl-3(LC 12). 6=-25(LC 8) Max Grav1429(LC 23). 6=455(LC 31) FORCES. (Ib) - Max. CompJMax. Ten. - Allforces 250 (Ib) or less except when shown. TOP CHORD 1-13=40010, 13-14=-37710, 2-14=-37318 SOT CHORD 1-11=451371,7-11=451371,7-12--451371.6-12=-45071 WEBS 2-6=484181, 2-7401420 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-00c pudins. SOT CHORD Rigid ceiling directly applied or 1044cc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. F NOTES- Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDL40.0psf. BCOL=6.0psf, h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0.0 to 3-0-0. Interior(1) 3-0-0 to 7-9-8 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 DOt.a1.60 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 2404 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. This truss is designed in accordance with the 2015 International Building Code Section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any Other live loads. LOAD CASE(S) Standard I I I Job Truss Truss Type Qty Ply MAGNA 2A M04 MONO 'Muss 1 Job Reference (optional) duIurnIa misname LL,-.. reins, L.% aLa,u nun: e.squ a um razuiv rnni: e.qu a uec b uie injure ungusmea, inc. mu uct jia:uia rage i ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-wiOt7mihiGFup4xRM?Hluvphqjcap4CvKwWL4yX5MJ 4-6-0 4-6-0 D=800# Scale = 1:11.5 2x4 II 3x4 = - 4-6-0 Plate Offsets (X,Y)— 11:04)-0.0-1-11 LOADING(psi) SPACING-. 2-0-0 CSI. OEFL in (Icc) L/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Vert(LL) -0.05 3-6 '895 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.10 3-6 '513 180 BCLL 0.0 Rep Stress lncr NO WS 0.00 Ho,zCT) 0.01 1 n/a n/a BCOL 10.0 Code l8C2015/TP12014 Matrix-MP Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except 801 CHORD 2X4 OF No.2 G end verticals. WEBS 2X4 OF Stud/Std G 801 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 119210-3-8 (mm. 0-1.8), 3192/Mechanical Max Horz141(LC 34) Max Upliftl.264(LC 27), 3=-45(LC 38) Max Gravl=363(LC 48), 3=355(LC 55) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-7761731, 2-8=-290!285 SOT CHORD 1-7=468/721. 3-7=-3871364 NOTES- Wind: ASCE 7-10; Vultllornph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL=6.0psf; h=20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 4-4-4 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 00L1.60 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 24-0 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 girders) for truss to buss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip 00L(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0 to 4-641 for 117.8 plf. LOAD CASE(S) Standard Job truss Truss type Uly Ply MAGNOLIA 2A A1O MONO CALHIP 1 Job Reference (optional) uaivaznia ulusr, naI.u.,rems.uR. vtu (Ufl:5.Z4U5 USC eari IInm:e2usuec bu1eMIIexlnausvie5.unc. inuucr f:u4aI1S laqel ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-y9hrAa17CstTFtOvl-t0HOAoB7wCWWFlOuAsVCV3yX5OT 2-9-13 5-5-4 9.11-11 14-9-8 2-9-13 2-7-7 4-6-7 4-9-13 Scale: 1:40.8 2X4 Il 4x8 = 4x6 = 5.5-4 . 14-9-8 5-5-4 • 9.4.4 Plate Offsets (XV)- 16:0-2-12.0-2-01.11:0-2-0.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (bc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.82 Vert(LL) -0.33 6-10 >532 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.61 6-10 >286 180 BCU. 0.0 Rep Stress Incr NO WB 0.42 Hozz(CT) -0.03 7 n/a n/a BCDL 10.0 Code ISC2015!TP12014 Matrix-MSH Weight 65 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc pudins, except SOT CHORD 2X4DFN0.2G end verticals, and 0.0-0 oc pudins (5-11-1 max.): 1-2. WEBS 2X4 OF StodlStd G 801 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 5=675/0-3-8 (mm. 0-1-8),7=70310,U (mm. 0-1-8) Max Horz5=-100(LC 9) Max UpIif=-28(LC 8). 7-57(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=92=35,111-12-9311234,4-12-1 0162M, 4-13--14501173,13-14:-14611161, 5-14=-15011160, 1-15=-944/323, 15-16=-9411324. 16-17=-940!324, 2-17=-940/324, 1-7=465/217 BOT CHORD 6-19=-198/1403. 5-19=.198/1403 WEBS "=A84198,2-6--18112S9,1-6--30811030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL=6.0psf BCDL6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 13-7-3 to 14-7-12, Exterior(2) 944 to 13-7-3, Interior(1) 34-0 to 11-11-11. Exterio42) 0-0-0 to 3-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pat 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 3.641 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease=1.25. Plate lncrease=1.25 Uniform Loads (p11) Vert: 2-3=-68, 2-11=48, 11-15=-70, 5-14-68, 11-116=66,246=28.7-8-20 I I- Scale = 1:82.4 3118 = 3x8 3 4 3x8 zt 5 Job Tsuss Truss Type Oty ny MAGNOUA2A A13 CAL HIP Job Reference (optional) '.,dlllurllm I Iu5rrdme rums, '.,n. no,u nun: e.au 5 USC C dlflC rnnt: 0.01W 5 USC C 01101511 InQu5mu5. Inc. IOU ,JGI J I:a,:uJ Lul. rage I ID:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-QLF5Nw2IzA?Ktlz6ojodi?kJMcqO_d12OWEm1WyX5OS 7-3-15 • 13-3-12 16.0-0 18-8.4 22-0-4 25.0-8 28.7-14 32.14 38-10.10 41.0.5 41r7i12 49-00 7.3.15 • 5.11-13 2-8-4 2-8.4 3.4-0 3.0.4 3-7-8 3-5-10 4-9-2 4-1-11 0t7J7 7.4-4 28 29 21 30 20 19 18 31 17 32 16 33 15 14 34 13 35 12 36 37 3x6 II 4x5 = 4x6 4x6 = 4x8 = 3x6 II 4x6 = 5x8 = 6x8 = 8x8 = 5x8 = 8x8 WB= 13,5-8 184-8 18422-0-4 25-0-8 , 25-7-14 32-1-8 • 35-10-10 • 41-7-12 49-0-0 7-3-15 13-3.12 7-3-15 5.11-13 0.1L12 5-1-0 0-1-123-4-0 3.0-4 ' 3.7.8 3-5-10 4-9-2 4.9.2 7.4.4 Plate Offsets (X.Y)-. 14:0-3-0.Edgel, 16:0-2-8.0-1421, I8:0 -2-8.0-2-0J.[9:0-2.8.0-l-81. 110:0-2-8.0-2.81, [16:0-2-8.0-2-01. 117:0-3-8.0-4-121. 118:0-2-12,0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. OEFL in (lc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.71 Vert(LL) -0.38 14-16 V999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.28 14-16 p335 180 BCU. 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) -0.08 20 We n/a BCOL 10.0 Code IBC20151TPI2014 Matiix-MSH Weight: 1144 lb FT = 20% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. except TOP CHORD 2X4 OF No.2 G SOT CHORD 2x8 DF SS G Excepr 0-0-0or. pudins (6.0.0 max.): 7-10. Except 52: 2X4 DF Stud/Std G 6-0-0 cc bracing: 7-10 WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. OTHERS 2X4 OF StudlStd 0 REACTIONS. (tb/size) 113727I05.8 (mm. 0-1-8). 1-1281/0-5-8 (mm. 0-1-8), 20466231044 (mm. 0-1-12) Max Hoizll=56(LC 9) Max Upliftll=-251(LC 8), 1-1496(LC 19), 204-239(LC 4) Max Gravll=3735(LC 19), 1143(LC 8), 2046623(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-1113901802,7-8=436471430,8-9=-11 68461895, 9-10=-108901702.1-2=-44016407, 2-3=-191/4063,3-4=-350146,5-6-18613900,6-7=-34431181 BOT CHORD 1.28=43621326. 1-29=4131(433, 21-29=-6131/433, 21-30=41311433,20-30=41311433. 19-20=-3808!228, 18-19=-38081228, 18-31=.156!3295, 17.31 =.15813295, 17-32=42518483. 16-32=42518483, 16-33=-895116846, 15-33-895116846, 14-15-895/16846, 14-34=-945115884, 13-34=-945/15884, 13.35=-g45115884, 12-35=-945115884, 12-36=-779/10877, 11-36=-779110877, 11-37-54117888 WEBS 10-12=0/2295, 9-12=-54581181. 9-13=01653,9-14=011049, 8-14=-44/1894, 8-16=45781486,6-17-364f7630.6-16--93821496. 5.18=-716180, 3.204-19881116, 7-16=.5912332, 7-17=42851326. 3-5=-18414017,2-21=16041167, 2-204-23212545 NOTES- 1)4-ply truss to be connected together with lOd (0.131*4 nails as follows: Top chords connected as follows: 2*4-1 row at 0.9-0 cc. Bottom chords connected as follows: 24 -3 rows staggered at 044 cc. Webs connected as follows: 2*4-1 row at 0-9-0 cc. Attach IC WI 112 siam. bolts (ASIM A-307) in the center of the member w/washers at 4-0-0 cc. Attach BC wl lIT diem. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 cc. 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; TCDL6.opsf; BCDL=6.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 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 200p5f 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Conb onconcunent with any other live loads. I Job Truss Truss Type Oty Ply MAGNOLIA2A A13 CAT. HIP 1 Job Reference (optional) aillurnld ,ivar,dlllc kti.,.. rellpa. %efl. OCIy nu,i. a.v.0 a uc a tijia run,. a.Ofl, S UJ5 a Cilia WUUCW ifluuSuiaS, IliL. iOU 'Jul .1 ic.Jt.UU cilia rc C lD:ZFl3c9vxxbrEMVfP77S5SJz7f4q.QLF5Nw21zA?Kt1z6qjodi?kJMcqO_d12OWEm1WyXbS NOTES- Girder carries hip end with 8-0-0 end setback. Graphical purtin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 698 lb down and 156 lb up at 41-7-12 on top chord, and 50 lb down and 2 lb up at 18.48, and 50 lb down and 2 lb up at 13-5-8, and 2650 lb down and 111 lb up at 32-1-8 on bottom chord. The designlseleclion of such connection device(s) is the responsibility of others. I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel.25, Plate lncreasel.25 Uniform Loads (pIt) Vert: 10-11-68, 7-8=-68, 8-10-165, 1-4-70, 14-25-20, 1422.49(B29), 4-7-68 I ,Concentrated Loads (Ib) Veil: 10-589 14-2650(B) 18=-SO 20=-50 I Il I. I 34 = 3x8 3x8 3 4 5 3.50112 27 28 Is 29 17 16 15 30 14 31 13 12 32 11 33 34 3X6 II 480 = = exa =380 = 5x8 = 5s8 880= '4' Jab TnjsS truss Type ty Ply MAGNOLIA 2A A14 CAL HIP 1 ju I Job Reference (optional) California TrusF,ame (IC.. Pens, CA, 92570 Run: 82405 Dec 6 2018 Print 8.2408 Dec 6 2018 MiTek Industries, Inc. Thu Oct 312:37:06 2019 Pas1 ID2FI3c9vxxbrEMVfP7?S5SJz7f4q-vXoThG2NkU7BU8VIORJsFDHSZ08Hj7qBdA_JZyyX5OR 40-1-4 8-6-2 , 12-3-12 • 18-00 184.4 25-60 • 31-10-8 39-64 3+13 43.7-8 - 4900 8-8.2 ' 4-7-10 2-8-4 2-8-4 4412 ' 8-4-8 7-7-0 064' 344 • 5-4-8 0-7-7 Scale' 1:82.8 1644 6-6-2 13-3-12 13-64 , 18434 • 23.6-0 • 31-10-8 • 40-14 44-00 6.8-2 4.7-10 01l42244 244. 44-12 • 8-4-S 8-2-12 Plate Offsets (X,Y)— 1[11:0-3-7.0-041. (4-0-3-0,Edgel, 16:0-2-12.0-2-81.110:0-3-7.0-0-81.111:0-2-8.0-2-01. 115:0-2-0.0-2-01 LOADING (psf) SPACING- 2-0-0 Cs,. OEFL. in (bc) 1/deft L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 IC 0.87 Vert(LL) -0.37 14-15 "999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.97 Veit(CT) 4.15 14-15 '374 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Hó1z(CT) -0.08 17 n/a nla BCDL 10.0 Code I3C2015ITPI2014 Matrix-MSH Weight: 563 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF N0.20 -Excepr TOP CHORD Structural wood sheathing directly applied or 5-11-3oc purlins, except 13: 2X4 OF No.l&Btr 0 0-0-0cc putlins (5-5-9 max.): 6-8. Except 801 CHORD 2x8 OF SS G *Except' 5-6-0cc bracing: 6-8 64:24 OF No.2 G B2: 2X4 OF Stud/Std G 601 CHORD Rigid ceiling directly applied or 6-0-0cc bracing. WEBS 2X4 OF Stud!Std G "Excepr WT. 2x4DFNo.20 REACTIONS. (lb/size) 10=1720/0-3.8 (mitt. 0-1-8), 152/O-3.8 (mm. 0-1-8), 1735451044 (mm. 0-1-14) Max Hera 10-76(LC 8) Max Upliftlo-139(LC 4), 1-187(LC 19). 17.216(LC 4) Max Grav10=1725(LC 19). 1224(LC 41). 1743545(LC 1) FORCES (!b) - Max. CompiMax. Ten. - Al forces 250 (to) or less except when shown. TOP CHORD 8-9=-4798/442. 9-10=-5064/483, 6-7=4563(473, 7-25=4601/435, 25-26=45951436, 8-26=-45901438, 1-2=-24511607, 2-3=01477. 3-4-396176. 4-5=-300180, 54=4/434 601 CHORD 1-27=-930/182, 1-28=-15141247. 18-28=-15141247, 18-29=-15141247, 17-29=-15141247. 16.17=-394/48, 15-16=-394/48, 15-30=-47414455, 14-36=47414455, 14-31=.65516227, 13-31=6551622712-13=455f6227, 12-32=45516227, 11-32=45518227, 11-33=-505/4817, 1033=505/4817, 10-34=-29512944 WEBS 7-11=.1707/226, 7-12=-8/274, 7-14=-17531134. 6-15=-5411/555. 2-17=-26211350, 3-17=-789/75, 6-14-9511893, 5-15=-368/94. 3-5=-6!680, 2-18=-1072f212, 8-11=01834 NOTES- 1)2-ply buss to be connected togetherwith lOd (0.131'xY) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9.0 cc. Bosom chords connected as follows: 2x8 -2 rowsCtaggered at 0-9-0 oc. Webs connected as fellows: 2x4 -1 row at 0-9.0 cc. 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 IóàdS have been considered for this design. Wind: ASCE 7-10; Vult=ll0rnph (3-second gust) Vasdn87mph; TCOL5.0psf BCOL=6.0p5f h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOLI.60 Provide adequité drainage tàprevent water ponding. This buss has been designed lbrä 10.0 psf bottom chord live load nonconcurrent with any other live loads. This buss 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 24-0 wide will I between the bottom chord and any other members. A plate rating reduàtión of 20% has been applied for the green lumber members. This buss is designed in accordance with the 2015 International Building COde section 2306.1 and referenced standard ANSII'TPI 1. This buss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord. noncOncunieilt with any other live loads. Graphical purtin representation does not depict the size or the orientation of the puilin along the top and/or bottom chord. Continued on page 2 I / Job I rUSS Iruss Type Qty MAGNOUA2A JAI4 CALKIP I ob IP72 Reference (optional) ,dCIlWJ,.O I uuar..,,,c *1._., rw,w. S. LJ,V flWI. O*LW D UCI CLV IC nun. CLuU u uCu U CVIU WUIwt ulwlallla, WL IflU .Jw .3 I&.OI.UU Lv I r £ - lDiFl3c9vxxbrEMVfP7?S5SJz7f4q-vXoTbG2NkU7BUBYlORJsFOHSZO8Hj7qBdA_JZyy%'OR NOTES. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 27 lb up at 39-5-8 on top chord, and 50 lb down and 2 lb up at 13-54 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inci'ease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) - Vert: 8-10-68, 6-25-102(F=-34), 8-26-68,14=70, 3-4-104(F-34), 19-22-20,4-6=402(F=-34) Concentrated Loads (lb) Vert: 17-50 26-102 Trapezoidal Loads (pit) Vert: 25-102-to-26-68 Job russ TrussType I MAGNOLIA2A I 1.15 CALHIP I I'1P'Y 2 IJobReference(optional) I V2 9.1-10 9-1-10 13-3-12 16-0-0 • 18-84 23-04 31-5-0 37-4-5 39-7-12 43-8-9 49-0-0 9-1-10 • 4-2-2 • 2-8-4 2-8-4 • 4-44 8-4.8 5-11-5 2-3-7 4-0-13 Scale = 1:82.8 — I 32 3*6 = 3x8 3x6 56= 3.50 L12 3x8 9 5x6 30 2X4 11 10 26 1 29 hh ~!* do 34 35 19 38 18 17 18 31 Is 38 14 13 39 12 40 41 5*8 = 3*6 It 4*6 = 8*8 = 4*6 = 4*6 = 3*6 II 4*8 = 5*8 6*8 = 1600 18-8-4 9.1-10 13-3-12 13,54 18.8-8 ,, 23.04 , 31-5-0 39-7-12 490.0 Plate Offsets (X.Y)— 11:0-3-7,0-0-11, (4:0-3-O.Edcel. 11 1-0-3-7.0411-811, (12:0-2-8.0-2-01 LOAOING(psf) SPACING- 2-0-0 CSI. DEFL in (ice) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.24 15-16 2,999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.85 15-16 p505 180 BCU. 0.0 Rep Stress Inor NO WS 0.49 Horz(CT) -0.06 18 n/a n/a BCDL 10.0 Code lBC2015ITP12014 Matrix-MSH Weight: 569 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. except 601 CHORD 2x8 OF 55 G Except 04114 oc pudins (6-0-0 max.): 6-8. Except 134:24 OF No.2 G, 62:2X4 OF Stud/Std G 644cc bracing: 6-8 WEBS 2X4 OF Stud/Std G'Except- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WT: 2X4 OF No.2 G REACTIONS. (lb/size) 11=1475/0-3-8 (mm. 0-1-8). 116410-3-8 (mm. 0-1-8), 18=288510-3-8 (mm. 0-1-9) Max Horzll-72(LC 16) Max Uptiftll-75(LC 8), 1-78(LC 23). 16441(LC 8) Max Gravll=1480(LC 23), 1333(LC 45). 182885(LC 1) FORCES. (lb) - Max. CampiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-26=-37951501, 26-27-38031500,10-27=-3872f495. 10-28=4159/431, 11-2824201/420. 11-29=-22101182,6-7=-31121161, 7-30=-37061569,30-31-37021569,8-31=47011570. 1-32=-13911101. 2-32=-125!1152, 2-33=-38/350, 3-33=-25/421, 3-4-296/64, 5.42=-181375, 6-42=-27/353 SOT CHORD 1-34=480/146. 1-35=-1075/155, 19-35=-1075/155, 19-36=-1075/155, 18-36=-1075/155, 17-18=-355/102, 16-17=-3551102. 16-37=-142/3023. 15-37=-14213023. 15-38=-347/4535, 14-38-347/4535, 13-14-347/4535, 13-39=-347/4535, 12-39=-347/4535, 1240=435/3993,11-40=-43513993,11-41=-25112468 WEBS 10-12=-308!81, 8-12=0/625, 7-12=476/39, 7-13=0/324, 7-15=-1505/271. 6-16-3900/220, 2-18-137!927. 3-18-599/87, 6-15=-54/1635, 3-5=49/572, 2-19=-836/135 NOTES- 1)2-ply truss to be connected together with lOd (0.1314) nails as follows: Top chords connected as follows: 2x4 -1 row 310-9-0oc. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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) Vasd87mph; TCOL6.0psf, BCDL6.0psf h=20ft Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C lnterior1) 37-2-15 to 49-0-0. Extenor(2) 33-0-0 to 37-2-15. lntenor(1) 25-11-8 to 25-11-8, Extenor(21 9.4.4 to 13-7-3, Interior(l) 3-0-0 to 11-7-11, Exterior(2) 0-0-0 to 3-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 ps/ 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 3-6411 tell by 2-0-0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Continued on page 2 Job Truss Truss lype Ply MAGNOUA 2A JA15 CM. HIP IQ"1 ~JWRfewoe(optiorutl) ru,.-rwuc &. rum; n wa,u null. oLqu 5 USC U LUIC rrml. o.t,U. USC U tIU UVU ICR IflUMSUCU IIY.i. I flu SC% .1 l.Jl.UI U IS ru ' lD:ZFl3c9xbrEMVP7?S5SJz7f4q-NjMroc3?VnF26L6LJy8q5nQpelPYKSexLsajs6OyXOO NOTES. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads. 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) 50 lb down and 4 lb up at 18-6-8, and 50 lb down and 4 lb up at 13-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard I I) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate lncrease1.25 Linifomi Loads (pit) Vert 8-9=-68, 8-26-68, 26-29=-70, 11-29=-68, 63168, 8-31 =-28, 1.4-70, 20-23-20, 4-6-66 Concentrated Loads (lb) Vert: 16=-50 18=-50 I I I 1 Job Truss Truss Type Ply MAGNOUA 2A A16 CAL.HIP F Job Reference (optional) 35-11-12 74.11 13.3.12 18-04 1944 23.4.9 27-9.0 32-14 354-035al-8 41-9-3 • 494.0 74-11 5-9-1 2-8-4 3-44 4+2 • L. ' 4-44 3-24 0.6-5' 5-9-7 • 7-2-13 0-7-7 Scale = 1:82.4 600 MT18HS= 2x411 3 4 37 5x6 =SK6= 20 II 398 = 5x5 3.50j2_ 18 16 15 13 30 19 31 17 32 33 14 34 35 12 38 4x8= 2x411 6x8= 3x6 6x8= 5x8= 4x8= = 294 11 44= 3x10 MT18HS LOAOlNG(psf) SPACING- 2.0.0 CSI. DEFL in (bc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.97 Vert(LL) -0.45 12-13 951 240 MT2O 2201195 TCDL 14.0 LiimberOOL 1.25 I BC 0.96 Vert(CT) I -1.18 12-13 '351 180 MTI8HS 2201195 BCLL 0.0 Rep Stress Inor NO WS 0.89 Hciz(CT) -020 18 nla We BCDL 10.0 Code 13C201511P12014 Matrix-MSH Weight 224 lb FT = 200/6 LUMBER- BRACING- TOP CHORD 2X4 OF Noi&Btr G Excepr TOP CHORD SIIUCtUIBI wood sheathing directly applied or 244cc purtins, except T3.T2.2X4 OF No.2 G 0.0-0 cc purns (2-10.5 max.): 5-9. Except SOT CHORD 2X4 OF No.2 G Excepr 2-10.0 cc bracing: 5.9 83: 2X4 OF No.1&Btr G 801 CHORD Rigid ceiling directly applied or 2-3-2 cc bracing. WEBS 2X4 OF StudlStd G Except' WEBS 1 Row at midpt 6-16.4-18 WS: 2X4 OF No.2 G MiTek reconurtends tiiat Stabilizers and required cross bracing be WEDGE installed during buss erection, in accordance with Stabilizer Right 2x4 OF StudlStd -G Installation guide. REACTIONS. (lb/size) 11=174110-3.8 (mm. 0-1-14), 140310-3.8 (mm. 0-14), 18=4350/0-3-8 (req. 0.4-10) Max Horzll.69(LC 8) Max Upliftll-168(LC4), 1-632(LC 19). 18=453(LC 4) Max Gravll1751(LC 19), 1147(LC8). I8=4360(LC 1) FORCES. (lb) - Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-26=40411514,10-26=4099/497, 10-27=-47751455. 11-27=47871433,5.6=4341153. 6-7=-36841528, 7-28=-36841528, 8-28=-36841528. 8-29=-3889/505, 9-29=38731504, 1-2=43112364. 2-3=-31813401, 3-6=-29213372, 4-37=.614/200, 5-37=-719/193 801 CHORD 1-3@-22291421, 19..30=.22291421, 19-31=-24901349, 18-31=-24901349, 17-18=-12841130, 11-32=-12841130, 16-32=-12841130, 16-33=-37$12375, 15-33=-37$I2375, 14-15=-%&4151,14-34--56514151,13-34--%514151,13-36—M/4493, 12-35=-55914493, 12-36=46314521, 11-36=463/4521 WEBS 10-12=-71405, 10-13=383/97, 9-13=-32/711, 8-13=434/137,8-15=-639/93, 6-1S=-16011764, 6-16=-25161363, 4-16=.41813150.4--18=40011452. 2-18=-11401129, 2-19=01664, 5-16=.6361165.3-18-302f75,7-15=-5871146 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TC0L=$0ps BCDL=5.0psf. h201t Cat. II; Eiq, B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip DOL1.60 Provide adequate drainage to prevent water pondbig. All plates are MT20 plates unless otherwise indicated. This buss has been designed for a 100 pat bottom chord live load nonconcurrent with any other live loads. This truss has been designed for alive load of 200psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will I between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. WARNING: Required bearing size at joint(s) 18 greater than input bearing size. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed fora moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. Continued on page 2 Job ss TrussType MAGNOLtA2A 1CALHIP I 1JobReference(oplional) I Ca!ifamia TnisRsme LLC.. PfA16 ,A. 92570 R$2O9D6WiLhE8240i620iWMiTek lndustiies Inuba 12,37.092019 Pace 2 ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-iwwD?x4dG5NvkVhhWsLKKeMmRpqqB??U5UTQeiyX5OP NOTES- Hanger(s) or other connection device(s) shall be provided suffidènt to support concentrated load(s) 242 lb down and 54 lb up at 35-4-0 on top chord. The design/selection of I such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) bead + Roof Live (balanced): Lumber lnoreasel.25. Plate lncreasel.25 I Uniform Loads (pIt) Vert: 9-254-68. 26-2Th-70, 11-27=48, 5-28=-136(F48), 9-29=68, 14-70, 20-23-20, 4-3Th-68, 5-37-136(F-68) Concentrated Loads (lb) Vert 254-204 Trapezoidal Loads (pit) Vert 28=-136-to-254-102 to fES XP- 6130121 NO. C53821 I I . I I. I I Job rruss Truss Type uly Ply MAGNOLIA 2A JAll CAL HIP 1 Job Reference (optional) UUMIUMd I JU5I5fl15 U.k., rem,. I.,M. 541U ,%url; 5.U5 L15V 0"IQ rML 0.'U 5 LMG 0 LUJO 5515,1 IflUIl5U155, Ifl. 155 ULI .5 14 .il' US .5UIS rsys ID:ZFl3c9v1o1brEMVfP7?S5SJz7f4q.lwwD?x4dG5NvkVhhWsLKKeMpdpOB?KU5UTQeiyX50P 7.6-11 • 13-3-12 *6-0-0 • 19-48 • 23-4-9 21-9.0 32-14 33-4-535-11-12 41-9-3 49.0.0 1-6-Il ' 5-9-1 2-8-4 • 3-4-8 • 4-0-2 4-4-7 4-4-6 1-2-15 2-7-1 5-9-7 • 7-2-13 Scale = 1:82.5 5*5 II 2x411 3x6 3 4 5*8 = 46= 20 11 10 5*8 3.501g. 0 30 12 c') 0 35 20 36 19 1837 17 38 16 15 39 5x8 5x8 4x8= 4x6 2x411 3x8 4x6 14 40 4x8 = 13 41 2%4 11 416 19.0.0 SSSfl - 4tAI IttiS - l.a_S - %C_11_VJ AS_i_S £211_S 5-3-10 - 7406 04-12244 344 • 8.4-8 1 8-1-10 440-10 Plate Offsets (XV)— u3-0-24.0-23I, 190-2-1,O-2-81, (120-fl -0.0-1-1L (14:O-2-4,O-2-01.116:O -2-12,O-I-81,117:6:2—H2_41.119:0-2-8.0-2-41 LOAOING(psl) SPACING. 2-0-0 CSL DEFL in (Icc) I1defl L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 115 IC OJT Vert(LL) .0.37 13-14 3.999 240 MT20 2201195 TCOL 14.0 Lumber OOL 1.25 BC 0.93 Veit(CT) -1.03 13-14 '416 180 BCLL 0.0 1 Rep Stress (nor NO WB 0.81 Horz(CT) -015 19 nla nla ECOL 10.0 Code 16C20151TP12014 Mahix-MSH Weight: 226 lb FT '20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 G Excepr TOP CHORD Structural wood sheathing directly applied or 2-8-0 cc pullins; except TI: 2X4 OF Noi&8lrG 0.0-0cc putlins (3-9.8 max.): 5-9. Except 801 CHORD 2X4 OF No.2 G 3-9.0 cc bracing: 5-9 WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 4-5-i cc bracing. WEBS 1 Raw at midpt 4-19 lMrrek recommends that Stab8izeis and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 121350/0-3-8 (mm. 0-1-8), 1=-121-3-8 (miii. 0-1-8), 19=3194/0-3-6 (min. 0-3-7) Max t-lojz12-74(LC 16) Max Uplift12=-71(LC 8), 1=-350(LC 23). 19-47(LC 8) Max Grav121369(LC 23). 1161(LC 35). 193194(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - M forces 250 ('b) or less except when shown. TOP CHORD 9-21=-27231432, 27-28=-27101427, 11-28=-28231418, 11-29=-35371292, 29-30=-3600!281, 12-30-36111272, 8-7=-2235/309. 7-31=-2235/309, 8-31-2235/309. 8-32--26641507, 9-32=-26601501, 1-33'-22611446, 2-33=-21611486, 2-34=-160/2340, 3-34-14812442, 3-4-119/2411,44-2731117 BOT CHORD 1-35-13901229. 20-35=-1390/229, 20-36=-16201156, 19-36=-16201156, 18-19'-10001119. 18-37=-10001119, 17-37=-1000/119, 17-38--11511310.16-38-11511310, IS-16=-39112639.15-39=-39112639,14-39-39112639.1440=-39313312, l34O=-39313312, 1341 '.31 0/3395, 12-41=-31013395 WEBS 11-1301476, 11.14'.7051108, 9-14=01439, 8-16=-554/232, 6-16=-I31l125l, 6-17'.1601I209, 4-17=-151I1931, 4-19=-26851193, 2-19=-1084l114, 2-20401620, 5-17'.299/81. 3-19=.307177, 7-16'-299/68 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd407mph; 1CDL40.0psl SCDL&opsf; h201t Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable and zone and C-C Interior(l) 37-2-I5 to 494-0. Exterior(2) 33414 to 37-2.15, Interior(1) 29-7-8 to 29-7-8. Exteriot(2) 1364 to 17-3-2, Interior(l) 34114 to 15-7-11, Exterior(2) 0-0-0 to 3-0-0 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 DOL160 Provide adequate drainage to prevent water pondung. ThIs buss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. • This truss has been designed for a live load of 200p51 on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0.0 wide will between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. D*B.8Et2ndard I I Job I russ Truss Type uty Ply MAGNOUA2A A17 CAL HIP 1 Job Reference (optional) LOAD CASE(S) Standard i) Dead + Roof Live (balanced): Lumber Increase= 1.25. Plate lnease1.25 Uniform Loads (pif) Vert: 9-10-68, 9-28=68, 28-30=-7, 12-30-88, 5-32-88,9-32-28. 1-4-70, 21-24-20, 4-5-68 p I I I Job Iruss Truss Type A18 Ply GN0UA2A HlP Fty I lJob - Reference Mnal) - CalifornIa TnjsFrame LLC.. Ferns, CA, 92570 NUll 5240 S UK 5 2015 FflSC 5240 S UK S 2015 MuCK Inausules. Inc. IflU UCS .5 12s,:uv4uls rage 1 ID:ZFl3c9brEMVfP7?S5SJz7f4q-J6UbDH5F1PVmLeGt3ZsZsruyPDCawQ8dJ7CZAHyX500 17-8-0 31-11-12 8-9-12 13-3-12 17.0.4 11,1111 21-8.3 27-3-13 • 31.4-0 31.1-5 37-9-13 , 42-10-15 , 49-0-0 8-9-12 4-6-0 • 3-8-8 aLl.? 40-3 5-7-10 • 4-0-3 045 5-10-1 • 5-1-2 6-1-I 005 077 Scale = 1:82.4 5x8 5x6 - 4x6 4x6 3.501.12. 33 18 34 3516 36 14 37 13 12 36 11 39 5 2X4 II = 8x8 = 4x8 = 4x6 = 4x8 = 35 _ 4x8 = 3x8 = 7.0-2 , 13-3-12 • 17-0.4 24.6-0 - 31-11-12 40-4-11 49-0-0 7.8.9 &a-in 7.5.12 • 7-5.12 • 8.4-15 8-7-5 Plate Offsets (X.V)— 13:0-3-0.0-1-121, [5:0-3-0.0-1-121, [7024,0281. [10:0.0.0,0-1-1], 112:0-1-8.0-2-01. [14:0-3-0.0-1-121, (150-2-12,0-241 LOADlNG(psf) SPACING, 2.0-0 CSI. OEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.96 Vert(LL) -0.41 11-12 3,999 240 MT20 2201195 TCOL 14.0 I Lumber DOL 1.25 BC 0.87 Veit(CT) 4.04 11-12 .413 180 BCU. 0.0 Rep Stress Incr NO WB 0.96 t-Iorz(CT) -0.17 17 n/a nla BCDL 10.0 Code lBC2015ITPb2014 Matrix-MSH Weight: 224 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.1&Btc G'Except' I TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, except 12: 2X4 OF No.2 G 044 oc purtins (34-2 max.): 4-7. Except 601 CHORD 2X4 OF No.2 G Except 34-0 oc bracing: 4-7 83:2X4 OF No.1831r G 801 CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. WEBS 2X4 OF SttidiStd G-Except- WEBS 1 Row at midpt 5-15 W4: 2X4 OF No.2 G Mrrek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Right 2x4 OF ShidlStd -G Installation guide. REACTIONS. (lb/size) 101603/0-3-8 (ntin. 0-1-11), 14110-3-8 (mm. 0-1-8), 17=354410-3-8 (req. 0-3-12) Max Hoiz10458(L.0 13) I Max Upliftl04-111(LC 4), 1-255(LC 19). 17-214(LC 5) Max Grav18=1603(LC 1), 1189(LC 40), 173544(LC 1) FORCES. b), Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 78=.3008/327, 8-25=-3994/319, 9-25=4044/309, 9.26=.4358/361, 10-2544370/345, 5-254-21041268. 6-29=-2104!268, 6-30=-2837/324, 30-31-2831/325. 7-31-2825/325, 1-2=-214/1362, 2-3=-120!2064 601 CHORD 1.33=.1264/216, 18-33=-1264/216, 18-34=-141 31165, 17-34=-14121165, 17-35=-19651170, 16-35=-1965/170, 15-16=-1955/170, 15.36=-16211526, 14-36=-16211526, 14-37=-253!2600, 13-37=-25312600, 12-13=-25312600, 12-38=-31513607, 111-38=-311513607,111149=35514112S. 10-39=-35514125 WEBS 9-11=-336199, 8-11=0/555, 8-12=-903/94, 7-12=01404,6-12=0/370, 6-14-1017/158, 5-14=-5311166.5-15--22101244 , 4-154-454172, 3-15-24712953, 3-17=-2945/248, 2-17=10271112.2-18=01534 0 4 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf BCOLS.opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI.60 plate grip 00L1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 This truss has been designed for alive load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-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. WARNING: Required bearing size at joint(s) 17 greater than input bearing size. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the puilin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 36 lb up at and 161 lb down and 36 lb up at 31-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of section, loads applied to the face of the truss are noted as front (F) or back (B). Job Truss truss type Qty 'ty MAGNOUA2 A18 CAL HIP - Job Reference (optional) ZA3brEMVfP7?S5SJz1Mq,J6UbDH5FiPVmLeGZsniyPDCawO8dJTCzAHyb0 LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate lncrease=i .25 Uniform Loads (plf) Vert 7-25-68, 25-26=JO, 1O.2648, 4-28-102, 28-30-102(F.34). 7-3@-102, 1-32-70, 4-32.68, 19-22.20 Concentrated Loads (lb) Veit 27-136 31-13$ 1 I I' I ~ 1~ 5*6 3*6 = 5*6 4*8 = 4*8 5*10 = 4*8= 2X4 11 3*6 = 5x6 LU if ju 16.31 14 JZ JS • 3 SU 6 -. Truss Tns Type r ob MAGNOUA 2AA19 CALHIP uty Job 1711 Reference (optional) - - - - - iamunia innname U....., rem,, ., Univ flUfl. g.CJ Wfl U CU IC rim.. ..cw C MCi. U CU iC VCCS ulmualtiva, liii.. IiIu S 6.5' .iulJuC lD:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-nl2_Qd6uoiddzor3dGNoP3R8rdXJftOnYnyXijyXON 19-8-0 29-11-12 6.9-li 13-3-12 , 19.04 19r7i11 24.40 • 2940 29-4-5 36-1-4 42-8-8 4940 8-9-Il 44-1 • 5-8-8 07-'1 4-10-0 • 4-10-0 0-64 6-1.8 9.74 9.34 0.0-5 °. Scale = 1:83.8 7-0.1 , 13-3-12 . 19-0-4 29-11-12 - 39-74 • 49-0.0 I 741.1 • 8-2.11 5.8-8 10-11-8 9-7-12 9-4-8 Plate Offsets 0(Y)- (1:0.0-0.0-1-lI. (4:0-3-0,0-1-81, (11:0-0-0.0-1-lI. 113:0-5-0,0-34I, 114:0-3-0.0-2-41 LOAOING(psf) SPACING- 240 CSI. DEFL in (icc) Vdefl Lid PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vett(LL) -060 13-14 '715 240 MT201 2201195 TCDL 14.0 Lumber DOL 1.25 Sc 0.90 Vert(CT) -128 13-14 2334 180 BCLL 0.0 Rep Stress lncr NO WO 0.97 Hoa(CT) -0.16 16 Iva nla BCDL 10.0 Code I8C20151TP12014 Matsix-MSH Weight: 219 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G Excepr ! TOP CHORD Structural wood sheathing directly applied or 2-6-10 cc purlins, except TI: 2X4 OF No 1&Btr G 04-0cc porins (4-1-5 max): 5-7. Except BOT CHORD 2X4DFNoi&8b'GExcepr 4-1-0 oc bracing: 5-7 81:2X4DFNo2G BOTCHORD Rigid calling directly applied or3-9-1 ocbraclng. WEBS 2X4 OF StudlStd 3 WEBS 1 Row at midpt 6-14 WEDGE MiTeir recommends that Stabilizers and required cross breeng be Right 2*4 OF StijdlStd 4 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsrze) 1=15810-.3-8 (min. 0-1-8), 15=28281034 (mm. 0-3-0), 111441I0-3-8 (mm. 0-1-10) Max Horz1165(LC30) Max Upliftl-527(LC 30). 15=-322(LC 22), 11420(LC 19) Max GravI578(LC 35), 16=2828(LC 1), 111542(LC 40) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 741--240711430,8-9-331111393,9-24--343S/1711.10-24=-367`9/1930, 10.25=438412520,11.25=445212581, 5-26=.5601185, 6-26=-8541667, 6-27-20241566, 7-27-20161803. 1-2=-1538!I729. 2-3=-712l1480, 3-4-43011486, 4-28=.8951649, 5-28=-588!347 SOT CHORD l29=.1695l1555. 17-29=--1695/1555, 17-30=-1838l1531. 16-30=-1838I1531. 1631=.23131 1604, 15-31=-203711604, W15-1401/164,14-32-95711697. 32-33-149712161, 33-34--1519!2258, 34-35=-207312812, 13-35=-2801I3540. 13-36--2&M4013,12-36=-2622J4013,12-37-253114269,11-37=253114269 WEBS 10-12=.4961241,8-12=-%678.843--10111177,7-13=-16413--5, 6-13=-32717$6. 6-14=4406/426, 4-14=.418/2394, 4-16=-2255/394, 2-16=-959/186, 2-1701522 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLt0psf, BCDL6.0p51 h=20ft Cat. II; Exp B; Endosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and vertical left and right exposed; Lumber OOL1.60 plate grip DOL1.60 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 We loads. 1 This truss has been designed for a live load of 200psf on the bottom chord in a!l areas where a rectangle 3-6-0 tall by 244 wide will fit between the bottom chord and any other members, with BCOL = loopsf. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrentwilh any other live loads. This truss has been designed for a total drag load of 4800 lb. Lumber 00L(1 33) Plate grip DOL--(1.33) Connect truss to resist drag along bottom chord from 20-941 to 34-941 for 3429 p1?. Graphical pui1in representation does not depict the size or the orientation of the Pullin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 9 lb up at 19-8.t 40 lb down and 9 lb up at 294.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 LOAD CASE(S) Standard FJOb Truss Truss Type p" MAGNOUA2A A19 CAL HIP "W 1 Job Reference (optional) . iS5i2Qd6dzoIdGNoP3R8ftDnYnyXy)ON LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease11.25, Plate Increase1.25 Uniform Loads (pif) Vert: 7-24-68, 24-25-70, 11-25-68, 5-7-58, 1-28-70, 5-28-66. 1S-21-20 Concentrated Loads (lb) Vert: 26-34 27-34 ijob I rUSS ITrUSS Type I MAGNOLIA 2A IA20 TRUSS ' 1 I'7 1MONO iJob Reference (optional) L.dlunla ,w,rrame u... rem,, i, YAOru UJflZ 8.LqU S U8C S W1D rum: S.14U 5 usc is gue Muck IflGUSWe5, Inc. mu uci a 1af:11 4U15 race 1 lD2Fl3c9vxxbrEMVtP7?S5SJz7f4q-FVcMez6WZ0lUbyQFB_vlyG_M_1u3OMgwnRb4F9yX5OM I 6-6-5 • 14-9-8 6-6-5 8-3-3 Scale = 1:27.8 4x4 = 8-6-9 14.9-8 5.4.5 • Plate Offsets (XV)- (3:0-0-5.0-1-121. I4:E49e.0-2-01 LOADING(pt) SPACING- 2-0-0 CSI. DEFL in (los) Ildefi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.70 Vett(U.) 4.44 5.6 3,399 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.74 5-8 2,234 180 8CLL 0.0 • Rep Stress incr NO W8 0.89 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code 18C2015ITP12014 Matiix.MSH I Weight 59 lb PT = 200/6 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8.2 cc purlins. SOT CHORD Rigid ceiling directly applied or 9-14 cc bracing. MiTch recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ! LUMBER- TOP CHORD 2X4DFNo.2G SOT CHORD 2X4DFNo.2G WEBS 2X4DFStudfStdG I REACTIONS. (lb/size) 4=647/0.3-8 (mm. 0-14), 5=870/Mechanical Max Hoiz4.119(LC 8) Max Up1ift44-8(LC 6), 5=-46(LC 8) FORCES. (lb) - Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-123810,13-14=429910,4-14=-131 110 BOTCHORD 6-15-11711015,S-15-117/1015,S-16=-4211188,4-16=-42/1188 WEBS 3-5=01550,3-64-1100/126 NOTES- 1)Wind: ASCE 7-10; Vultallomph (3-second gust) Vasd87mph; TCOL5.0ps1 BCDL6.Opsf; h20ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Interior(l) 3-04 to 14-94, Extenor(2) 0-0-0 to 3-0-0 zone; cantilever left and tight exposed; end vertical left and right exposed;C-C for members and (owes & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOLci1.60 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 24-0 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. This truss is designed in accordance with the 2013 International Building Code section 2306.1 and referenced standard ANSl/TPl I. This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-0 25, Plate lnueasee1.25 Uniform Loads (pit) Vert: 142=48,12444-70,4-144.68,7-64-20 Job Truss Truss Type Qty Ply MAGNOLIA 24 A21 MONO CAt. HIP 1 Job Reference (optional) aiuomia map-lame LL--.. p-ems, 1R. vaaiu NUfl b24U S Dec b Zoib Plait 5.240 S uec 5 201 Mifell lnauemes, Inc. Thu Oct 3 12:37:112019 Pane 1 ID:ZFl3c9v,obrEMVfP7?S5SJz7f4q-FVcMez6WZ0lUbyQFB_vlyG_OL1w2OPVwnRft4F9yX5OM 0-11-13 0-11-8 1-74 7-4-7 14-9-8 0-11.80.6-5 1 5-9-3 7-5-1 0-7-7 Scale = 1:28.7 424 30 = 2x4 II 1-7.4 9-8-1 • 14-9-8 1-7-4 8-0.13 5-1-7 Plate Offsets O(X)- 13:0-0-1.0-1-121. (4:0-0-0.0-1-1 I. 16:0-2-8,0-2-81 LOAOING(psl) SPACING- 2-0-0 CSI. OEFL in (bc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.55 Vert(LL) -028 5-6 '673 240 MT20 2201195 TCDL 14.0 Lumber DOt. 1.25 BC 0.74 Veit(CT) -0.48 54 '365 180 ECU. 0.0 Rep Stress Incr NO W8 0.65 Horz(CT) -0.05 7 nfa nla SCOt. 10.0 Code lBC20151TPI2014 Matitx-MSH Weight: 69 lb FT a 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc pumlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0cc pudins (6-0-0 max.): 1-2. WEBS 2X4 OF StudlStd G SOT CHORD Rigid ceiling directly applied or 4-4-9 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IbIsiza) 4=56510-34 (mm. 0-1-8), 7=83710-3-8 (min. 0-1-8) Max Horz4132(LC 26) Max Upliftt.819(LC 19). 7=-173(LC 20) Max Grav4=951(LC 40), 7=837(LC 1) FORCES. (lb) - Max. CcnipiMax. Ten. - M tomes 250 (lb) or less except when shown. TOP CHORD 211=91W713, 3-11=-121611001, 3-12=-250411702, 4-12=-2598/1787, 1-13=-311161, 13l4=407I60, 2-14=-352!211, 1-7=-9361116 BOT CHORD 6-15-499090.6-16--115711844, 16-1 7=-191812027, 5-17=-191812413, 518=.176912494, 4-18=-176912494 WEBS 34-2546,11-6-9281M. 1.6=.72/871 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultallomph (3-second gust) Vasd87mph; TCDL=5.0p5f BCDL=6.opsf; h=20ft Cat. II; Exp B; Endosed; MWFMS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber O0L1.60 plate grip 00L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 1 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 lit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect buss to resist drag loads along bottom chord from 6-9-8 to 14-941 for 250.0 pIt. Graphical pullln representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided suffident to support concentrated load(s) 161 lb down and 36 lb up at 011 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 lnorease1.25. Plate 1norease1.25 Uniform Loads (pIt) Veil: 2-11.68, 11-12-70.4-12=48,1-13--136(F=-34),2-13--102,7-8---20 Continued on page 2 1 CaftrNa TfliFMméLCPiTTI3. CA. 92570 LOAD CASE(S) Standard Concentrated Loads (lb) I Vert: 14.136 I I I. I I . I; I I I I I Id I Is, lD2 EMVfP7SMVcMez6WZOIUbyQFB1yQOLIW2OPVwnRh4F9yXOM Job lruss I russ Type jutv Ply MAGNOUA2A A21 MONO CAL HIP ji 1 lJob Reference Optional) - - ---------- I Truss Truss Type Ply =MAG A22 MONO CAL HIP 10' 1 1 - - - - - - - - Job Reference (optional) ruIn: Kmu 5 USC 0 Ano rnnr. 0.4'W 5 USC 0 U10 IVlJ 155 IflGU5In55, IflC. mu UC 40 1i.jI:1 U1v race 1 l02Fl3cwocbrEMVP7?S5SJz7f4qhAJccJ78KKtLC67SlhQGuUWUvOEO7wM4?5RdncyX5OL 2-9-13 5-5-4 g 9-11.11 14.9.8 2413 2-7-7 l • 4413 I Scales 1:24.6 I Ti 2x411 4x6 I I 5-5-4 1449.8 Plate Offsets (X,V)— (6:0-2-1l072-OL 17:0-2-00-1-01 LOADING(psf) SPACING- 2-0.0 CSI. DEFL in (lc) Well Lid TCLL 20.0 Plate Grip DOL 125 IC 032 Vert(LL) -0.33 6-10 '532 240 I TCOL 14.0 I Lumber DOL 125 Sc 010 Vert(CT) -0.61 6-10 2,286 180 BCLL 0.0 Rep Stress ma NO WB 042 Horz(CT) -003 7 n/a n/a BCOL 100 Code 13C2015/TP12014 Matdx-MSH PLATES GRIP MT20 220/195 Weight 65 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No2 G SOT CHORD 2X4OFNo20 WEBS 2X4 OF StudfStd G REACTIONS. (lb/size) 5=575/0-3-8 (mm. 0-1.8), 7703/044 (mm. 0-1-8) Max Horz5=-100(LC 9) Max Up1ift5-28(LC 8), 747(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-9oc pudins, except end verticals, and 0-0-0 oc pudins (5-11-1 max.): 1-2. SOT CHORD Rigid ceiling directly applied or 10-04cc bracing. MiTeic recommends that Stabilizers and required aces bracing be installed during buss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CcmpiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=422/235, 11-12-931/234. 4-12=-1016/230, 4-13--14501173,13-14--14611161, 5-14=-1501/1E0, 1-15=-944!323, 15-16=-9411324,16-17-940/324.2-17=-9401324, 1-7465!217 SOT CHORD 6-19.19811403, 5-15=-19811403 WEBS 4-6=-484198, 2-6=-181/259, 1-6=-308/1030 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd37mph; TCDL8.0psf BCDL-5.opsf; h201% Cat. II; Exp B; Enclosed; MWFRS I ' (envelope) gable end zone and C-C Interior(l) 13-7-3 to 14-7-12. Exterior(2) 9-44 to 13-7-3. Interior(l) 3-0-0 to 11-11-11, Exterior(2) 0-0-0 to 3-0-Ozone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 00L160 Provide adequate drainage to prevent water ponding. ThIs buss has been designed for a 100 psI bottom chord live load nonccncurrent with any other live loads. 5)Ibis buss 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 240-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. ?)'This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. This buss has been designed for a moving concentrated load of 250.01b five located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Hi LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber lnorease125. Plate lncrease=1.25 Uniform Loads (ph) Veit 2-3=46, 2-11=.68. 11-W-70.6-14=-68, 1-16=48,246=28.7-Sr-20 Job Truss Truss Type Uly Ply MAGNOUA 2A p.23 MONO CAL HIP I Job Reference (optional) euro,ea misname I., rem, iM. af U KUfl 524115 Dec S Z916 mIInt 5.2455 USC S 2015 IVSTeK IflaUSIfles, Inc. TIIU UCI J 127:12 2019 rage 1 ID:ZFl3xbrEMVfP7?S5SJz7I4q-jhAlccJ78KKtLC6?SIhQGUUWVtQEX7xl4?5RdncyX5OL 4.9-13 5-5-41 9-11-11 I 14-9-8 4-9-13 • 0-7-7 4-6-7 4-9-13 Scale = 1:24.8 454 = 4x8 = 5-5.4 14-9-8 I c-c-a • Plate Offsets (XV)— 11:0-1-12,0.2.01.12.0-1-12,0-2,01.15:(1.2.8.0-2-01 LOADING(pst) SPACING. 24-0 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLI. 20.0 Plate Grip DCL 1.25 IC 0.75 Vert(LL) -0.33 5-9 2532 240 MTZO 220/195 ICOL 14.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.61 5-9 '290 180 ECU. 00 • Rep Stress lncr NO WE 0.36 I1o,CT) .0.03 6 We n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MSH Weight: 62 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-1-5oc purlins, except SOT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc pultins (6-0-0 max.): 1-2. WEBS 2X4 OF Stud/Std G 801 CHORD RIgid ceiling directly applied or 10-04 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=644/0-3-8 (min.0-1-8),6=844!O-3-8 (min. O-1-8) Max H=4-103(LC 6) Max Uplift4=.81(LC 5), 6.90(LC 5) FORCES. (Ib) - Max. CompfMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=493/110, 3-4=-1438/240, 1-2=-8171122, 1-6=-6081108 BOT CHORD 5-11=-23411347, 4-11=-234!1347 WEBS 3-5-5591187, 1-5=-95/883 I NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE7-10; Vultllomph (3-second gust) Vasd87mph; TCOL8.0psf, SCDLB.Opsf; h'201t; 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 OOL=1.60 Provide adequate drainage to prevent water ponding. P 4) This buss has been designed for a 10.0 psI bottom chord live load nonconcurrentwflh any other live loads. 5)This buss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20016 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TP1 1. — 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size at the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I I ~ Id 1 Job 1Truss Truss Type N Iply CAL HIP Ii I 1MAGNOLIA2A 1A24 1M0N0 I Job Reference (optional) aHIOmIa ,,usrrame u.k., reins, i.. vzatu rein; e.eu 9 unc 0 LU1O rnni. o.qu S I.I0C S SU1D Mieg uluusgles. Ins. Irlu Uei .) 1L;r;1L LUIS revs i ID:ZFl3c9vxxbrEMVlP79S5SJz7f4q-jhAkrJ78KKtLC8?SIhQGUUWV?OGn7yv4?5RdncyX5OL 3-9-8 6-9-13 • 7-5-4 14-9.8 3-9-8 - 34)-5 '0-7-7 744 Scale = 1:24.5 4x8 Zt 20 Ii 4x8 = 4x6 = 7-5.4 14-9-8 I 7-54 7-4-4 Plate Offsets (XY)— (2:0-2-8.0-2-01. (3:0-2-0.0-1421. (4:0-0-0.0-1-11, (6:0-2-12.0-2-01 LOADING(psl) SPACING- 2411-0 CSI. OEFL in (lc) Well lid PLATES GRIP ICU. 20.0 Plate Grip DOL 1.25 IC 0.75 Vert(LL) -025 5-6 >716 240 M120 2201195 TCDL 14.0 Lumber DOL 125 BC 0.64 Vert(CT) -0.37 5-6 >480 180 BCLL 0.0 * Rep Stress lncr NO WE 0.32 Horz(CT) -003 6 n/a n/a BCOL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight 58 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc pwlins, except EDT CHORD 2X4 OF No.2 G end verticals, and 0-0-0 oc purlins (54-9 max.): 1-3. Except WEBS 2X4 OF Stud!Std G 5-9-0°c bracing: 1-3 001 CHORD Rigid ceiling directly applied or 10-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 464410-3-8 (mm. 0-14), 6544/0-3-8 (into. 0-1-8) Max Ho,z4=-81(LC 6) Max Uplift$42(LC 5), 64-88(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34--12431150.2-3--11301165 BOT CHORD 6-10=-1271798, 5-10=-1271798, 5-11=-12211127, 4-11=-12211127 WEBS 2-5-23153,2.64-9001171 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLS.0p51 BCDL=60p5f; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber D0L1.60 plate grip DOL1.60 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom shard live load nonconcurrent with any other live loads. This buss has been designed for alive 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. This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSI(TPl 1. This buss has been designed for a moving concentrated toad of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purtin representation does not depict the size or the orientation of the puilin along the tap and/or bottom chord. LOAD CASE(S) Standard Job TrUSS truss type uty Ply MAGNOLIA 2A 806 GABLE 1 Job Reference (optional) aiiramia uiu,r,me u.,.., rem,, t.A. viu Nun: e.qu5 uec DLU1e rnnl. LIJêU S USC 04U10 151155 lngUS1neS, UV_, mU UC .1 3f;1J4U15 rage 1 ID:ZFI3c9vrothrEMVfP7?S5SJz7f4q-8tk6318m5d?CqGaelPxV1h3dPqbnsGtDElABJ2yX5OK 7-6-0 7,9,5 14-9-4 18-0.0 21-2-12 . 28-2-11 2M-O 36-0-0 7-6-0 0-3-5 6-11-15 3.2-12 3-2-12 6.11-15 0--5 7-6-0 Scale = 1:57.6 6x8 = D1400# 6x8 = 2x4 II 8x10 = 4x8 = 8x10 = 20 II 6x8= 7-9-5 1444 21.2-12 28-2-11 36.0-0 7-9.5 6-11-15 6-5-8 8-11-15 795 Plate Offsets(X.Y)- 11:0-3-5.Edgel. 14:0-3-0.0-2-81. 17:0-3-5.Edgel, 19-0-2-12,0-4-01,111:0,3-12,04-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in ([cc) l/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.96 Vert(LL) -0.13 11-12 '999 240 MT20 220/195 TCOL 14.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.37 12-38 2681 180 BCU. 00 Rep Stress Inor NO WB 0.85 Horz(CT) -0.06 1 We We BCDL 10.0 Code lBC20151TPI2014 Matrix-MSH Weight: 267 lb FT = 20% LUMBER- TOP CHORD 2X6DFN02G BOT CHORD 2X6OFNo.2G WEBS 2X4 OF StudlStd G Excepr W6: 2X4 OF No.2 G, W3.W5,W7: 2X6 OF No.2 G OTHERS 2X4 OF Stud/Std G Except S15: 2x8 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-9 cc purlins. 801 CHORD Rigid ceiling directly applied or 640 cc bracing. WEBS 1 Row at midpt 4-9.6-9.2-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1320/0.34 (mm. 0-1-8), 7=381/0-5-8 (mm. 0.1-8), 9523510-5-8 (req. 0-5-9) Max Horz781(LC 36) Max UpIift1.306(LC 27), 7=-269(LC 30), 9=.834(LC 21) Max Gravl=1360(LC 43), 7516(LC 39), 95235(LC 1) FORCES. (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=.350911065, 2.3=-7781411, 3-4=.752/490, 4-5-547/2783, 5-8=-100612944. 6.7=.10351952 GOT CHORD 1-42=471/1755, 1-43=-104913351, 12-43=-1049/3351, 12-44=-104913351, 11-44=.1049/3351. 10.11=.11671798, 9-10=-11671798, 9-45--6071727, 45-46=1071727, 8-46=4451565.8-47=-342/463,7-47-796/826,748=-491/683 WEBS 4-9=.34331586, 5-9=-10621433, 6-9=-29661544,4-11=47812609.3-11=-10071428, 2-11=-2959/554, 2-12=01560. 6-8=0/563 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCOLS.opsf; BCDLG.opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=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 ANSIITPI 1. Gable studs spaced at 1-4-0 0G. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. • This buss 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. WARNING: Required bearing size at Joint(s) 9 greater than input bearing size. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. This truss has been designed for a total drag load of 1400 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 26-5-0 to 36-0.0 for 146.1 ptf. Girder carries hip end with 7-6-0 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 652 lb down and 200 lb up at 28 J and 652 lb down and 200 lb up at 7-6-0 on top chord. The designlselection of such connection device(s) is the responsibility of othe In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Exp. 6/30121 NO. C53821 Job truss Truss Type uty tly MAGNOLIA 2A 606 GABLE 1 Job Reference (Optional) MUM 0.0405 USC U "M FURL 0.0105 USC U £010 lvii ISA I0005UWS. inc. iou JM .4 IC.fl .1.4 CUtS F405L ID:ZFl3c9v,othrEMVfP7?S5SJz7f4q-8&6318m5d?CqGaelPxV1h3dPqbnsGtDElABJ2yX5OI( LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasevi1.25, Plate lncreasevi1.25 Unifoim Loads (pit) Vert 1-2-68, 2.4=.157(F=-89). 4-6=-157(F-89). 6-748, 36-3946(F-26) Concentrated Loads (Ib) Vert 6.510(F) 2-510(F) Job Truss Truss Type uty Ply MAGN0LIA2A 607 COMMON 6 1 lJob - -- Reference (—aptional) - - - - Cacromla TnisFrarne u..c., i'ems, CA. 92510 KIln: 52405 uec U 20Th riml: 5440 suer U 2015 W .eii Igmu5lne5, Inc. IflU u . 124,;14 £U1 r40 I lD2Fl3c9vrothrEMVlP7?S5SJz7f4q.94HUG?9Osx73SQ9qs6SlcZvcpuEvHbhBMTPwtsUyX5OJ 6-42 • 12-4-5 18-0.0 21-2-12 26-6-4 • 30-5-0 34-2-8 36-0-0 6-4-2 • 6-0-3 5-7-11 3-2-12 5-3-8 3-10-12 3-9-8 Scale = 1:59.4 6x10 MTI8HS= rrr 10 " 3x6 = 40 = 6x8 = 2x4 II 4x4 = 2x4 If 3x6 = LOADlMG(psf) 20.0 TCLI. TCDL 14.0 BCU. 0.0 BCDL 10.0 SPACING. 2411-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Inor NO Code IBC2015/TP12014 CSI. OEFL in (loG) Well L/d TC 0.85 Veft(LL) -0.38 15-22 '677 240 SC 0.83 Veit(CT) .0.70 11-12 '253 180 WS 0.97 Hoiz(CT) -0.05 1 We n/a Matrix-MSH PLATES GRIP MT20 2201195 MTIBHS 220/195 Weight 169 lb FT z 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 44-12 oc puffins. 801 CHORD 2X4 OF No2 G Except' SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 32:2X6OFNo.2G WEBS 1 Raw atmidpt 5-13 WEBS 2X4 OF Stud/Std G Mifek recommends that Stabilizers and required oces bracing be Installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (tblsize) 10=44410-5-8 (min. 0-1-8), 1=778/0-3-8 (mm. 0-1-8), 13=204510-5-8 (mm. 0-2-3) Max Horz10=81(LC 12) Max uprrftl0=-55(LC 13), 1=-95(LC 12), 13=-158(LC 9) Max Gravl0=528(LC 24), 1781(LC 23), 13=2046(LC 1) FORCES. (Jb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-21612322. 54=-264!2388, 6-7=-219/276, 7-8-4121185, 8-23=-9521161, 9-23=-930/150, 9-10=-1044/124, 1244-1787i242, 2-24-1735/259, 2-3=-1313!147 SOT CHORD 1-26=-2D4/1666.16-26--20411666.15-27=-441839.14-27-441839, 14-28=-1351375, 13-28-1351375, 13-29=-1171341, 12-29=-1771341. 12-30=-192!941, 11-30=-192/941, 11-31=-1921941, 10-31-1921'941 WEBS 8-12=.679/149, 7-12=0/519, 13-16=-18641172, 5-16=-3931131, 14-15=.558/198. 4-14.621791. 3-14=-10081205, 3-15=0/696, 2-15=-5401197, 4-16=-27471277. 6-16=-23041332, 9-11=01402 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasth87mph; TCOL6.0psf BCDL8.0ps1 h201t Cat. II; Exp C. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-04, Interior(l) 3-0.0 to 184-0, Extedor(2) 18.04 to 21-2-12, Interior(l) 21-2-12 to 36414 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 All plates are MT20 plates unless otherwise indicated. This buss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. This truss has bean designed for a live load of 20.opof on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 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. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 2648. a 50 lb down and 4 lb up at 214.8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead sRoof Live (balanced): Lumber lncrease1.25, Plate lncrease1.25 Continued on page 2 I Truss Truss Type Qty Ply [ Job GN0UA BO7 COMMON Lob Reference (Optional) - - iD2Fc9v,brEMVfP7?S5SJz7f4q-g4HUG?9Osx73SQ9qs8SkZvcpuEvHbhBMTPwicsUy)OJ LOAD CASE(S) Standard Uniform Loads (pit) Vert: 4-10=48, 14=48, 17-20=-20 ' Concentrated Loads (lb) Vert: 12-50 13-50 I I, I' ~ 1, I ~ I ,# Job Truss Truss Type uty Ply MAGNOUA2A BOB COMMON I I - Job Reference piional) - - CatitonllaTnjsFlame LLC., Perns, CA. 92570 Run: 9240$ uec b xOJU P!Iflt 9240$ usC 9 U1b reies Inausines, IflC. inuuo , lx:4,:14 uis I$95 1 ID:ZFl3c9vxxbrEMVtP7?S5SJz7f4q.94HUG?9Osx73SQ9qs8SkZvcx2EyPbq8MTPw1cSUyX5OJ Or3-I2 4-11-15 10-9-0 124-8 0L3.12 4-8.3 5-9-1 l 194 2x4 ii 2 Scale: 1121' No 8 2x411 211411 454 = OP-3-12 I OrS12 7.114 7-74 • • 10.9-0 2-9-12 Plate Offsets (X.Y)— I2:0.0.1,0.2-01, (5:Edge.0-2-01 - LOADING(psl) SPACING- 2.0-0 CSI. DEFL in (Icc) Ildefl Lid - TCLL 20.0 Plate Grip DOL 1.25 IC 0.33 Vert(LL) -0.35 7-8 m,420 240 TCOL 14.0 Lumber DOL 1.25 BC 0.70 Velt(CT) -0.60 7-8 p247 180 BCU. 0,0 • I Rep Stress lncr YES WS 0.40 Hozz(CT) -0.02 8 n/a n/a BCOL 10.0 Code 15C2019TP12014 MatsixMSH PLATES GRIP MT20 220/195 Weight 5llb P120% BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15°c pullins. 801 CHORD Rigid ceiling directly applied or 1044cc bracing. - Mileic recommends that Stabilizers and required cross bracing be installed dwing truss erection, in accordance with Stabilizer Installation guide. LUMBER- TOP CHORD 2X4 DF No.2 G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/SW 6 ' REACTIONS. (lb/size) 5=53810.6-8 (mm. 0-14), 8558/Mechanical Max Hoiz5=-130(LC 9) Max Uplift5=-S0(LC 9), 8=.94(LC 9) Max Grav5=543(LC 33), 5=566(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All fames 280 (lb) or less except when shown. TOP CHORD 3-14-1112J42, 4-14=-1133/27, 4-5=-1122J0 SOT CHORD 8-15=-171/709, 7-15=-177iT09, 7.16=-11611088, 6-16--11811058, 6-17=-116/1058. 5-17-116/1058 WEBS 3.8-79&199,3-7=01685,4.6--261/109 NOTES- Wind: ASCE 7-10 Vult=110mph (3-second gust) Vasd87mph; TCDL=8.0ps/ 8CDL8.0psI h201t Cat. II; Exp C; Enclosed; MWPRS (envelope) gable end zone and C-C Extenot(2) 23-5-Ito 2644, Intezior(I) 26-54 to 384-0 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.S0 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 This buss has been designed for a live load of 20.0ps1 on the bottom chard in all areas where a rectangle 3-6.0 tall by 24-0 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 buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSWTPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuiTent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOUA 2A 809 COMMON 1 Job Reference (optional) California Tnjsprame ILC.. Penis, CA. 92570 Run: 8240s Dec 62018 Print: 8.240s Dec 6 2018 kirrek Industlies Inc. Thu Oct 3 12:37:15 2019 Page 1 lD2Fl3c9vbrEMVfP7?S5SJz7f4q.8GrtUL90dFFw3c1Qqzz6686oeleKHOW3fi1OxyX5Ol 0r3-12 4-11.15 10-9.0 12-6-8 d-3-12 4-8-3 5-9-1 l 2x4 II 2 D1400# Scale: 112'1 8 2x4U 2z411 US= V -12 12 Plate Offsets (X.Y)— 130-0-1.0-2-01 LOADING(psf) SPACING- 24-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOt. 1.25 BCU. 0.0 • Rep Stress Incr YES SCOL 10.0 Code 15C20151TP12014 LUMBER- TOP CHORD2X4DFNo.2G SOT CHORD 2X4 OF No2 G WEBS 2X4OFStudIStdG CSI. DEFL. in (lc) Udell L/d TC 0.33 Vert(LL) -0.35 7-8 .420 240 BC 0.70 Vert(CT) -0.60 7-8 .247 180 WS 0.40 Hotz(CT) -0.03 8 n/a n/a Matrix-IjISH PLATES GRIP MT20 220/195 Weight 51 lb PT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 or pu,Iins. SOT CHORD Rigid ceiling directly applied or 5-3-i cc bracing. MiTek recommends that Stabilizeis and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 5=538/0-5-8 (mm. 0-1-8), 8556/Mechanical Max Horz5=-165(LC 30) Max Upli95469(LC 30). 8=-115(LC 29) Max Grav5=712(LC 47), 8566(LC 1) FORCES. Pb) -Max. CampiMax. Ten.- All forces 20 (lb) or less except when shown. TOP CHORD 2-13=-334/288, 3-13=-5821529, 3-14=-1527/784. 4-14=-1854/1071, 4-5=2015/1232 SOT CHORD 8-15---481/859, 715=-1026/1353, 7-16=-909/1563, 6-16=-112711828, 6-17=-1242/1915, 5-17=4328/2002 WEBS 3-8=-795!269, 3-7=-30/685, 4-6=-2611163 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) vasd47mph; TCDL$0ps1 BCOLS.opsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 23-5-8 to 26-5-8. lntenol(1) 26-5-8 to 36-0-0 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 00L1.60 This buss has been designed for a 10.0 psf bottom chord rye load nonconcuffent with any other live loads. This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-64 tall by 2-0.0 wide will fit between the bottom chard and any other members. Aplate rating reduction of 200A has been applied for the green lumber members. Refer to glider(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcwrent with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber DOL(133) Plate grip DOL(1.33) Connect buss to resist drag loads along bottom chord from 0-0-0 to 12-6-8 for 111.6 pg. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOLIA2A 006 GABLE 1 Job Reference (optional) ,aramJa .rusrrame u... rena, . 31U Nun: 514U S USC S 1UiS rise: LISU S USC S xuia 511155 lfl5uSlfles, IflC. mu Uci a 1:j,:lb u1S rage 1 lO:ZFl3c9vxxbrEMVfP7'?S5SJz7f4q-cSPFhhAfOYOmhjID_XLlCflthEl2cp3evtwjPrwNyX5OH 7-114 16-0-0 24-0-11 32-0-0 7-11-4 8-0-12 ' 84)-11 I 7-11-5 Scale : 1:51.1 54 = 40 = 20 11 5x16 = US = 20 11 4114= 7-11.4 1544 16-0-0 24-0-11 32-0-0 7-11-4 • 7-104) 1 5.0.11 7-11-5 Plate Offsets (XV)— [2:0-2-12,0-2-01. (3-0-3-0.0-3.4l.14.0-2-12.()-2-01 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (bc) b/deS L/d PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 IC 0.57 Vert(LL) -026 8-9 '744 240 MT20 220/195 TCOL 16.0 Lumber DOL 1.25 BC 0.83 Ve,t(CT) -067 6-8 '288 180 BCLL 0.0k Rep Stress Inor NO WS 0.83 Horz(C7) -0.04 8 n/a n/a ECDL 10.0 Code 1BC201511P12014 Matrix-MSH Weight: 219 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD 801 CHORD 2X4 OF No.1&Btr G 601 CHORD WEBS 2X6 OF No.2 G Excepr WEBS WS: 2x8 OF No.2 G, W4,W2: 2X4 OF Stud/Std G OTHERS 2X4OFStudJStdG REACTIONS. (lb/size) 6=530/0-5-a (mm. 0-1-8), 1=33710-5-8 (mm. 0-1-8), 8'2791I0-5-8 (mm. 0-3-0) Max Ho,z6=72(LC 12) Max Uplift6=-79(LC 9). 1=-77(LC 8), 8=-166(LC 5) Max Grav5895(LC 20), 1447(LC 29), 6=2791(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-70!1344, 4-5=-13581170, 1-2=-3931347, 2-3-58/1341 SOT CHORD 1-38=-77/250, 1-39=-2871351, 9-39=-2871351, 9.40=2871351, 8.40=.2871351, 7-6=-18211271. 7-41=-18211271, 8-41=-18211271, 6-42=-18211271, 5-42=-182/1271, 5-43=-118/573 WEBS 3-8=-1234/157, 2-8=-14251251, 2-9=0/388, 4-8=-2387/296, 4-6=01719 Structural wood sheathing directly applied or 6-0-0cc purlmns. Rigid ceiling directly applied or 6-0-0cc bracing. 1 Row at midpt 2-8.4-8 Milek recommends that Stabilizers and required cross bracing be installed dunng 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) Vasd87mph; TCDL6.0pSf BCDLS.opsf; h20ft 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 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 ANSIITPI 1. Gable studs spaced at 1-4-0 co 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 alive load o120.opsf on the bottom chord in all areas where a rectangle 3-841 tall by 2411-0 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. This buss is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inuease=1.25, Plate Increasea1.25 Uniform Loads (plf) Veit 3-5=72,11-3=42.8-35=40, 8-42=911(6-71),32-42=-20 1lruss truss Type rob iiMAC-NOLIA2A 0Y --]F'y 12 1COT 1COMMON Job Reference (optional) ... .fl.5r,a,fi ...'.,., ,-ama. , un. nun; O4U a iev uawip rnni; 54gU S Liec 0 U10 IV! ies IflauSules. inc. u flu 'jci .3 1;4f:10 uia rage ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-cSPFhhAfOYOmhiID_XUCtKhAM2d43jZfwjP,wNyX5OH 8-1-7 i 164)-0 23-10-9 32-0-0 8-1-7 7-10-9 7-10-9 8-1-7 Scale = 1:51.7 5x6 = 04 = 2x4 PJ 354 = 2x4 II 5x10 454= I 358 II 6-0-10 . 15-9-4 16.0-0 25-11-7 32-0-0 .O.1fl • 4.5.lfl Q.11..7 I Plate Offsets (X.Y)— ':0-2-3,Edge1. 11-0-1 -8.0-1-51, (2:0.0-.0-1-8J. 13:0-34.Edge), '40-0-5.0-1-81. (5:0-1-8.0-1-51, 15:0-2-3,Edge1, 18:0-5-0.0-1-121 LOADING (psi) SPACING- 2411-0 CSL OEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Veit(LL) -0.53 6-8 2,359 240 MT20 2201195 ICOL 16.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.80 6-8 '240 180 BCLL 0.0 • Rep Stress Inor YES INS 0.47 Ho(CT) -0.02 1 nla We BCDL 10.0 Code IBC2015lTPI2014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4 OF Stud/Std G Except W3: 2X6 OF No.2 G WEDGE Left 2x4 DF Stud/Std -G, Right 20 OF StudlStd -G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-4oc purlins. BOT CHORD Rigid ceiling directly applied or B-7-7 oc bracing. WEBS I Row at midpt 4.8.2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1977/0-5-8 (mm. 0-2-2). 5=483/0-5-8 (mm. 0-1-8). 1=483/0-5-8 (mm. 0-1-8) Max Hosz5=72(LC 12) Max Uplift5=-97(LC 9), 5=-87(LC 13), 1-97(LC 12) Max Grav8=1977(LC 1), 5=534(LC 24), 1534(LC 23) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 3-16=0/858, 4-15=-3/786. 4-17=-8361158, 5-1Th-95W141. 1-18=-9581172, 2-18-63511189,249=01786, 3-19=0/858 SOT CHORD 1-20=-921509, i_21=.i 271869, 9-21=-1271869. 9-22=-1951674, 8-22-1951674. 7-8=-238/673, 7-23=-2351673, 6-23=-2361673, 6-24=-169/869, 5-24=-1691859. 5-25=-127/509 WEBS 48=0/5fl. 4-8=-i 338/293. 3-8=-953/117, 2-8=-13381291. 2-9=0/576 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL6.0psf BCDL=6.0psf h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 34114, lnteno41) 34-0 to 164-0, Exterior(2) 16-0-0 to 194141, Inteflor(1) 19-0-0 to 32-0-0 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--11.60 This buss has been designed for a 10.0 psI bottom chord live load ñonconcurrent with any other live loads. • This buss 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 lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. LOAD CASE(S) Standard Job truss Truss Type uty Ply MAGNOLIA 2A COS COMMON I - - Job Reference (optionai) - - - - 60uimT1d I WSfldITW ku..., rails. M. 5t0,U nun. Cay C UC C LUIC null. Cay C lJC C LU IC 1101CC llrduoulco. lulL. hIM Sal U I.UV.Il lD2FI3c9vxxbrEMVfP7?S5SJz7f4q-4fzdu0BH8sWdJttPXF0RBXEJJRxko9kp9N8OSpyXOG 8-1-7 16-0-0 23-10-9 32-0-0 8-1.7 7-10-9 • 7-10-9 8-1-7 Scale sl:51.7 5x6 = 454 = ZX4 5x10 = I = 454 = 3x8 II 3x8 II 6-0-10 13-641 • 1544 1514)-U 18-6-0 • 5-11-1 J-U4I 6-0-10 7-5-6 2-3-4 0-2-12 2-641 7-5-7 Plate Offsets ((Y)— 11:0-2-3.Edgel, [1:0-1-8,0-1-51. f2:0-0-5,0-1-81, 13:0-3-0.Edpel. (4:0-0-5.0-1-81. [5:0-1-8,0-1-51. 15:0-2-3.Edgel, LOADlNG(psf) SPACING- 2411-0 CSI. DEFL in (Icc) Iidefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) -0.53 6-8 >359 240 MT20 2201195 TCOL 16.0 Lumber OOL 1.25 BC 0.85 Veit(CT) -0.83 6-8 >230 180 BCLL 0.0 Rep Stress lncr NO WB 0.47 Horz(CT) -0.03 1 We nla BCDL 10.0 Code IBC20151TP12014 Matrix-MSH Weight: 130 lb FT = 20% LUMBER- TOP CHORD 2X4DFNo2G SOT CHORD 2X4 OF N0.2 G WEBS 2X4 OF Stud/Std G Excepr W3:2X6 DF No.2 G WEDGE Left 2x4 OF Stud/Std -G, Right 2x4 OF Stud/Std -G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-2 cc puilins. 901 CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 4-8,24 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=208010-5-8 (mm. 0-2-4), 5=482/0-5-8 (mm. 0-1-8), 1482/0-5-8 (mm. 0-1.8) Max Horz5=72(LC 43) Max Uplift6=-274(LC 30), 5=-213(LC 38), 1-395(LC 35) Max Grav9=2080(LC 1), 5532(LC 52). 1562(LC 48) FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3.16=-2751891,4-16--1281802.4-17=-8391217.5-17-9611473, 1-18=.145711060, 2-16=-1126!804. 2-19=-64811178, 3-19=410/1000 SOT CHORD 1-20=471/694,1-21-4581934, 21-22=-488/871, 9-22=-611/986. 9-23=-6571771, 23-24=457/777, 8-24-6571777, 7-8=4291707. 7-25=429/707. 25-26=-6291707, 6-26=-6291707, 6-27=-552/886, 5-27=-5521886, 5-28=.269/508 WEBS 4-6=0/583, 4-8=-1348!316, 3-8=-963/284, 2-8=-1349/342, 2-9=01582 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd87mph; TCDL5.0psf BCDL6.0psf h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3-0-0, Interior(1) 3-0-0 to 16-0-0, Exterior(2) 16411-0 to 19-0-0, Interior(l) 19-0-0 to 32-0-0 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 00L1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. • This truss has been designed for alive 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurreñt with any other live loads. This buss has been designed for a total drag load of 1400 lb. Lumber DOL=(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 350.0 pIt. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-0, a 50 lb down and 4 lb up at 13-"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 buss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Truss Truss Type uty Iy I Job MAGNCHJA 2A CO8 COMMON 1 - -- Job Ref&ence(opon) - %.4UIUIDI4 I IUDId,I,C LI_I.... IClIiD• fl. aIU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25. Plate lnci-ease=1.25 Uniform Loads (p11) Veit 3-5-72.1-3-72,10-13 -20 Concentrated Loads (lb) Vert 24-50(B) 25-50(B) I I., I to 4x4 354 = Job miss TrUSS Type uly my MAGNOLIA 2A COMMON 2 1 I - -- Job Reference - - arrcmia TfljSl5fl1e LEE, ,ems, c. uaru Nun; MAW S uec S dula rnnE S.0 S USC U AUID 511155 IflUUSU155 inc. i nu U51 4 IS u.S lDiFI3c9vxxb,EMVfP7?S5SJz7f4q-YrX?6MCwAeUw1ScyXgkImVNrFpXYUyOluy?FyX5OF 8-0-5 13-3-12 16-0-0 • 18-8-4 23-11-11 27.0-10 32-0-0 8-0-5 5-3--i 248-4 2-8-4 5-3-7 3-0-15 4-11-6 Scales 1:51.9 4x8 = 3x8 It 3x6 Il 4x8 4x6 4*8= 6*8 = 4-11-6 13-3-12 13-5-8 18-6-8 1818-4 27-0-10 • 324-0 A.11.a R.44 0-112 S-I-fl 0I112 5-4-6 - 4-11-8 Plate Offsets ((Y)— 11:0-4-0,0-2481. [20-O-1.0-2-0!. (4:0-2-0,Edgel. 16:0-3-00-142' 17:0-1-15,0-0-8!, [9:0-2-12.0-2-01 - LOAOING(psf) SPACING- 2-3-12 CSI. OEFL. in ((DC) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -022 8-9 '999 240 MT2O 2201195 TCOL 16.0 Lumber DOt.. 125 BC 092 Vert(CT) -o.ai 8-9 3,278 180 ECU. 0-0 1 Rep Stress (ncr NO WE 0.76 Horz(CT) -0.08 1 n/a nla SCOL 10.0 Code I3C2015ITPI2014 Matrix-MSH Weight: 182 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4DFNo2G TOPCHORD 601 CHORD 2x8 OF SS 0 Excepr 02:20 OF StudiSid C, BI: 2*8 OF No.2 G SOT CHORD WEBS 2X4 OF SbidlStd G REACTIONS. (lb/size) 7=1189!Mechanica(, 1-95210-5-8 (mm. 0-1-8), 111353/O-3-8 (mm. 04-8) Max Horz783(LC 12) Max Uplift7151(LC 13), 1-17(LC 8). 11-137(LC 8) Max Grav71203(LC 24), 1982(LC 1). 111353(LC 1) FORCES. ('b) - Ten. - AN forces250 (Ib) or less except when shown. TOP CHORD 4-5=-290191. 5-19=-13801231, 6-19=-14981229. 6-20=-3333!386, 7-20=34011353, 1-21-21051121, 2-21=-2027/144, 2-22=-14351254, 3-22=-13811255, 3-4=-334195 601 CHORD 1-23=19!962, 1-24-70l1946. 12-24=-70I1946, 12-25=-190I1938. 11_25=.19011938, 10-11=-16211359. 9-10=-162/1359, 9-26=41412510, 8-26-41412510. 847=383/3199. 7-27=-W313199.7-23c-169/1582 WEBS 3-11=-287/1 =- 41, 2-118271261, 242=-1081464,6-9=-1279/276.6-8=O/N9, 3-6=-11481205 2-0-00c puilins (2-10.6 max) (Switched from sheeted: Spacing '2-0-0). Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCOL6.0psf, 8CDL6.0psf, M20ft; Cat. II; Exp C: Enclosed; MWFRS (envelope) gable end zone and C-C Exteiio42) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 1644, Extelior(2) 1644 to 19-0-0. Interior(1) 19-6-0 to 32-0-0 zone; cantilever left and right exposed; end vertical left and right exposedC-C for members and forces & MWFRS for reactions shown; Lumber DOLI.60 plate grip 00L160 - This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 1 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. 5)A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to buds connections. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcusrent with any other live loads. Graphical purtin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-8, 50 lb down and 4 lb up at 13-5-8 on bottom chant. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncreasel.25 .d Uniform Loads (pIt) Vert: 4-7=83,14=43.13-116=23 Continued on page 2 1- Job Truss Truss Type uty my MAGNOLIA2A - - - ' l CO9 COMMON .2 Job Reference (oplioñal) fl..l9!I*a ulunrinhlic LS., ron,,, t.n. .&,u null; o.Lqu. hOC C LUIC runt; o.t'rn S hOC C £1310 IVhJIWI ingu,inn mc. unit t,ci 4 1t4,;10 £1315 raiwt - ID:ZFi3c9vocblEMVtP7?S5SJz7f4q-YrX?6MCvvAeUw1ScyXgkImYNrFpXYUyO1uy?FyXSOF LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11-50 9.50 I 3*4 = ion miss Truss rype Qly Ply MAGNOLIA2A CIO COMMON 1 lJob - Reference LI&,al) Iwn; LSU 5 u= 0 110 rnn 044U S USC S U10 tOJISS IflSU5Ui05. Inc. (flU UC is r(1d xui ross 1 ID:ZFl3c9vxxb,€MVfP7?S5SJz7t4q-YrX?6MCwAeUw1Sc5yXglcJmadrGvx25yoluy?FyX5OF 8-0-5 13-3-12 • 16-0-0 18.8-4 23-11-11 27-0-10 32-0-0 8-0-5 5-3-7 2-8-4 2--4 5-3-7 3-0-15 4-11-6 Scale : 1:51.9 408 = 3x6 II 4*6 = 6x8 = 4*6 = 3*5 II = 4-11.6 • 13-3-12 13,5-8 184.8 18-6-4 27-0-10 32.0-0 Ell 11 • g.s.a flli, c.n.n ILIiIJ • Plate Offsets (X,V)- 10-1-15.0-0-12!, 120-0-1,0-1-8). f4:0-2.0,Edgel. L.OADING(pst) SPACING- 2.0-0 CSI. DEFL in (be) tldefl L/d PLATES GRIP TCLL 20.0 Plate Cup DOL 1.25 IC 054 Vert(LL) .0.20 8-9 "999 240 M720 2201195 TCDL 16.0 Lumber OOL 1.25 BC 068 Vert(CT) .0.75 8.9 2300 180 BCLL 0.0 Rep Stress Inor NO WS 0.65 I-losz(CT) -0.06 1 We We BCDL 10.0 Code 18C2015/TP12014 Matrix-MSH Weight: 162 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.2 C TOP CHORD SOT CHORD 2*8 OF No20 ExcepP BOT CHORD 82: 2X4 OF StudlStd C WEBS 2X4 OF Stud/Std C REACTIONS. (lb/size) 71041lMeduanical, 1847/0-5-6 (mm. 0.14). 11=115510-3-8 (mitt. 04-8) MaxH02772(LC 12) Max Uplift7=-131(LC 13). 1.67(LC a), 11=-118(LC 8) Max Grav7=1052(LC 24), 1847(LC 1), 11=1155(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-253179. 5-19=-12511205. 6-19--13571203,6-20--29361337,7-20=-30W/317I 1-21=-18611107, 2-21=-17931127, 2-22=-13041225, 3-22=-1256!226, 3-4-293m2 SOTCHORD 1-23=-181852, 1-2463I1722, 12-24=43/1722,12-254-168/1730, 11-25=-16811730, 10-11=44511235, 8-10°-145I1235 9-254-363/2231.8.254-363/2231, 6-27=-33512819, 7-21=-335f2819.7-28=-147/1343 WEBS 2-11=-7071226, 2-12-111/441.6-84-1105/239,6-8=01907, 3-5=-10511182 Structural wood sheathing directly applied or 3-2-9 oc putlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MITeII recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. NOTES- Unbalanced nof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd-almph; TCOL6.opsf; BCOL6.0psf h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exte401(2) 0-0-0 to 344, Interior(l) 3-0-0 to 16-0-0. Exterior(2) 1644 to 19-0-0. Interior(l) 1944 to 32.0-0 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 gulp 00L150 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been dèsignid 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 buss to truss connections. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITP1 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcuirent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 4 lb up at 18-6-8. and 50 lb down and 4 lb up at 13-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate Inorease1.25 Uniform Loads (p11) Veit 4-7-72,1-54-72, 13-16=-20 Concentrated Loads (Ib) Vent 11-5O 9=-50 Job Truss Truss Type Qly Ply MAGNOUA2A 005 FINK 6 I iJob Reference (optional) uini I MW-Mmv u. reins. .M. Mdoru ,un: MIAW 5 LiC e zuie nun; u.qu 5 iev U (l1D IV1JlUA unguSgiSS. Inc. trW vet 4 14 ;Jr.15 £1115 YdUU 1 lD2Fl3c9vrothrEMVfP7?S5SJz7f4q-015NJiDXgTmLY81oTf2vGyJijFehG516dhdVXiyX5OE 6-7-3 • 13-1-0 19-6-13 25-104 6-7-3 6-5-13 6-5-13 6-3-11 Scale = 1:41.8 46 U 4*8 = 4*4 = 5*6 W9= 40 = 5*6 = 17-S-11 . 25-108 9-AL-2 CLCL7 Plate Offsets 0(Y)— 13:04-0,0-0-01, 15:0-0-40-0-11.15:0-7-7,0-0-21 - - - - - LOADIPJG(psf) SPACING- 2411-0 CSl. OEFL. in (icc) I1defl Lid PLATES GRIP ICU. 20.0 Plate Grip DCL 125 Ic 0.71 Veit(LL) -0.43 6-8 719 240 MT20 2201195 TCOL 14.0 Lumber DOt. 1.25 Sc 0.75 Vezt(CT) -0.88 6-8 s353 180 ECU. 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.11 5 nfa Will BCDL 10.0 Code 18C2015/TP12014 Matrix-MSH Weight: 98 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No2 G SOT CHORD 2X4 0FNo2G WEBS 2X4DFStudIStdG OTHERS 2X4 OF StudlStd G WEDGE Right 20 OF StudlStd -G REACTIONS. (lb(trze) 1=113910-34 (mm. 0-14), sll3glMechanical Max Ho,z159(LC 12) Max Uplift1-110(LC 8), 5408(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 cc purlins. 501 CHORD Rigid ceiling directly applied or 1044cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-26321256. 2-19=-25131277, 2-20=-23011206, 3-20=-22231218, 3-21=-21631211, 4-21=-22411200, 4-22-24311268, 5-22-25331248 SOT CHORD 1-15=-26412434, 8-15-26412434, 8-16=-9311630, 7-16=-9311630, 6-7=-9311530, 6-17=-20312348, 5-17=-203/2346, 5-18=-861850 WEBS 2-8=4851199.3-8--531754.3.6-421698,4.6=4441189 NOTES- Unbalanced mci five loads have been considered for this design. Wind: ASCE 7-10; Vulill0mph (3-second gust) Vasd87mph; IC0L80ps1 BCDLS.opsf; h'20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C !xtelior(2) 044 to 3411.0. lntenor(1) 3-0-0 to 13-1-0, Exterior(2) 13-1-0 to 16-1-0. Interior(l) 16-1-0 to 25-10-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber 001.I.60 plate grip 00L1 60 This buss has been designed for a 10.0 psI bottom chord live load nonconcunent with any other live loads. • This buss has been designed for a live load of 20.0ps1 on the bottom chord in all area where a rectangle 3-6-0 tall by 20-0 wide vAll fit between the bottorti chord and any other members. A plate rating reduction of 200/b has been applied for the green lumber members. Refer to girder(s) for truss to buss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. This buss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MAGNOLIA 2A 008 CAL HIP 1 ~Rele,,oe - - (optional) .dJnUnUd InI5rlJne u reins. 4.A. 5i1U pcun: 6.4U s UsC b; in rnnr: 524U 5 usc o xuis Miles iflausules. Inc. IflU uci 1 ix M:15 zoig rate 1 ID:ZFI3c9vxxbrEMVfP7?S5SJz7f4q-015NJiDXgTmLYB1off2vGyJgeFceG7a6dhdVXiyX5OE 11-11-11 13-1-014-2-5 16-9-0 21-1-15 25.10-8 5-0.1 4-5-0 2-6.11 1-1-5 1-1-5 2-6-11 4-4-15 448-9 Scale = 1:43.2 4x6 4x6 = 3x10= 5x6WB= 3x10= 5x6 9-5-0 16-9-0 25-10-8 s.c_n 7.4.0 • 4.1R Plate Offsets (X,Y)— '0-2-8.0-2-01. (6.0-2-12.0-2-01,19:0-7-7.0-0-21. [g.-O-0-4.0-0-11 I10:0-2-0.0-1-81,112:0-2-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.36 12-15 >862 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 088 Vert(CT) -0.73 12-15 >423 180 ECU. 0.0 Rep Stress lncr NO WE 0.20 llorz(CT) 0.13 9 n/a n/a BCDL 10.0 Code lBC2015!TP12014 Matrix-MSH Weight: 114 lb FT = 20% LUMBER- TOP CHORD 2X40FNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G OTHERS 2x4DFN02G(1) WEDGE Right 2x4 OF Stud/Std -G REACTIONS. (lb(size) 1120910-3-8 (mm. 0-1-8), 91211/Meclianical Max Horzl=63(LC 12) Max Upliftl-183(LC 8). 9-183(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except 0-0-0 oc purlins (4-0-6 max.): 34. Except 4.0-0 oc, bracing: 3-6 BOT CHORD Rigid ceiling directly applied or 7-S-0 ac bracing. Mek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CcmpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-28471654, 2.19=.27841668, 2-3-24901714, 3-20=-2338/820, S-20=.2341/819, 5-21-2305/817, 6-21=-23031818, 6-8=-24501711, 8-22=-26411837, 9-22=-27051624 BOTCHORD 1-23=-682/2641, 12-23=-68212641, 12-24=-70412514, 11-24=-70412514, 10-11=-704/2514, 10-25=-545/2505, 9-25=-54512505, 9.26=212l906 WEBS 2-12=-349/146, 3-12=-1031482, 5-12=-3721285, 5-10-412J286,6-10=-991461, 8-10=-2531123 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDL6.0psf BCDL6.0psf h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0411-0 to 3-0-0. Interior(l) 3-0-0 to 25-10-8 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 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. 5)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6411 tag 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. This buss Is designed in accordance with the 2015 International Building Code section 2308.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlmn along the top andlor bottom chord. LOAD CASE(S) Standard Run: sDec 6 Callibmia TnJsFrarne I.M. Ferns, C& 92570 Scale z 1:43.2 4.00F13 ~J. 4x6 Job Truss Truss Type Qty MAGNOLIA 2A 007 CAL HIP 1 Fly Job Reference (optional) 4x6 = 3x10 = 5x8 W6 sxio = exs = I 9-541 16-9-0 • 25-10-8 9-5-0 7-4-0 • 9-1-8 Plate Offsets (XY)- 10-2-4.0-2-01. 15:0-2-4.0-2-0U7 .0-0-21. (70-040-0-11, 18:0-2-0.0-1-81,110:0-2-0.0-1-81 LOADING (PSI) SPACING- 2-04 CSI. OEFL in (100) IIdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.70 Vert(LL) -0.38 10-13 >862 240 MT20 2201195 TCOL 14.0 LuniberOOL 125 BC 0.87 Vert(CT) -0.71 10-13 >434 180 BCLI. 0.0 • Rep Stress lncr NO WB 0.20 Horz(CT) 0.12 7 n/a n/a BCDL 10.0 Code lBC20151TPl2014 Matrix-MSH Weight: 10810 FT c 20% I I LUMBER- TOP CHORD 2X4DPNo.2G SOT CHORD 2X4 OF No2 G WEBS 2X4 OF StudStd G OTHERS 2x4 OF StudISTD G(2) WEDGE Right 2x4 OF StudlStd -G REACTIONS. (lb/size) 1=113910-3-8 (mm. 0-1-8). lll39lMechanical Max Hoiz1=50(LC 12) Max Upliftl-130(LC 8). 7-129(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc pudins. except 0-0-0 oc putlins (4-3-1 max.): 3-5. Except 4-3-0 oc bracing: 3-5 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. (ib) - Max. CompJMex. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-2668/341, 2-17=-2610/356, 2-3=-2258/250, 3-4=-21001255. 4-5=-20661253. 5-6=722091247, 6-18=-24781333, 7-18=-25351321 BOT CHORD 1-19=-33212476, 10-19=-332/2476.10-20=2192M. 9-20=-21612284, 8-9=-21612284. 8-21-27112351, 7-21=-27112351, 7-22=-1071849 WEBS 210=423/176,310=01483, 4-10=-353/110, 4-8=-3931108, 5-8=0/464,6-64-332/156 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd-87mph; TCOL6.opsf; BCDL=6.Opsf; h20f1 Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 040 to 3-0-0. Interior(l) 3-0-0 to 25-10-8 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 00L1.60 Provide adequate drainage to prevent water ponding. This buss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 1 This buss 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 24-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the Pullin along the top and/or bottom chord. LOAD CASE(S) Standard 3x10 = 458 = 458 = 3x8 = 858 = 5x8 Ws= 2x411 458 = 858 II Scale = 1:43.2 18 19 - - 20 ' 9 21 22 23 151 11 13 11us$ 1 russ Type 1 job MAGNOUA2A 008 CAL HIP 11772 Job Reference (optional) i..aI1onva lusi-inme u.l..., reins,. vca,u rlurl: 0.LOU B LIOC 0 £1110 mill; 0.4U 5 IJOV 0 £1110 5111011 UI1OUBII105, 1151. 11111 JI .11 '"AM II LU £1110 row u ID:ZFl3c9vxxbrEMVfP7?S5SJz7f4q-UEftnX2D9RnuCALc_DNZ8pAszdf4d?bIFrLN238yX5OD 3-8-4 7-5-0 7.111-11 13-1-0 18-2-5 18-91) 22-5-12 25-10-8 348-4 3-8-12 018.111 5-1-5 5-1-5 0L611 3-8-12 3-4-12 7-5-0 • 13-1-0 18-9-0 . 25-10-8 I • 5.84 ' 5-8.0 7-1-8 Plate Offsets (X.V)- 110-2-3,Edgej, f1:0-0.0.0-1-51.13:0-2.0.0-2-01. 150-2-0,0-2-01, 17:0-7-7.0-0-21. (7:0-0-4.0-0-11, (8:0-2-12,0-1-81. (11:0-2-0.0-1-81 LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (bc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.32 Vert(LL) -0.06 8-10 s999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.26 8-10 999 180 BCLL 0.0 Rep Stress Incr NO WS 0.14 Horz(CT) 0.07 7 n/a nla BCDL 10.0 Code lBC2015lTPI2014 Matzix-MSH Weight: 225 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G OTHERS 2x4 OF StudlSTD G(2) BOT CHORD WEDGE Left 20 OF StudlStd -G. Right 2x4 OF StudlStd -G REACTIONS. (lb(size) 1=11391048 (mm. 0-1-8),7=1139/Mechanical Max HolZ140(LC 8) Max Upliftl=-138(LC4). 7-137(LC 5) I FORCES. (Ib) - Max. CompiMax. Ten. - M forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2673/361, 2-3=-248 1/303. 3-4=-23151305, 4-5-22561298, 5-8=-23951293, - 6-7=-24911337 SOT CHORD 1-18=-17111198, 1-19=-M/2494,11-19--33S/2494,11-20=326F2967,10-20=-32512967, I 9-10=-32512967, 9-21=-32512967, 8-21=-32512967, 8-22=-28312298, 722=283I2298, 7-23=-1181919 WEBS 3-1101492, 4-11-8181147. 4-10=0/358,4-8=4741153,5-8=01466 Structural wood sheathing directly applied or 64-0 cc pudins, except 0-0-0°c puilins (6.0.0 max.): 3-5. Except: 6-0-0 cc bracing: 3-5 Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1)2-ply buss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - I row at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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; Vu1t-010mph (3-second gust) Vasd=87mph; TCOL6.0psl BCOL6.opsf, h20ft Cat. II; Exp C. Enclosed; MWFRS (envelope) gable and zone; cantilever left and light exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip 00L1.60 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 tell 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 buss connections. This truss is designed in accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuient with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard I I 11 HI ~ t, TrUSS Truss type city Ply [6b AGNOLIA2A 009 FiNK 3 Job Reference (optional) talitolnla nuwiame U.c. ,'ems, c. 957o Run: 5.240 s Dec 62015 Pnin: 8.240 a Dec 82015 MireS Inaussies, Inc. mu Oct s 12:37:20 2019 Pace 1 lD2Fl3c9vxxbrEMVfP7?S5SJz7f4q-UEfmX2D9RnuCALc_DNZ8pAsvwf_?ZJFrt.N238yX500 6-7-3 13-1.0 • 19.6-13 • 26-2-0 6-7-3 I 6-5-13 • 6-5-13 6-7-3 Scale = 1:42.2 4x6 U 45 = 44 = 5x8 WB= 40 = 4x6 = I 841-15 • 17-5-1 26-2-0 941-15 a-a-s 8.5-I5 Plate Offsets (X.Y)— 13:0-0-0.0.0-01 LOADING (pat) SPACING- 24-0 CSI. DEFL in (too) lldefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.62 Veit(LL) -0.43 6-8 >723 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.87 6-8 >360 180 SCLL 0.0 * Rep Stress Inor YES WS 0.29 Horz(CT) 0.12 5 Wa nla BCDL 10.0 Code I8C2015ITP12014 Matiix.MSH Weight 98 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/SW G OTHERS 2X4 OF StudlStd G I REACTIONS. (lb/size) 5=11511044 (mm. 0-1-8), 1=1151104a (mm. 0-1-8) Max Harz 1-67(LC 17) Max Uplifl5=-111(LC 9), 1-111(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc pwtins. 80T CHORD Rigid ceiling directly applied or 104-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. 4111 forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-26681258, 2-18=-2549/279, 2-19=-23351208, 3-19=-22591220, 3-20=-22591220, 4-20=-23361209. 4-21-2549/280, 5-21=-28581259 BOT CHORD 1-15=-26412487, 8-15=-26412467, 8-16=-9211668, 7-16=-9211668, 6-7=-9211668, 6-17=-21412467, 5-17=-21412467 WEBS 2-8--4871199, 3-8=-551749, 3-6-551749, 4-6=4871199 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL6.0psf BCDLS.opsf; h=20ft; 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 13-1-0, Exterior(2) 13-1-0 to 16-1-0, lnteno41) 16-1-0 to 26-2-0 zone; cantilever left and tight exposed ; end vertical left and tight exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.60 This buss has been designed for a 10.0 psf bottom chord live load nonccncurrent 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 240 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcwrent with any other live loads. LOAD CASE(S) Standard Job Truss truss Type Qty Fly MAGNOUA2A D10 GABLE —2 Job Reference (optional) - - - uaiuomja I lUSfl?inO 1LL.. reins LM. OLOIU null; osqu a usc a 4 is rnnc o.au a usc a aviD lvii P5K ulluuuuhuii, ilIL. Uric_I J ,.,.i LUIS raq I IO:ZFl3c9vxxbrEMVfP7?S5SJz1f4q-yQD8kOEnC503nU9Am44NMN09?3Hvk?W04?6cbayX5OC 4-6-0 7-3-8 , 13-1-0 18-10-8 214-0 26-2-0 4-6-0 l 2-9-8 • 5-9-8 5-9-8 2-9-8 4-6-0 Scales 1:41.7 5*6 = 4*4 = 'A. '50 - -40 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) lldefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.29 6-8 '999 240 MT20 2201195 TCOL 14.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.67 6-8 '472 180 BCLL 0.0 Rep Stress lncr NO WB 0.36 Horz(CT) 0.11 5 n/a We BCOL 10.0 Code IBC2015lTPJ2014 Matsix-MSH Weight: 334 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6411-0 cc purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X6 OF No.2 G Excepr W2,W4: 2X4 OF Stud/Std G OTHERS 2X4 OF StudlStd G Excepr STS: 2x8 OF No.2 G REACTIONS. (Ib19ze) 5206310-3-8 (mm. 0-1-8). 1=2063/0-3-8 (mm. 04-8) Max Horz1o67(LC 12) Max Uplilt5-292(LC 5), 1-292(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-41-50491788, 2-41-49361779, 2-3=-47021733, 34=4702/734, 442=4936/779, 542=40491789 - SOT CHORD 1-34=-39012085, 1-35=-741/4734, 35-36=-74114734, 8-36=-741/4734, 8-37=416/3210, 7-37=.41613210.6-7=41613210,6-3 —"9214734,36-39=49214734,5-39z-69214734, 5.40.357/2085 WEBS 248=-5921221, 3-8=-289/1775, 3-6=29011775.4-6=-5921M NOTES- 1)2-ply buss to be connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2*6 -2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x4 - I row at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 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; Vultll0mph (3-second gust) Vasd87mph; TCOL=6.0psf, BCDL6.Opsf; h20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone, cantilever left and right exposed; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL--11.60 This truss has been designed fOr a 10.0 Of bottom chord live load nonconcurrent with any other live loads. B)' This buss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 200A has been applied for the green lumber members. At This tn,se is .fssinneil in e,vi,nMsnns with thy 21115 Internvitinnal Ruikilan Coda section 23061 and referenced standard ANSIITPI 1. I N Job Truss truss lype Qty ny MAGNOLIA 2A D10 GABLE Job Reference (optional) %.alllulllla lnIrranw LLL,.. rcms, n. ,a,u jun: øu s U?c 0 4U10 mm: 0.t4u S usc o oila SHIeS Ifl0LI5HS, inc. mu uci 1:4,.1 £U1H rase £ lD2Fl3c9vubrEMVfPT?S5SJz7f4q-yQD8kOEnC5O3nUBAm44NMNO9?3Hvlc?W04?6cbayX5OC LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (plQ Vert 31-35=-31(F=-11), 35-39=-103(F=-83). 28-39=-31(F-11), 1-3-68, 3-5-68 Concentrated Loads (lb) Veit: 41-153(F) 42-153(F) I If I) I I. I I. Job Tniss russ Type '4 ty MAGNOUA 2A Ed rr.ABLE 1 Job Reference (optional) caliramla 1n1s,ame u.., Penis, (A. exaro tun: 11240 a on a zuia print: a.zu a Dec b aria MusK unauslnes, Inc. mu oct i ix j,:zx zuis [-age 1 ID2Fl3c9vrocbrEMVtP7?S5SJz7f4q-RcmWytFPzO8wPemNKobcubxJ4SjlTXNYJfs981yXbOB B0 16-0-0 6-0-0 • 80 Scale = t25i 4x8 = I 3,9 = 25 12 26 11 27 10 28 9 29 6 30 7 31 6 32 5 33 4 34 3j6 = I 16-04 15-n-n Plate Offsets (X.Y)- (1:0-3-0,E0qej, 13:0-3-O.Edge] LOADING(psl) SPACING- 24)4 - CSI. DEFL in (icc) Udefi Lid PLATES GRIP TCU. 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) na - nla 999 MT20 2201195 TCOL 14.0 Lumber DOt. 1.25 BC 0.57 Vert(CT) rile - nla 999 SCLL 0.0 • Rep Stress mci YES WS 0.00 Horz(CT) 0.03 3 file nla SCOL 10.0 Code I5C2015ITPI2014 Matrix-SH Weight: 73 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. SOT CHORD 2X4 OF No.2 G SOT CHORD Rigid ceiling directly applied or 644cc bracing. OTHERS 2X4 OF StudlStd G Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1641-0. (Ib) - Max Horz137(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 8,9, 12,7.4 except 1-224(LC 27), 3.224(LC 30), 11-108(LC 55), 5=.108(LC 64) Max Gray All reactions 250 lb or less at joint(s) 11,5 except 1449(LC 65). 3449(LC 75), 8=279(LC 70). 9273(LC 69);10=290(LC 68), 12=381(LC 66), 7=273(LC 11), 6290(LC 72), 4=381(LC 74) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-21=-10271899, 2122=4281681. 2-22-9091855,2-23-902669, 23-24=-9281136. 3-24=-1027I913 SOT CHORD 1-25---820/934, 12-25=-754/888, 12-26=-6871888, 11-26-654!888, 11-27-6201888, 10-27=-587/888. 10-28=447/888, 9-28=-520/888. 9-29--4871888, 8-29=-4501888, 8.30=.449088, 7-30=-4871888, 7-31=-5201888, 6-31=-547/888, 6-32=-587/888. 5-32=4201888,5-334-654/888,4-334.687/888, 4-34=-7541888. 3-34-820/934 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL5.0psi BCOL6.0pst h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Comer(3) 0-0-0 to 3-0-0, Exterior(2) 3-0-0 to 8-0-0, Comer(3) 84-0 to 11-0-0. Exterior(2) 11-0-0 to 16-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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 ANSIITPI 1. Gable requires continuous bottom chard bearing. Gable studs spaced at 1-4-0 øó. This truss has been designed for a 10.0 psf bottom chard live load nonconcrirrent with any other live loads. 1 This truss has been designed for a live load of 20.opsf on the bottom chard in all areas where a rectangle 3-6-0 tell by 241-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 2076 has been applied for the green lumber members. Beveled plate or shim required to provide full bearing surface with buss chord at joint(s) 3. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIFTPI I. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along IN Bottom Chord, nonconcuirent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip 00L(1.33) Connect truss to resist drag along bottom chord from 0-0-0 to 164-0 for 50.0 p11. LOAD CASE(S) Standard Job Truss iruSS Type Ply MAGNOLIA 2A E02 COMMON Ir I I Job - Reference (optional) - - CaTomia TwsF,ame LLC., Ferns, CA. 910 Nun: 544U S uec b zulS mm: e.seu s uec e zuiv esiex inguames. Inc. 'flu Utz s sui, re5u lD:ZFI3c9vxxbrEMVtP7?S5SJz7f4q-RcmWykFPzO8wPemNKobcubxCXShxTV5YJts981yX5OB 8-0-0 16.0-0 8-0.0 • 8-0-0 Scale = 1:25.8 4x6 = I 3.50112 2x411 414= 414 = II I 8-0.0 • Plate Offsets (XV).- (1:Edge,0-2.0l. 12:0-3-0.0-2-81. 13:Edge,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI DEFL.. in (be) Well Lid - TCLL 20.0 Plate Grip DOL 1.25 IC 0.81 VettLL) .0.27 4-7 '704 240 TCDL 14.0 ' Lumber DOL 115 BC 0.55 I Vert(CT) -0.47 4-7 '405 180 BCLL 0.0 Rep Stress mc, YES WS 0.15 Horz(CT) 0.03 1 nfa nla BCDL 10.0 Code IBC2015ITPl2014 Matrix-MSH PLATES GRIP MT20 2201195 Weight: 47 lb FT = 20% LUMBER, TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4DFNo.2G WEBS 2X4 OF StudlStd G I REACTIONS. (!b/size) 1=70410-5.8 (mni. 0-14), 3=70410.5-8 (mm. 0-1-8) Max Hoizl=36(LC 12) Max Uplift1=.67(LC 8), 3=.87(LC 9) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puilins. SOT CHORD Rigid ceiling directly applied or 104-0cc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) -Max, CompiMax. Ten. -All forces 250(lb)or less except When shown. TOP CHORD 1-11=-14061133, 11-12=-13331137. 2-12-13181150, 2.13=.13181150. 13-14=-13331137. 3-14=-14081133 BOT CHORD 1-15=-8711280. 4-15=4711280. 4-15=-8711280, 3-16=-8711280 WEBS 2-4=01426 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasd87mph; TCDL8.0psf SCOLS.opst h20ft Cat. II; Exp C; Endosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0.0.0 to 3-0-0. lnteno.1) 3-0-0 to 8-0-0. Exterior(2) 84)4 to 1143-0. Interior(l) 11411-0 to 16.0-0 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions I ,shown; Lumber DOL1.60 plate grip OOL1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconwrrent with any other live loads. • This truss has been designed for a live load of 20.09af on the bottom chord in all areas where a rectangle 3-6-0 tall by 2411-0 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. S) This truss is designed In accordance with the 2015 International Building Code section 2305.1 and referenced standard ANSIITPI 1. 7)This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. LOAD CASE(S) Standard 1 Job Tiuss Truss type Qty Ply MAGNOLIA 2A FO1 GABLE 1 pti Job Reference (oonal) • ID:H33w5zlNME2Ocp22Nz35P2z704C.voKu94G2idGnioLZuV6rRoUVKS7pCZ3hXJbjgTY)&)A 7-6-0 15-0-0 I 7-6-0 76-0 Scale • 1:23.5 5x6 = '.7 17 10 18 9 19 8 20 7 21 6 22 5 23 4 24 374 = 374 = 20 II 7-6-0 • 15-0-0 7•.o • 7-64 Plate Offsets (XV)- '1:0-2-0.Edqel. F20-3-0.0-3-01, [3:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEEL in (icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.29 Vert(LL) n/a - n/a 999 MT20 220/195 ICOL 14.0 Lumber DOL 125 BC 0.29 Vert(CT) nla - We 999 SCLL 0.0 Rep Stress mar YES WB 0.10 Horz(CT) 0.00 7 n/a n/a BCOL 10.0 Code IBC2015/1P12014 Matrix-SH Weight: 66 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.20 TOP CHORD Structural wood sheathing directly applied or 6-0-00c pudins. SOT CHORD 2X4 OF No.20 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF StudiStd 0 Milek recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudfStd 0 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. AU bearings 154-0. (Ib). Max Hosz135(LC 44) Max Uplift All uplift 100 lb or less at joint(s) 10,4 except 1-170(LC 27), 3-174(LC 30), 7-106(LC 8), 9=.135(LC 55). 5=-135(LC 62) Max Gray All reactions 250 lb or less at joint(s) 9, 5 except 1362(LC 63), 3362(LC 71), 7529(LC 1), 8=290(LC 66), 10=361(LC 64), 6=290(LC 68), 4=361(LC 70) FORCES. (Ib) - Max. CornpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-4781450, 25-26=.2511278, 27-264-251/273, 3-28=-478/441 SOT CHORD 1-17=-4011414.10-17-308/M,4-24=-300/326,3-24=-401/4`22 WEBS 2-7-5151146 NOTES. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VutL=ll0mph (3-second gust) Vasd-87mph; TCOL6.0psf BCOL=6.apsf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 341411. Interfor(1) 3-0-0 to 746-0. Extenor(2) 7-6.0 to 10-6-0. Intenor(1) 10-6-0 to 15-0-0 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 OOL=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/WI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0cc. This truss has been designed for a 10.0 psf bottom chord five load nonconcirrent 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 3-641 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSWTPI 1. This truss has been designed for a moving concentrated load of 25001b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. Ii) This truss has been designed for a total drag load of 800 lb. Lumber DOL--(1.33) Plate grip DOL(1.33) Connect truss to resist drag Ic along bottom chard from 0-0-0 to 15-0-0 for 53.3 pif. LOAD CASE(S) Standard Truss I russ Type Pl 2A uty rMAGNOLIk IF02 KINSPOST 2 Ilob Reference (optional) California T,usFlarne I.I.Q. Parris, CA. 92570 "ROAN a 0 D uie rnnl; fl.4U 5 ue 0 LU1O IOU 101% uiuusuio., .n.--u - rn .. - .." ID:H33w5zlNME200p22Nz35P2z704C.N?uGMOGgV0Oefyw1SDe4z0Da7G0ExPlrmZLGCVYX5O9 7-6-0 15-0-0 I 7-641 7-6-0 Scale: 112'=l' 06 = I 454 = I Plate Olfse LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Icc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC .0.67 Vert(LL) -0.22 4-7 .801 240 M720 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.60 Vert(CT) I -0.38 4-7 .469 180 BCLL 0.0 • Rep Stress Inor YES WS 0.14 Horz(CT) 0.02 1 nla nla BCDL 10.0 Code IBC2015lTP12014 Matrix-MSH Weight: 45 lb FT • 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-1-00c purlins. 801 CHORD 2X4 OF No.2 G 801 CHORD Rigid ceiling directly applied or 10-0-C oo bracing. WEBS 2X4 OF Stud/Std G Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 1=65010-3.8 (mm. 0-1-8), 3=66010-3-8 (mm. 0-14) Installation guide. Max Horz134(LC 16) Max UpIift162(LC 8), 3.62(LC 9) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-13091136, 13-14-12411138, 2-14=-12311151. 2-15=-1231l151, 15-16=-12411138, 3-16-1309/136 BOT CHORD 1-1 1=-9011191. 4-11=-9W1191, 4-12=-9011191, 3-12=-9011191 WEBS 240I411 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDLS.0psf, BCOL=6.0psf; h20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Extedor(2) 0-0-0 to 3-0-0, lntenor(1) 3-0-0 to 7-6-0. Exterior(2) 7-6411 to 10-6-0, Interior(l) 10-6411 to 15-0-0 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--11.60 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 200/6 has been applied for the green lumber members. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.0mb live located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type ty Pl MAGNOUA2A FOG KINGPOST F Job Reference (optional) california uusl-rnme u.c., rerns. c& loin: 524U $ ow ZUlU Pfl1fl $240 S UK b ZUlU l6TII IncusDies. Inc. Thu ca lx:31:24 auia iage ID:H33w5zINME2Ocp22Nz35F2z704C-N?uGMOGgV0OefywlS0e4z00alGNpxKlcrmzLGCvyX5O9 740 15.0.0 I 7-6-0 7-6-0 Scale = 1:23.5 D800# 4x6 = 5-3-13 . 94-3 15-0.0 6-3-13 4.4-6 5-3-13 Plate Offsets (X,Y)- (10-3-00-241.(3:0-3-0.0-2-4114:0-2-0.0-0-121, 5:0-2-0.04)-121 LOADlNG(psf) SPACING- 2-0-0 CSI. DEFL in (bc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.70 Veit(LL) -0.09 4-5 '999 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.30 4-5 '606 180 BCLL 0.0 1 Rep Stress lncr NO WS 0.46 Horz(CT) 0.05 3 Wa nla SCOt. 10.0 Code 1BC201517P12014 Matrix-MSH Weight: 123 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G SOT CHORD 2X6 OF No.2 G WEBS 20 OF Stud/Std 0 REACTIONS. (lb/size) 1=27571044 (mm. 0-1-8). 3=27571044 (mm. 0-1-8) Max Harz l=.34(LC 33) Max Upliftl=-347(LC 19), 3=-347(LC 22) Max Grav12817(LC 18), 32817(LC 17) BRACING. TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. FORCES. (ib) - Max. CompJMax. Ten. - AU forces 250 (Ib) or less except when shown. TOP CHORD 1-2=44091800.2-3=-64091800 SOT CHORD 1-12=-38813176. 1-13=-61916137, 13-14=-45116137. 5-14-451l6137, 5-15=-33414414, 4-15=.33414414. 4-16-425I6112, 16-17=42516112, 3-17=-59316112, 3-18=-37213161 WEBS 2-5=-167t2450, 2-4=-16712450 NOTES- 1)2-ply buss lobe connected together with lOd (0.1311"4") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-94 cc. 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=ll0mph (3-second gust) Vasd=87mph; TCDL=5.0psf BCDL'6.0psf, h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L1.60 plate grip DOL1.60 This buss 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 20.0ps1 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber DOL=(1.33) Plate grip OOL(1.33) Connect truss to resist drag loads along bottom chord from 040 to 2-0-0, 13-0-0 to 15-0.0 for 200.0 plf. Girdercames tie-in span(s): 15-0-0 from 0-0.0 to 1544 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--1.26. Plate Increase=1.25 Uniform Loads (pIt) Vert: 6.9.300(F.280). 1-2=48, 2-3-68 Job Truss iruss Type Lily Ply MAGNOUA 2A F07 GABLE 1 Job Reference (optional) caliTomla TnJs1mme LC.. Penis, VdL 92010 Run: 5240 a oec 52015 Pius: 5240 $ oec 52015 MiTk Inousmes. inc. 1flu OCT 3 123720 2019 Pace 1 ID:H33w5z1NME2Ocp22Nz35P2z704C8SfalHlGJWVG6Uy?w9JWDZrrgoKgucjd4pkMyX5O8 7-6-0 15.0.0 7-6-0 7-64 Scale = 1:23.5 5x6 = C., U, CS 17 10 18 9 19 8 20 7 21 8 22 5 23 4 24 3x4 354= 20 II 7-641 15.0.0 I 7$_fl 1 7•fl Plate Offsets (XV)- [1:0-2-0,Edgel. 12:0-3-0.0-3-01. (3:0.24Edge LOADING(psl) SPACING- 2-0-0 CSI. DEFL in (Icc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.29 Vert(LL) n/a - We 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 029 Vert(CT) nla - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 HOIZ(CT) 0.00 7 n/a n/a BCDL 10.0 Code 15C2015/TP12014 Matrix-SM Weight: 69 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0cc purlins. SOT CHORD 2X4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x8 OF No.2 G Mfl'elc recommends that Stabilizers and required cross bracing be OTHERS 2X4 OF StudlStd G installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-0-0. (lb) - Max Horzl-35(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 10,4 except 1=-168(1.0 27). 3-173(LC 38), 7-109(LC 8), 9=-135(LC 55). 5=-135(LC 62) Max Gray All reactions 250 lb or less at joint(s) 9,5 except 1360(LC 63), 3360(LC 71). 7=541(LC 1), 8=290(LC 66), 10361(LC 64), 8=290(LC 68), 4=351(LC 70) FORCES. (Ib) - Max. CompJMax. Ten. - AM forces 250 (lb) or less except when shown. TOP CHORD 1-25---466/446, 25-26=-240/274. 27-28=-240/268. 3-28=465/436 SOT CHORD 1-17=-3971418,10-17=-3041326,4-24-3041325.3-24=.3971419 WEBS 2-7-526/149 NOTES- I) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCOL8.0psf BCDL-6.0psf h'20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exteno42) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-6-0, Exterior(2) 7-6-0 to 10-641. Interior(l) 10-6-0 to 15-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1 £0 plate grip 00L1.60 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. Gable studs spaced at 144 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 1 This buss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 34-0 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. This truss Is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. This truss has been designed for a total drag load of 800 lb. Lumber 00L(1.33) Plate grip OOL=(1.33) Connect truss to resist drag k along bottom chord from 0-0-0 to 1540 for 53.3 p11. I LOAD CASE(S) Standard -f Job Truss miss Type Qty Fly MAGNOLIA 2A FOB OUEENPOST 1 1 Job Reference (optional) - - - Ga1,Tom,aTn,s1rBn1eLLL. Pems, uA, vzaiu rein: U.4u S uec 0 Ul0 mm o.qu a LOC ouieivsuex InauSmes, Ir. 'flu uci 3 1:J,;au1a rage 1 ID:H33w5ziNME2Ocp22Nz35P2z7O9SfaIHIGJWVG6Uy?w9JWDZllgkBgta_?d4pkMyX508 3..11-5 7-6-0 • 11-0-11 , 14-9-0 I 3-11-5 3-6-11 3.6.11 3-8-5 Scale = 1:23.6 5x6 = D=800# I 5 5 4 3x8 II 4x4= 454 2x411 7-6-0 14-9-0 l.a-n • 7-3-0 Plate Offsets (XY)- I10-1-9,0-2-01. (2:0-3-0.Edgel. 13:0-3-1.Edgel. (3:0-0-0,0-1-121 LOADING(psf) SPACING. 2-041 CSI. DEFL in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 IC 0.64 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - nla 999 BCLL 0.0 Rep Stress lncr YES WS 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code 16C201511P12014 Matrix-SH Weight: 45 lb FT = 20% LUMBER. TOP CHORD 2X4 OF No.2 G SOT CHORD 2X4 OF No2 C WEBS 2X4 OF StudlStd C WEDGE Right 2X4 OF StudlStd -G BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. SOT CHORD Rigid ceiling directly applied or 6-0-0cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb(size) 1=281114-9-0 (mm. 0-1-8), 3=268114-9-0 (mm. 0-1-8). 4-749114-9-0 (mm. 0-1-8) Max Horz137(LC 36) Max Uplift1-145(LC 27). 3-204(LC 38), 4=-93(LC 27) Max Grav1400(LC 57). 3393(LC 59), 4749(LC 1) FORCES. ((b) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=3941362,2-10--2811296,10-11=a331341,3-11=-5611522 BOT CHORD 1-5=-3181349,54--3181349,4-6--3011332.4-7=-2231259,3-7=-4761507 WEBS 24=-4961189 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VulL=llomph (3-second gust) Vasde87mph; TCDLS.opsf BCDL6.opsf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 04-0 to 34-0, Interior(1) 3-0-0 to 74-0. Exterior(2) 7-6-0 to 10-6-0. Interior(l) 104-0 to 14-9-0 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 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-641 tall by 2411-0 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of BOO lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 6-7-0 to 14-9-0 for 98.0 pit. LOAD CASE(S) Standard o Truss 'truss Type r' 2A F0 9 i I lJob I ' Reference (optional) ialiromua lwsplsmeu.c..Icms.LA. szu Kun:U.L4u5 USC bU1Sflfl1S.4USUSC bU1eMJIeKIflaU5g1e5.IflC. IflUU 41:Jf.agu1 ragei ID:H33w5zlNME2Ocp22Nz35P2z704C-JND1n5lw1deMuG38ZegY3R6wU33bPJK8EHqNHoyX5O7 7-6-0 • 14-9-0 7-6.0 • 7-3-0 Scale = 1:23.8 456 = C's X4 4x4 4x6 = 7.6.0 14-9-0 I 74 • 73 Plate Offsets (X.Y)- 12:0-3-0,0-24A LOADING(psf) SPACING- 24-0 CSI. DEFL in (icc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Veit(LL) -0.23 4-10 >775 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.40 4-10 438 180 BCLL 0.0 • Rep Stress Incr YES WS 0.13 Harz(CT) -0.02 3 nla We BCDL 10.0 Code 15C20151rP12014 Matrix-MSH Weight: 45 lb FT = 20% LUMBER- TOP CHORD 2X4OFNo.2G SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF Stud/Std G WEDGE Right 2x4 OF Stud/Std -G REAC11ONS. (lb/size) 3649/Mechanical, 1849/0-3-8 (mm. 0-1-8) Max Horz335(LC 12) Max Uplift3-61(LC 9), 1-62(LC 8) BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 cc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. [MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1184/149. 13-14=-11911136, 3-14=-12621135, 1-15=-1259/133, 15-16=-11911135, 2-16=-11811148 SOT CHORD 1-11=-88/1143, 4-11=-88/1143, 4-12-88I1143, 3-12=-8811143 WEBS 2-4=01399 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd-87mph; TCOL6.0psf BCDL=6.0psf; h=20ft Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Intenol(l) 344 to 7-6-0. Exterior(2) 7-6-0 to 10-6.0, intencr(1) 10-64 to 14-94 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL--1.60 plate grip 00L1.60 This buss 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss lruss type IM01 I JACK.CLOSED GIRDER I Irly 2 I - Job Reference (optional) L&.I...reln5..,p.. wAwu ,cun:Lzqus uec b401ep-nm;e.4u5uec eu1ereIeglnauss1es.inc. InUUCI 1 J,:xbxU1 rage 1 ID:ZFI3c9v1ocbrEMVfP7?S5SJz7r4q-JN01n5tw1deMuG38ZegY3R63t3BcPLV8EHqNHoyX5O7 4-10-3 • 8-0-0 4-10-3 • 3-1-13 2x4 II Scale 1:17.5 5x6 = 4-10-3 8-0-0 d-10-3 • Plate Offsets (X.Y)— 110-2-12.O-2-81. 14:0-1-12.0-2-01.15:0-4-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CS,. DEFL in (Icc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.01 5-8 p999 240 M120 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.02 5-8 999 180 BCLL 0.0 Rep Stress lncr NO WB 0.06 Horz(CT) 0.00 4 n/a n/a SCOL 10.0 Code 18C201511P12014 Matrix-MP Weight: 74 lb FT = 20% LUMBER. BRACING- TOP CHORD 2X4 OF No.20 TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except 801 CHORD 2X6 OF No.2 G end verticals. WEBS 2X4DFStuWStdG 801 CHORD Rigid ceiling directly applied or 10.0.0cc bracing. REACTIONS. (lb/size) 1=34610-5-8 (mm. 0-1-8). 4346IMectianicl Max Holz190(LC 7) Max Uplift1-40(LC 4). 4-52(LC 4) Max Grav1439(LC 22), 4439(LC 25) FORCES. (Ib) - Max. CcAipiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-589/68 801 CHORD 1-10=.441334, 1-11=-€61552, 5-11=-66/552, 5-12=-66/552, 4-12=-661552 WEBS 2-5=0/329, 2-4=-618199 NOTES- I) 2-ply buss to be connected togetherwith lCd (0.131'x3) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-941 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 20 -1 row at 0-941 cc. 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 I .connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCOL8.0psf, 8C0L6.0psf; h201t; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL1.60 plate grip DOL--1.60 This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sy This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-641 tog 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. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. This buss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the * Bottom Chord, nonconcwTent with any other live loads. LOAD CASE(S) Standard D=800# 30 = 2*4 II 1job Truss iTruss ype MAGNOUA2A M04 MONOTRUSS ry I Fry JJob Reference (optional) I ,usl-rame u.r.. rents, ,.. 922(0 NUfl 52408 USC 52018 Film: 82405 Dec 52018 MITeS Industiles Inc. Thu OCt 3 12:31:21 2019 Page 1 iD:ZFl3c9xxbrEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeKLSnbeeAUTTi8ocHSxZwpEyX5O6 I 4.6.0 4.6-0 Scale= 1:11.5 LOADING(psf) TCLL TCDL 20.0 14.0 BCLL 0.0' BCDL 10.0 SPACING- 24-0 CSI. Plate Gap DOL 1.25 IC 0.34 Lumber DOL 1.25 BC 0.36 Rep Stress lnor NO WS 0.00 Code lBC2015fP12014 Matrix-MP DEFL in (Icc) tldefl L/d PLATES GRIP Vert(LL) -0.06 3-6 495 240 MT20 220/195 Vezt(CT) .0.10 3.6 '513 180 Horz(CT) 0.01 1 n/a We Weight: 14 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4OFNo.2G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlSld G BOT CHORD REACTIONS. (lblsize) 119210-34 (mm. 0-14), 3=192/Mechanical Max Horz153(LC 34) Max Uphft1-280(!.0 27). 3.63(LC 36) Max Gravl=363(LC 48) 3=355(LC 55) FORCES. (Ib) - Max. CompJMax. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-7821730, 2-8=-301/292 BOT CHORD 1-7=-723/725, 3-7=-371/367 Structural wood sheathing directly applied or 4-6-0 oc pullins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Muck recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer I Installation guide. NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLS.Opsf BCDL=6.opsf; h20ft Cat. II; Exp C; Endosed; MWFRS (envelope) gable end zone and C-C Extenor(2) 0.0-0 to 3.0.0. Interior(l) 30.0 to 4-4-4 zone; cantilever left and light exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate gap DOLI.60 This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-64) tall by 24-0 wide will lit between the bottom chant 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. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI!TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord. nonconcurrent with any other live loads. This buss has been designed for a total drag load of 800 lb. Lumber DOL(1.33) Plate grip 00L(1.33) Connect truss to resist drag loads along bottom chord from 040 to 4-6-0 for 171.8 p11. LOAD CASE(S) Standard Job Truss Type ply 2A Oty TMr,,SS MONO CAL HIP 1 IJob Reference (optional) caniomia Hunt-lame U.(., t-ems, up.. 9(U Nun: e.xau S um S xuie t-Tmt. 52455 uec S xuiu miles Inausmea, IflC. mu yen .1 lx:4(:xf uia rag 1 lO:ZFI3c9vxxbrEMVfP7?S5SJz7t4q-naaP?RJVoxmDWPeK7L8nbee9xTTY8mJHSxZwpEyX5O6 0-3-12 1-9-8 1-9132-5-4 7-9-8 0-3-1 1-5-12 0-0-5 0-7-7 5-4-4 5x16 = Scale = 1:15.3 354 = 0-3-12 1-9-8 0-3-12 1-5-12 2-5-4 • 0-7-12 7-9-8 5-4-4 Plate Offsets (X.Y)— [3:0-11-4.0-141,14:0-1-5.0-141. (7:0 18.018) LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (Icc) I/deS Lid TCLL 20.0 TCDL 14.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 044 BC 0.37 Veit(LL) Vert(CT) -006 .0.12 S-li 5-11 >999 >770 240 180 BCLL 0.0 Rep Stress lncr NO WS 0.15 Horz(CT) -0.01 4 n/a n/a SCOL 10.0 - Code 1BC20151TP12014 Matrix-MP PLATES GRIP MT20 2201195 Weight: 32 lb FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No.2 G TOP CHORD SOT CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G 80T CHORD REACTIONS. (lb/size) 4=32910-3-8 (mm. 0-1-8), 7=3S7/Mechanical Max H=4-55(LC 9) Max Uplift4=-33(LC 9), 7=-28(LC 8) Max Grav4=429(LC 37). 7455(LC 27) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-12=412/68. 12-13=414/60, 4-13=432153 SOT CHORD 7-14=-66/309,6-14=-66/309, 6-15=-771310, 5-15=-771310. 5-16=-811397, 4.-16--811397 WEBS 3-5=-20/580, 3-6=4461132,34=450196 Structural wood sheathing directly applied or 6-0.0oc puilins, except 0-0-0 cc pufllns (6.0-0 max.): 1-3. Rigid ceiling directly applied or 10-0-0 cc bracing. Mileic 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; TCDLS.opsf; BCDL40.Opsf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 6-3-11, Interior(l) 6-3-11 to 7-9-8 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 DOL--1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load noncoricunrent with any other live loads. This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 200/6 has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. This buss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSllTPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard Job TrUSS truss Type Oty Ply MAGNOLIA 2A M06 MONO TRUSS 2 Job Reference (optional) I.iuTanua Inrmew..,rems,. vzom Nun:ø.1qu5 uec Du1ørnrn:LLqusuec bU1bMIIeKIflQu5U1s.inc. pnuuc 1 moicA r plu rage 1 lD:ZFl3c9vxxbzEMVfP7?S5SJz7f4q-naaP?RJYoxmDWPeK7LBnbeeAfTSA8nlHSxZwpEyX5O6 0-3-12 1-9-8 7-9-8 0-3-12 1-5-12 ' 6-0-0 Scale = 1:16.4 2254 II 354 = 0-3-12 1-9-8 8-1-12 1-6-12 Plate Offsets (XV)— (6:0-14.0-141 LOADING(psf) SPACING- 240-0 CSI. DEFL. in (Ice) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.09 5-10 .986 240 MT20 2201195 TCDL 14.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.17 5-10 2,526 180 BCLL 0.0 Rep Stress lncr YES WS 0.12 Hoz(CT) -0.01 4 n/a n/a BCDL 10.0 Code 15C20151TP12014 Matrix-MP Weight: 30 lb FT = 20% LUMBER- TOP CHORD 2X4 OF No.2 G 801 CHORD 2X4 OF No.2 G WEBS 2X4 OF StudlStd G REACTIONS. (lb/size) 432910-3-8 (mm. 0-1-8), 6=357/Mechanical Max Hoi4.40(LC 9) Max 1Jp1ift4-30(LC 13), 6=-60(LC 9) Max Grav4=429(LC 31), 6455(LC 23) 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. FORCES. (Ib) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-373135,13-14r-377/26.4-14=-400124 BOT CHORD 6-11=45/371,r;,-11=-85/371,S-12=-851371,4-12=-BS/371 WEBS 3-6=6641/152,31-5=0/420 NOTES- I) Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL6.opsf; BCDLS.opsf; h=20ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.0-0 to 4-2-15, Interior(l) 4-2-15 to 7-9-8 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 2) This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 3 This buss has been designed for a live load of 20.0ps1 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. This truss Is designed In accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPl 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I MiTek USA, Inc. 14515 North Outer Forty Drive Suite 301) Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-9110 January 01, 2015 I To whom it may concern: Re: Turb-O-Web Trusses I This letter is to certify that MiTek USA. Inc. assumes responsibility for the structural integrity of the - sealed Turb-O-Web Truss designs provided by our professional engineers based on the parameters I stated on the face of the engineering designs. Design procedures for both lumber design and plate connections are in full compliance with the American National Standard "National Design Standard for Metal Plate Connected Wood Truss Construction" ANSIITPI 1-2007. Section 104.11 Alternative materials, design, and methods of construction and equipment, of the I 2012 International Building Code states: 'The provision of this code are not intended to prevent the installation of any material or prohibit any design or method of construction not specifically prescribed by this code, provided that any sac/i alternative has been approved... and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code..." We hereby certify that the Turb-O-Web is an acceptable alternative to conventional truss webs with I equivalent performance. Stephen L-- Stephen W. Cabler, P.E. Senior Vice President Engineering and Technical Services eg I I I I. I) I I.' I I , I I I I TurbOWeb USA, Inc 2665 N Atlantic Ave # 400, Daytona Beach, Florida 32118 Toll Free: 1 (888) 750 6005 Fax : (321) 747 0306 Email: johnturb-o-web.com Website: www.turb-o-web.com The TurbOWeb tm system is protected in the United States by the following US patents:- #6,176,060; #6,249,972; #6,415,511; #6,688,067: and #6,842,981 with further appIicaons pending. The use of the Turb-O-Web TM system requires a license from Turb-O-Web USA, Inc. ANSI-lIP! 1-2002 Clause 3.7.6.1 limits maximum gaps in all joints (not being floor truss chord splices) to be no more than II8".This clause provides a method of measurement for "joints designed with single points of contact between. adjacent members as shown on the Truss Design Drawing, the maximum gap between all contact points shall not exceed 118". Reference is then made to Figure 3.7-3.717he relevant portion of Figure 3.7-3 showing a joint "designed with single points of contact is shown below":- Reference should be made to the original complete document ANSI/TN 1-2002 91 gap at all points of contact I I I Milek USA, Inc. Page 1 of 1 REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. I AUGUST 1, 2016 NON-STRUCTURAL GABLE STUD ATTACHMENT MII- STUD ATTACHMEN1I NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEKMT20 PLATES OR WITH (6) -7116"xl -314" STAPLES ONE SIDE ONLY SEE MITEK.STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. MITBK Inausmea, Inc. Western Division SHEATHING (BY OTHERS) 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW i 3112 .c~ NOTCH AT p ItL) CHORD NOTCH LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UPTO7'-O" 2 - 16d 71..pu — - 1.d OVER 85 4 - 16d END/'1 ZUJNG WALL IIGID MATERIAL DETAIL A NO. C53821 r STANDARD GABLE END DETAIL J MIIISAC - 20F j 1111812004 IPAGE 1 - J REFER TO TABLE BELOW *DJAGONALOR L -BRACING SEE PA(3E2 FOR 40 ALTERNATEBRCING DETAIL IX4OR2VYP)OR 20 O FACE NØ 3 TO 17'"' SENCO STAPLES OR EQUIV. VARIES TO COM 112 TRUSS .w I , VERTICAL STUD 1YP1CAL2s4L-BMCE NAILED TO4 VERTICALS W18d NAILS I RTIFIN SPACED AT ro.c. A-A I LOADIN(psf) SPACING 2-00 TCLI. 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 125 BOLL 0.0 Rep Stress kicr YES BCDL 10.0 Code ASCE 7-02 [UMBER TOP CHORD 2 X 4 DFIJSPFIHF - No.2 BOT CHORD 2 X 4 DFLISPFIHF - STUD!STD I OTHERS 2 X 4 DFLJSPFIHF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT PACING OF VERT)CAI.S WflHOIJT BRACE WITH LATERAL BRACE WITH L - BRACE 12 IICHO;C. lei o.c. 5-10-0 11-8-0 8-10-0 _____ 7-8.0 24$NCHO.C. 4-1-0 ._&2fl ___64,11 _______ NOTES VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT SOFT CONNECTION BETWEEN BOTTOM CHORDOF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR3 fg%4ID PERMANP1T BRACING OF ROOF SYSTELt CETs'JLA(SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A 7. TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED WOOD MATERIAL ON ONE FACE BEFORE NOTCHI ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD Sn NO LUMBER DEFECTS ALLOWEDAT OR ABOUT NOTCHES. ARE SPACED AT 24"O.C. AND FACE OFTRUSS IS NOT FULLY SHEATHED. \'!k ?40.C53WZI 4) NO NOTCHING IS PERMITTED WITHIN C THE OVERHANG LENGTH. LUMBER MUST NEST OR EXCEED 1RJAJ. GRACE 12 WMBER AFTER NOTCHING. Continued on page 2 r Pat A. I lortlo opi uAthtJI7.*o.ecIs. 1Nd..nb bond o,,uxnpaiwinI.ud.t ccnpoinIB CU tO 100 (III• W.WNDR e;and jNo?E8 ON B JUSE 1fl 5tM5kulviu pp th1Iy d rnnn'thooni conriCbo wubiP, otbuWkig*piui. n2IboenIInInnjdin,s 0011 I Inn bIo,B3u10nntaI hdMdudwub m2ftBo. or. AIion cn!pcmlybuuiluj IMIIy.Jtcnn,.P cIou.*niiupuiItI*nI thu *dulrt, M.Clnd pinmn011t biocfi5 Of BI,wIIIhZhAob leiotpardt4lCjof liii, Inqngmp. I nrodt,JZve.em6fl IobnIcoIbn.quoIly caMnt ien tunsoodb,ut10 co,Iu ABIIIUII CdId.RI40 ntd I11 O410CnopoIrnd MffQk 0I,Mrbibmdlm, aoiokIu lam bu aNuIoh00 flOnabo O.k. Mulhn MI SW 19. STANDARD GABLE END DETAIL MII!SAC - 20F 9(17(2004 IP=AGE 2OF 2 4. lOd NAILS MIN. IPLY WOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- lOd (TYP) SIMPSON A34 - OR EQUIVALENT 2X4 BLOCK \4 SIdJD OR BTR SPACED @ 5'-O' SHALLE PROVIDED AT EACH END OF RRA EXCEPT FOR BRACE EXTENDED STRONGBACK INTO'. CHORDS & CONNECTED TO 2X4 No.2 OR BTR CHOS WI 4- lOd NAILS. MAX GTH7'-01 STANDARD TRUSSES SPACED @ 24 O.C. LEI 2X4 No.2 OR BTR GABLE 6'-30 MAX TO BEARING WALL ALTERNATE BRACING DETAIL NOTES 1)2X4 NO-2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 100 NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- lOd NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- lOd TOE NAILS 4)THE lOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lOd BOX NAILS (0.131" DI& X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: MAXIMUM HEIGHT OF TRUSS m 8.6', UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNE MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 70" THE HORIZONTAL TIE MEMBER AT THE VENT 0 BE 11 PLEASE CONTACT TRUSS ENGINEER IF Th WP. 6/30119 NO. C5382l 'P.uf,w1t J UI Eip.613W15 NO.c53821 Al NO. 053621 %VARNWG. V.dfij dIafpnp,md.ra - RZaDRO?RR ON [ DETAIL FOR COMMON AND END JACKS MIIFSAC -8 -20PSF 813112005 IPAGE I ] I Western DIvision RE j 5 BRACINGTcDL 110 TOPCHORD Sheathed g directly op MINIMUM LUMBE jh SIZE AND GRADE WS f BOT CHORD Rigid c&llui I NITOK Industrieg, Inc. BCLL 0.0 piled. SCOt 10.0. I TOP CHORD 2 X 4 HF DF.L No.1 LENGTH OF EXTEHOZON BOTCHORD I tS DESIGN R10'D 20-0" WAX SPLICE CAN Err HER BE 3X0VMT20 PLATES, OR 22" LONG 2X4 SCAB CENTED AT SPUCE WISAME LUMBER ABTOP CHORD ATT#CHTO ONE FACE WI(.131-X3.0" MIN) NAILS Q 3- D.C. 2 ROWS I I NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 2.18d COMMON WIRE SHALL BE PROVIDED CHORD. CONN. W13 lEd -- - - - CONN. W12 lEd COMMON WRG 111.10FIft N 27 WT) TOENAILS I .000 b.J EXT. I 1 ...... 8112 CONK W13 lEd COMMON WIRE (0.!E2BLX 3.f I.GT)TOENA&LS WAMM • Vdr and DN AND MMWWXUIC 747aM7OREUA sikloo On$dI we 01*' wIth MTeh comedge.1Nd01 lhba3itdedpupaap01ematasthow,L a dbtcrcnlndMdualbddbi cononenL HoWdl,A 050$ II 01Oct01. AdditIonal poamanad bachaot the a e1iIohwe b U cposollIet Ih. baâtngdo*'n,. Foigenanaotegdh V IaIadccn. qudfli, conbot sIeDe.dNiw01y. cltw,and accriaS ANIIITP1I QVO1Up CAI.do. 500.9$ aaad SCOt eulldhagCcmpeia.nl V 5addyheemaoltan ovaMo hum tumPbte I, eMO&Di*a* Madison. WItI It. I' I I FEBRUARY 142012 CONVENTIONAL VALLEY FRAMING DETAIL ( $T-VALLEY1 MTek USA, W- ROGEBOARD GABLE I I V II I I END. COMMON TRUSS (SEE NOTE 95) OR GIRDER TRUSS Mi12kUSA Inc. / 1 ii ui 10,01 r• u Iola m! KOWA r I• •: POST (24O.C. (SEENOTE•8 —7 A., GASLEENOPOOMMONTRUSS Iwo i PLAN SECTION BESHEAD OD SIOATIOND 4r O.C. MAXIMUM POST SPACING I. WITHBEsETfiIJs9EaENEcTED.(s3rAILFRAFPLYeHEATHPaTo TOP CIIOROC RNGABE)TIWSSES. LIVE LOAD .30 P8E.(MX) 2. DRAcEBwcMDNDwFRLcsPERmu58oa DEAD LOAD' I M PSF (MAX) I 3. D&NEVLLSY RIDGEBYRW OALEVELSThR4DFROSI1WE INTORSECTING RIDOEOF ASCE 748 MOE 7-02. ASCE 7-0580MPH (MWFRS) ms.joat a, ) OIRDThUSSOR(O $TOT)E H)ATI11O. ASCU-10 115 MPH (MFRS) & INSTALL24VAUEYPLATE8. FASMTQEH SUPPCRUNOIRUBB WITH(S) l9d(3.5X.1311NAIW. I LBET2x6ftDGEBOARD. sUFFaRTWms24FosTSsPw 4r0.c.. BEYR. BOTTOM OF POST TO SET EVENLYON ThE DIEATER1O. F*SIENPOSTTO RUM WITH (41 lOd (TX .I3I74AIL8. FASTFRPOST1O ROOFSIAThVIO ML 0. FRAME VAUEY RAFTENS FROM VALLEY FLA1E TO ROSE BOARD. MMCMIM RAFTEN SPACING IS WOO. FASTEN VAUEYRAFTFRTORIDSE EEAMWH(3)1Bd(I8'X.13ITOE4MILS. . I FAEIENVAU.EYRAFTEWIOVAUEV PLATE WUH(3) lOd (5.TK .18flTOE44ALS. EASI4 RAFTER. lNgrALLPOBTOINAirrAGGMDPATrMABSHDVMONCORAWINCL AU.ION FOOlS WITH TRUSSES BELOW. FASTØI VAILEY RAFTER TO POST WITH (') I (rX.I$fl NAILS. . O - FAEN0)ROUGH 94EATIINGTOSUPPORflNGTRUSSWUH(2) lsd (Ih' X .131NALS. EXP. 513012018 I S. POSTBSII4U.BE2 1i412 OR BETTER SPRUDE PRO FIR, DOUG FIR LAM OR * * VBLOWPINE. POSTS ENCEEDING71PSHALLBEINCREASEDT04 ii4CR BE /2016 8/01 I - - 7.wz co 00.053521 c 114 6' p FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL - ST-VALLEY3 LIVE LOAD -30 PSF (MAX) MiTek USA, Inc. Page 1 oIl -- GABLE END. COMMON TRUSS DEAD LOAD -15 PSF (MAX) NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING OR GIRDER TS D.O.L. INC - 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH AITek USA. Inc ASCE 7-10 (MWFRS) 125 MPH BASE TRUSSES TYPICAL (24" D.C.) VALLEY TRUSS TYPICAL (24" O.C.) fi VALLEY TRUSS 'TYPICAL (24"O.C.) INSTALL BASE TRUSSES, I' APPLY SHEATHING TO TOP CHORD OF suppomiri GABLE END, COMMON TRUSS OR GIRDER TRUSS PURLIN SPACING EQUIVALENT TO VALLEY II I TRUSS SPACING (NOT TO EXCEED 24" D.C.). II /1 3, INSTALL VALLEY TRUSSES (2C0.C. MAXINIUM) II I AND SECURE TO BASE TRUSSES AS 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. /1555 DETAIL' PER DETAIL A. B. CRC BEI.1. / AB.ORC TOE - NAP. VALLEY TO 41 BE Mm-) BASE TRUSS W/ 12 (2)18d TOE NAILS ATTACH SIBCOPffINOUSNO2SPF TO THE FACE OF THE ROOF WITWO I Iled (.131" 113.5) NAILS INTO EACH I TRUSS BELOW VALLEY TRUSS RESTS ON 2*6 DETAILA (GREATER THAN 3/12 PITCH) ATTACH BEVELED 20 CORTINOUS N0.2 SPFTO THE FACE OFTHE ROOF - W1TWO 16d(.13rx3.5') NAILS INTO EACH TRUSS BELOW -.. ATTACH VALLEY TO BEVELED 2*4 WI (2.)16d TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3112 PITCH ".,, 1 BASETRUSS WI LESS THAN 12112 PITCH) (2)IBdTOE NAILS 0 II 10 ATTACH 2i4 CONTINOUS NO2 SPF BLOCK TO THE FACE OF THE ROOF WI TWO lEd (.131" *3.5") NAILS WO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAEA BLOCK ATTACHED TO IT. \ - NAIL VALLEY TO \ BASETRUSSWI (2)16dTOENAJLS DETAILS (3/12 PITCH OR LESS) JANUARY 1, 2009 L-BRACE DETAIL ST - L-BRACE Ei ® MITek USA, km. L1 MiTek USA ln. Naling Pattern L-Braceslze Nall Size Nail Spacing lx4or 6 lCd $N 2x4, 6,or8 16d Soc. Note: Nail along entire length of L-Brace (On TwoPWs Nat to Both Plies) Note: I-Bracing to be used when continuous lateral bmclng Is impractical. Lbrace must cover 90% at web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 2 2x39r2x4 1)14 ver 2i. lx6 606 gO OIRECT SUBSTITUtION NOT AFUGABLE. 141race Size toT Tw-PIy Truss Specified Continuous Rows of Lateral Bracing Web as 1 .2 23oi2x4 " DREOTSUBSTIflITION NOT A?UC&E. wee Seclion Detail — L-Bmce Web EXP. 6130)2018 L-Brace imisi be same species grade (or better) as web 51 Ek'iI301lY NO. C53821 I I August 10, 2010 1 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - TBRACE 2 =tLn laT.k USA. uio. Page 1 o must cover 90% of web Note: This detail NOT to be used to convert T-Bmcel l-Brae T U8A. Inc. Webs io continuous lateral braced webs. ____ ____ Brace Size for One-Ply Tuss iedffed Continuous Rows of Lateral Bradng Web Size I 3 or 2x4 2x4 T-Brace 'k4143=6 - 2a(6 2x8T-Brace 2*61-Brace 2*8 2x8 Tace 2*8Mae 1 ,Ne9s Brace She for Two-ply Twes I Specliled Continuous Rows of Lateral Bracing SPACM WebSiza 1. 2. I 24qr2x4 2K4 Tam 2*41-Brace ____ 2x8 281-Brace 2*61-R_race WEB 2*8 124T-Braee I 1-Sn e! M= net be s ne species and grade (or better) as web menther. ID Ca I Nelle SectbnOetai I iBrace wet ES Uj Nails cc IBrace CH C1 08101/2016 Nailing Pattern T-Brace size Ned Size Nail Spadng 2x4or2i6or2x8 IN 60.c. Note: Nail along entfre leralh 0(1-Brace/I-Brace (On Two-Plys Nail to Both Piles) Nailing Pattern T-Srace size Nail Was Nail Spacing lx4orlx6 lOd 200r20or2x8 164 8"o.c. Note: Nail along entire length of T-&acal I-Brace (On Two-Ply's Nail to Both Piles) SPACING WEB March 4, 2013 T-BRACE / I-BRACE DETAIL ST - T-RACE rv1 m® MIflkUSA,bc. Pageloti Note T-Bracbig I I Bracing to b used when continuous lateral bracing1 Impactical. T a g, -B / I-Brace must cover 90% of web length. jJl.J 1II{ INote: This detail NOT convert T-Brace/I-9açe MT RIJS& Inc. webs to continuous lateral braced webs. Brace Size for One-Ply Truss Spacifled Continuous Rows of Lateral Bracing Web Size I 2. 2x3 or 2x4 1x4(')T-9racillx4fll.Brace 2x6 1*6 C) T-Bracex6 I-Brace 24. 24 T-Braoe 12*81-Brace Brace Size for Two-Ply Trues Specified Continuous Rows of Lateral Bracing WebSlze I 2 24 or 2x4 WT-Brace 2ic4I-Brac 24 24 T-Brace 2K6 IBrae 28 2*8 T-Brace 24 I-Brace I Sectian Ociall T-Brace Web Web i I-Brace Nails i-Brace I I-Brace must be same species and grade (or better) as web member. C') NOTE; lISP wdba ate used In the truss, 1*4 or 1*6 SP braces must be stress rated bolitfs iifth design values that are equal to (or better) the truss web designvalues. For-SP truss Iumbei grades up to #2 with IX bracing material, use IND 45 for T-BracelI-Braci For SP truss lumber grades up to #1 with I X_ bracing material, use IND 55 for 1-Bracell Bract BC of carder luss E4BIz/ii ii rn1 NO.053821 1+'! c,vI.. L 21.I31'X3.0" M*) NAILS (typ) BOTTOM CHORD OF OPEN END JACK jo carder BC NO. C049919 EXP. 9-3006 JUN 0 6 10)7 U 2x4 block W/ 6-(.131 - MiTek Industries, Inc. Western Division SUPPORT OF B.C. OF STANDARD OPEN END JACK USING PRESSURE BLOCKS MIIISAC -7 MI® Loading (PSF): ECDL 10.0 PSF MAX 2ic4 b04. 1ord Ock 2181 MU WKS hiss ibW .I-k- hnSfl1Sâ3. J (typ) wse W1(.131X3.U' MN) nhsdl3Lc CA op CAL GIN PARTIAL FRAMING PLAN OF CAUFORNIA HIP SET WITH SUB GIRDER I I I ® MINIMUM GRADE OF LUMBER LOADING (PSF) TOP CHORD2X4 NO.1 & BTR DF-LGR L D BOTCHORD:2X4 NO.1&BTRDF-L-GR TOP 16 •14 I 5Th INC LUMB = 1.25 PLATE = 1.25 SPACING 24.0 IN D.C. - REPETITIVE STRESSES NOT USED NO. OF MEMBERS 1 NOTE: I. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 I I 01 (III A v o -u SETBACK r _ ____ EXTENSION suors SHALL BE PROVIDED I ALONG EXTENSION @ 5'-8' O.C. fu — -rvrn1TL 170 PLF SPLICE-MAY BE LOCATED ANYWHERE IN THE I 12 EXTENSION 3ii10epikie plates may be repIac 2.83424 with 2? 2x4 HO No.2 or btr. scab 'S *oneica y4th.131X3 mln nails • '.I3o.c.2rows MiTok IndUstdg,Ig, western DivIsion [NEAFTER 8!O55 SETBACK ];11/SAC -9 -8SB 16-14-21 10/28/2004 IPAGE1 ] I 6x8 '. SA =j UNIFORMLY I . -. - ..- 3x10 .—" 112' GAP MAXIMUM SUPPORT AND ENI I S( PORT R= 655 + EXT. I R328+OH, I. LENGTH OF HEEL I ATE(I? (MIN. 4') 11-5- 07, to Cr- NO. C53821 I vs 01 A wwwiu .;&j, d.Ip.%pr..uEwv qnd StUD IJOIUS ON mw MW uwacp ai nBr& IZICZJiW3 jciv4T.i noac t.at vDd W crw3b Milat cataioc*an.1)th dmlnb bw.d only upat pcm.lats d'anvn. aidb b. on b,dvld,mt bsIIdk conipatwnl. Asp ci d npatpmcitb., at atoIno annnsnIIi atpun1ycib dlndoi1. ind ln,sidedgnar. ibocbi thai biOlnhltia sispul ci 0MdUalwnbmstten only. Addflloonhlampamiy ln00015 Iobmu. ilabily dudng condnscllon bib. vo,pomlbiui oI lb machg. AddhbwJl pairnonani lnacbiuci lit. oci ilnhiue bib. wipoipihily .1 lb. bubgdsitnv. Fat genital guidcoiaga,dne b3btt0Wb tprnhlvonvdu4 shatsuin dOutC'V itt Ond hfOdtg Int4I ANMIIPII QimSy CIII.IIa 005.et and OCIII Rilldbsg Compeninl sctaly ludoin,ullan oncdlnVo osn inn, PWo b.Hltdo. 930OnahbO5ni. Modhan W153119. I SUPPORT No. 23013 P. 12-3k1 *11 NO. D49919 EXP. 9.31XI8 JUN06 2007 Ma Wbh1f. C&9581 I Salle 101 ___MiTek I M UINIUU I 11 'ii 19 I I 9 d I.'. Do A (nln) 6 (loIn LW) IxsI1 1) 3xId8 oxd0Ltbtull. 5 smdI8*lo. 21 I b(,bg.Iyaus Ii8maWoxo4 8) 1I i*b i uvmoxIoxIv.,roxboo. ThoS , ,4bu*8oxa854ox8O1 4p. FFILE NO: Standaid Repair (1 .25) DATE: 07I23i08 SEO: 2787674 BC2008 ICBC 2007 TE California [ TruFre 5 tI!dVtê tr,gft tas L ais) A(mfA) VMrmrn AF." Nall slas Totstuit.rof nab rubedon eathstdeo1bream ° 1375 1155 1115 24 104 cwmnon Is 18N 1127 1113 24 led box 11 - 1495 123* 1255 24 1'd.w,mto.i 11 1780 V470 1417 35 lOf oxvrl 14 1682 1435 _4t? 30 - 154 box 14 1990 1945 1510 30 136 cnimoI 14 2126 4780 1721 30 :104 oxieoxi 17 2015 1742 1735 25 lId box U 2335 1557 1935 35 104 coorn IT 2500 2100 2026 - 42 154 oxnroxs 35 2575 2050 2025 42 104 box so Vw 2360 2505 42 led cwmmn 20 20?5 2515. 2325 481, -led .coninan 25 W31 2557 2525 48 185 box 23 3105 1702 2545 49 164 cm mal 24 3250' 2730 2002 54 lad oxllmn 26 3597 . 2038 2932 44 lid box 26 3510 3833 2390 04 154 oxauin 28 3e $Oss 3835. 68. lidoxoxlvn V 3443 215 2158 - 66 154 box 49 - 3215 3407 aids 80 1,16d ounimo as FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATION] ST-STRGBCK - IlUTEk mdu3IdD8 cliesleilleld, MO NO 1 of 1 I TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, I 2x6 'STRONGBACK IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET I ALONG A FLOOR TRUSS. MFrek Industjlés, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BO1TOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN if IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR. AND PROPERLY CONNECTED. BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH (S). lOd NAILS FACE OF CHORD INTO EDGE OF STRONGBACK WEB WITH (3). lOd NAILS (0.13Ix 3) (DO NOT USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH TOTOPCHDRI\ (0 A .131,i 3 TTACH TO VERTICAL \ \ 1' / (0.1311X31/ WEB Wfl'H(S),IOdNAILS I BLOCKING BEHIND THE - VERTICAL. WEB IS RECO?.NOED WHILE NALINOTIE STRONGBACK ATTACH TO CHORD WITH YW0112xT WOOD SCREWS (2W OlAlt) USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD SCAB WITH (3) . lCd KALB (0.l3Ig3 INSERT SCREW THROUGH OLJTL FACE OF CHORD INTO EDGE OF STROI4GBACK(DO NOT USE DRYWALL TYPE SCREWS) tJ +04 TRUSS 2m6 \ [ STRONGBACK (TYPICAL SPLICE) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OThERS. IF SPLICING IS NECESSARY, USE A W-W LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12). lOd NAILS (0.131" x 31 EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-O" AND FASTEN WITH (12). lCd NAILS (0.131"x 31 STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) tp.ëJ3W11 NO. c53821 JAILS @ EACH TOP CHORD )d NAILS @ WEBS ----- - - - - -- - - .-. - - - I -, - - - --- ----------. ---------.I-- - -, .- - - M M — — — — — — — — — — — MM MM — — BEARING cfl indicates location where bearings (supportsi occur. Icons vary but reaction section Indicates joint - ( number where bearings occur. 1 - Min size shown Is for crushing only. industry 5tanderds ANSi/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. 058.89: Design Standard for Bracing. BCSI: Building Component Safely Information. Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Symbols PLATE LOCATION AND ORIENTATION -., Center plate on joint unless x y offsets are indicated. Dimensions are in 114ri-slxteenths. Apply plates to both sides of liuss and fully embed teeth. FOr 4 x 2 orientation. locate plates 0- 'tit from outside edge of truss. — This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing if indicated. Numbering System I 6-48 dimensions shown In ft-ln-slxteenlhs (Drawings not to scale) I 2 3 TflP e4rsRfl1t GtIUM ..P1UKU 8 7 .6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LEITERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-I31 I. ESR•I352. ESRI988 ER-3907. ESR-2362, ESR-1397. ESR-3282 02012 Mireld8i All Rights Reserved Reference Sheet: Mil-7473 rev. 02/16/2015 a General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I, Additional stabiity bracing tortrusssystem. e.g. diagonal or X-bradng. is always required. See SCSI. Truss bracing must be designed by an engineer. For wide buss spacing. Individual lateral braces themselves may requr. bracing, or all emalive Tar I C==thould be considered. Never exceed the design loading shown and never stack matenoft on lnadequatetybracedlfusses. Provide copies of this truss design to the brildeg designer. erection supervisor. property owner and CA otherinterested parties. S. Cut members to bear Itshtty against each other. A. Place plates on each lace at truss at each joint and erred My Mots and wane at joint locations are regulated by ANSI/TPI1. Y. Design assumes trusses will be suitably protected tram lire erwirosvnenl in accord with A1451/TPI i. 8. unless; otherwise noted. moisture content al lumber shalt not exceed 19% at time of fabrication. F. Unless expressly noted, this design Is not applicable for use Whir thoretordant. preservative treated, or green lumber. 10. Camber o non'stnjcttwal considerotlonsd is the responsiblifycf from fabricator. General practicels to camber for dead load deflection II. Plate lypeske. orientation and location dimensions Indicated are n*rfrnurn plating requirements. Lumber used aholibe of the species and site. and In alt respects, equal to orbetler thanliral specified. Top chords must be sheothedorpuiSni provided at spacing Indicated on design Bottom chasdssequke lateral bracing at 10 it spacing. or less, If no ceiling Is instaTed, unless othwwise noted. IS. Connections not shown are the responsibility of oihers. 16.0* not cut or alter truss meeter or plate without prior approval of on engineer. I?. Pistol and load verilcaly, unless indicated otherwise. IS, Use of green or Ireatedsmber may pose unacceptable environmental, health or performance risks. Consult vilh,, project engineer before use. Review all portions of this design Itront, back word7(C'A ,t and pictures) before use. Re vlevAngplctures a1onffcf4Y Is not suilldent. uJ III J Design anumes manufacture in accordance vri4 Cr ( ANSVTPI I Quality Criteria. 4t Na - - - - - .. - _----- --. - ...l.—.-.-- -I- STANDARD PIGGYBACK I AUGUST 1, 2016 TRUSS CONNECTION DETAIL I M11-PIGGY-7-10 EII T MiTek USA. Inc. YMMM A911110A11iIia MI I eN USA, inc. rage 101 MAXIMUM WIND SPEED = REFER TO NOTES 0 AND ORE MAX MEAN ROOF HEIGHT 30 FEET MAX TRUSS SPACING. 24 • 0.0. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIDNSBY BUILDING ENGINEERIDESIGNER ARE REQUIRED. A DESIGN DRAWINC B- TRUSS C. JOINT 0.2 XX4O SCAB, SIZE PIGGYBACK TRUSS. MM IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SF WIND SPEED OF 116 MPH 10 lEO MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 IL E -FOR WIND SPEEDS BETWEEN 126 AND 160 MPH. ATTACH MITER 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES ir D.C. WI (4) (0.I31 - IC 1.7) MAILS PER MEMBER. STAGGER N FROM OPPOSING FACES. ENSURE OX EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) 0 WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN. AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB NOTE I FOR ALL WIND SPEEDS, ATTACH MITEIC 3X6 30 GA Hall-On PLATES TO EACH FACE OF TRUSSES AT 47 O.C. WI (4) (0.131 - X 1.5 PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.7 EDGE DISTANCE. This sheet is provided as a Piggyback connection detail only. Building Designer Is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REOUIRING A VERTICAL WEB: 5) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE. AND MUST LINE UP AS SHOWN IN DETAIL ATTACH 2X_II4.0 SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131- 1(7) NAILS SPACED 40.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (01.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. I 1' STANDARD PIGGYBACK J Mu AUGUST 1, 2016 TRUSS CONNECTION DETAIL -PIGGY == Milek USA, Inc. YMM= AMffikAIIiI* MiTch USA. Inc. Page loll MAXIMUM WIND SPEED REFER TO NOTES 0 AND ORE MAX MEAN ROOF HEIGHT =30 FEET MAX TRUSS SPACiNG. 24' O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7.02, ASCE 7-05 DURATION OF LOAD INCREASE: 1,60 DETAIL IS NOT APPLICABLE FOR TRUSSES-TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERDESIGNER ARE REQUIRED, A - PIGGBACK TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131' X 3.5') TOE-NAILED. B -BASE TRUSS. REFER 10 MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24 D.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT To BASE TRUSS WITH (2) (0.131' X 351 NAILS EACH. D -2 X X4'-W SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, 14tH GRADE B2, ATTACHED TO ONE FACE, CENTEREI INTERSECTION, WITH (2) ROWS OF (0.131- K 3') NAILS @ 4 D.C. SCAB MAY BE OMrFIED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST I FT. IN BOTH DIRECTIONS AND: I. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 It. E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH ATTACH MITEK MIS 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72' O.C. WI (4) (0.131' X 1.5') NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5' EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES RED. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nall-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. I .FOR ALL WIND SPEEDS. ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48' O.C. Wi (4) (0.131' K 1.5') PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5' EDGE DISTANCE. SCAB Cl I NOTED This sheet is provided as a Piggyback connection ' detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer 10 SCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: I) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE. GRADE. AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2 a - x 4'-8' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131' KS') NAILS SPACED 4' O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 40001.83 (01.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. I, I STANDARD CAP I AUGUST 1, 2016 TRUSS CONNECTION DETAIL I MU-CAP c=t:j ® =F-ID ==== Q= MiTek USA. Inc. ymm= ANfl.Ii1.IUm MiTek USA. Inc. Page 1 of 1 DESIGN CRITERIA LOADING (PSF) MAX MEAN ROOF HEIGHT = 30 FEET TCLL= 30.0 CATEGORY II BUILDING TCDL 10.0 EXPOSURE B or C TOTAL= 40.0 ENCLOSED BUILDING ASCE 7.98. ASCE 7.02, ASCE 7.05 90 MPH SPACING 2.0.0 ASCE 7-10 115MPH PLATE INCR: 1.15 DURATION OF LOAD INCREASE :1.60 LUMBER INCA: 1.15 MINLIDEFL. 240 2 x - x 4.0" SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF lOd (0.131" X 3") NAILS SPACED 6" O.C. AND STAGGERED MAX. SPAN PIGGYBACK TRUSS 10'-O" WITH SP 2X4 NO.2 LUMBER SLOPE MAY VARY FROM 3112 TO 12112 CAP TRUSS BASE TRUSS SPACE PURLINS ACCORDING TONE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24"O.C.). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2. I8d (0.131'X 3.5") NAILS. NOTE: FOR PIGGY BACK TRUSSES WITH SPANS 4' OR LESS A PURUN TO BE LOCATED SCAB MAY BE OMMITED PROVIDED THAT: AT EACH BASE TRUSS JOINT. ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) STANDARD PIGGYBACK TRUSS CONNECTION DETAIL (PERPENDICULAR) MII-PIGGY-PERP. AUGUST 1, 2016 rri ® Muck USA, Inc. Page 1 of 1 MAX MEAN ROOF HEIGHT = 30 FEET - BUILDING CATEGORY II WIND EXPOSURE BorC WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10 125 MPH (MWFRS) MiTek USA, Inc. DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 ITMlI DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. PIGGY-BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing foi additional piggyback truss information. FAR SIDE f t ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2)- 116d (0.131 - X3.5") NAILS TOENAILED. NOTES FOR TRUSS: THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY; THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER; THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. / NEAR SIDE HORD USS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. U NOTES FOR TOE-NAIL: - 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES I WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. I 1' P STANDARD PIGGYBACK MI I-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 fll ® =00 LI1LI MiTek USA, inc. 3 1J AMIl1. 1011 MAXIMUM WIND SPEED REFER TO NOTES 0 AND OR MAX MEAN ROOF HEIGHT-3D FEET MAX TRUSS SPACING .24' O.C. CATEGORY II BUILDING EXPOSURE B or C DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING eJGINEER/DESIGNER ARE REOUIRED. A - PIGGBACK TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.13 X 3.5') TOE-NAILED. B. BASE TRUSS. REFER TO MrrElc TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 94* O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.13r X3S') NAILS EACH. 0-2 X_ X 4-0' SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE 82, ATTACHED TO ONE FACE, CENTEREC INTERSECTION. WITH (2) ROWS OF (0.131' X 3) NAILS @ 4 O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN. OR WIND SPEED OF 116 MPH TO 160 MPH WITH MAXIMUM PIGGYBACK SPAN OF 12 B, E - FOR WIND SPEED IN THE RANGE 126 MPH - ISO MPH ADD x 9' x 1F2' PLYWOOD (or 7116' OSB) GUSSET EACH SIDE AT 4r O.C. OR LESS. ATTACH WITH 3-6d (0.113'X 2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. 7' x 7' x 1/2' PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24' O.C. ATTACH WITH 3-6d (0.113- X 2') NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) I SCAB C( NOTED This sheet is provided as a Piggyback connection detail only. Building Designer Is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEBTO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL ATTACH 2 x - x 4-0' SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131' X 3') NAILS SPACED 4' O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LOS (@1.15). REVIEW BY AOUAUFIED ENGINEER IS REOUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. I I I. I I, AUGUST 1, 2016 STANDARD PIGGYBACK I Mu-PIGGY-ALT TRUSS CONNECTION DETAIL I == @) LIJLll I Mifek USA. Inc. MiTek USA, Inc. Page 1 c MAXIMUM WIND SPEED. REFER TO NOTES D AND ORE MAX MEAN ROOF HEIGHT -30 FEET MAX TRUSS SPACING .24" D.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE :1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A . PIGGBACK TRUSS. REFER TO MITEK TRUSS DESIGN ORAWINC SHALL BE CONNECTED TO EACH PURUN WITH (2) (0.13r X 3.51 TOE-NAILED. 13. - BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. C - PURUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" 0.1 UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWl CONNEOTTO BASE TRUSS WITH (2) (0.131- X 3.5) NAILS EACH D - 2X_X4.0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS. WIN GRADE 52, ATTACKED TO ONE FACE, ON INTERSECTION. WITH (2) ROWS OF (0.131- X 31 NAILS @ 4 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHS IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: I. WIND SPEED OF OOMPH OR LESS FOR ANY PIGGYBACK SP 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 II. E -FOR WIND SPEED IN THE RANGE 126 MPH -160 MPH ADD 9" *9" x irr PLYWOOD (or 7116* 058) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3-Gd (0.I13"X2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS WITH NaII.On PLATES AS SHOWN, AND INSTALL PURUNS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for al permanent bracing per standard engineering practices or refer to SCSI for general guidance on lateral restraint and diagonal bracing requirements. Tx 7"x 1/2" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT 24" O.C. AT EACH BASE TRUSS JOINT. ATTACH WITH 3- Sd (0.113 X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL ATTACH 2* x 4-O" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131 X 3") NAILS SPACED 4' O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LOS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. Third Party Quality Assurance Program Owned by. SBCRI 6300 Enterprise Lane Madison, Wisconsin 53719 - 608-310-6702 January 25, 2019 Ref: California TrusFrame, Plant #1073 To Whom It May Concern: Please be advised that California TrusFrame, located in Perris, CA, is an active participant in good standing with the SBCRI TPI Quality Assurance Inspection Program for metal plate connected wood trusses, owned by SBCRI. The SBCRI TPI program is recognized by the ANSI-ASQ National Accreditation Board in accordance with ANSI/ANAB Report AI-2620 as a Type A (3 rd Party) Inspection Body (http://search.anab.orJpubIic/organization files/Structural-Bujlding-Components.Research-lnstitute- Cert-and-Scope-File-01-18-2019 1547822724.pdf); it serves as a means for truss manufacturers to comply with International Residential Code (IRC) Sections R109.2 R502.11 and R802.10 and International Building Code (IBC) Sections 110.4. 1703J 1704.2.5 and 2303.4. Based on random, unannounced inspections and/or audits of in-house QC records conducted by SBCRI, the metal plate connected wood truss design and manufacturing quality of California TrusFrame located in Perris, CA, are in accordance with ANSI/TPI 1 referenced in ICC's IRC and IBC versions 2003, 2006, 2009, 2012 & 2015. California TrusFrame located in Perris, CA is authorized to affix SBCRI's TPI Quality Assurance Stamp I provided that it maintains continued satisfactory conformance with ANSI/TPI 1 & IRC/IBC 2003, 2006, 2009, 2012 & 2015 codes. Its approved usage signifies that the truss manufacturer licensee is complying with the applicable provisions of the model building code. In the event of unsatisfactory performance I (cycle of non-conforming reports), SBCRI TPI quality stamps may be removed from the premises of the SBCRI TPI licensee and decertification proceeding initiated. I If SBCRI can be of further assistance in familiarizing you with the voluntary Quality Assurance Inspection Program, or the ongoing status of California TrusFrame located in Perris, CA, or any other of the SBCRI TPI Quality Assurance Licensees, please do not hesitate to contact us, or visit our website at I https://www.sbcri.info/ga/inspection-program-licensees for a complete listing of truss manufacturers that are participating in our quality auditing program. - Sincerely, I John Arne Director of Inspection Services I I iI or-Ali !fl !1F1 I p I ;114.14 I 11f4illill.10611 s •lili [Genera' Notes., ::. tNotasGenerales..L Hoisting and Placement of Truss Bundles [still tSettiijiÜses " - - Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Recomendaciones Para Levantar Paquetes de Trusses frequency or location of temporary lateral restraint identiliquela frecuencia 0 localizacidn derest,iccldn DON'T overload the crane. Las Medidas de Ia Ins Iación de.Ios Tses Re5tricción Arriostie Para misses de Cuerdas Paralelas 3z2 y4x2 I Trusses are not marked in any way to identify the Los trusses no están marcados de ningán modo, quo ________ ___________ 10'(3m) or Diagonal bracing Repeat diagonal bracing and diagonal bracing. Follow the recommendations lateral amostre diagonal femporales. Use las NO sobrecargue la gn)a. IV (91 m) mao I1 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 Refer to _Gm)' _ every 15 truss spaces 30' trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCOI'Br' for more for handling, installing and temporary restraining reosmendaciones de maneJo, insta!aciôn, rest," don and bracing of trusses. Refer to BCSI- Guide to yarnostre temporal de los trusses. yea elfoiieto BCSI ® NEVER use banding to lift a bundle. bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses information. (see below). 6) Install bottom chord tempnrriry lateral restraint and diagonal bracing (see below). Good Practice for Handling, Installing, Restraining Gum do Buena Practice pare Cl Manejo. Instatacidn, 7) Repeat process with groups of tour trusses until all trusses are set, yea at resumen SCSI-B7 & Bracing of Metal Plate Connected Wood RestncciOn yArriostre de los Trusses de Mader NUNCA use las atadures pare levantat Ufl paquote. pIanos de los miembros secundanos pare estabilice los pnmeros cinco trusses (yea abaJo). 6) Instate webs at end of cantilever and at 1) Instate los arriostres de tierrs. 2) Instate elprimero truss yale seguramente at arflostre de tie,ra. pa mOs informaciOn. ' 2. 11 Trussos' for more detailed information. Conectados can Places de Metal ***pare informaciOn I A single lift point may be used for bundles of mba detallada. 3) Instate los proximos 4 trusses con restiicciOn lateral temporal de miembm colto (yea abaJo). 4) oc, typ. Truss Design Drawings may specify locations of top chord pitch trusses up to 45(13.7 m) and Instate 01 erriostre diagonal data cuerda superior (yea aba/ol 5) Instate arriostro diagonal pare los Apply diagonal brace to vertical permanent lateral restraint or reinforcement for Los dibujos de diserlo de los trusses pueden especilicar parallel chord trusses up to 30(9.1 m)._______ individual truss members. Refer to the SCSI-B3 las localizaciones derestdcciOn lateral permanents Use at least two lift points for bundles of top to restricciOn lateral temporal yarifostre diagonal pare la cuerda interior (yea abajo). 7) Repita ésto for more information. Mother permanent bracing refuerzo an los miembros indMduales del truss. Vea chord pitch trusses up to 60' (18.3 m) and parallel A WARNING Do not overload supporting procadimiento an grupos de cuatro trusses hasta quo todos los trusses estén instalados. bearing locations. P11 lateral restraints I design is the responsibility of the building designer. to hoJa resumen BCSl-B3*** rnOs inforrnaodn. El Chord trusses up to 45'(13.7 m). Use at least structure with truss bundle, _070MM Refer _________ to BCSIB2 for more information lapped at least two trusses. rester do los diseflos de arriostres pemrsnentes son to three lift points for bundles of top chord pitch . lop chord temporary lateral restraint spacing shall be 10' (3m) oc max. for 3s2 chords responsebilidaddet diseflador del edilido. trusses >60(18.3 m) and parallel chord trusses lAD VERTENCIA! No sobrecargue to yea el resUmen BCSl-B2 pare mills infomoaciOn.' and 15' (4.6 m) cc for 4s2 chords. >45'(13.7 m). estructure apoyada con elpaqueto de Restraint/Bracing for All Planes of flusses OutofPIane OM DANGER The consequences of improper trusses. RestricciónlArrios be Para Todos Pianos de Trusses hitaU!!I1 -11a5!ã1ai14n ________________ paquefes de trusses do Is cuerda superior II Place truss bundles in stable position. II Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber. Attach J. Tolerances for Out-of-Plane. and bracing can result in a collapse of the _______ _____________ haste 45'y trusses do cuerdas paralelas do Puse paquotos do trusses an una to each truss with at least 2-lad (0.128x3'). 2-12d (0.128x3.251 or 2-16d (0.131x3.5') nails. Tolorencias pare Fuera-do-Plano. IPELIGRO! Elresultado do un manejo, levanta- Puede user un solo lugarde levantar pare I I handling, erecting, installing, restraining structure, or worse, serious personal injury 300 menos. Use pot to menos dos puntos posicidn eatable. La madera 2x4 dasilicada par estrds as Is insiders minima utilizada pars restricciOn Iateralyamostramiento di- or death. Max Saw do levantar con grupos do trusses do ci,orda agonal. Atarfas a cads braguero con at mlnimo 2 doves sOd (0. 128x3). 124(0. 128x3.25) o 16d (0.13 1s3.5). - supanorinclinada haste 60'y trusses do cuerdas parelolas haste 45 Use pot to menos dos punters do levantar con grupos do trusses de I?J This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Length - f miento, instalaciOn, restricción y arnsotre incorrecto superior inclinada more do 60'y trusses do cuordos parelelas mas de (PCTs). See top of next column for temporary restraint and bracing of PCTs. Mt5• Bow puedo set Ia cattle do la esfructure 0 arm poor, Max. Bow o A GS1lIIJl1E0 Exercise care when remov- ________________________ Mechanical Hoisting Recommendations for Single Trusses (PCTs) 3x2y4x2. Vea lapaite superior do Ia columna pare larostiicciOnyarriost,e temporal do PCTs. Este método do restricciOn y arriostre as pare todo trusses oxcepto trusses do cuerdas paratolas j,-' Plumb hondos 0 muortos. I ing banding and handling trusses to avoid Recomendaciones Para Levantar Trusses Indiv?duaies 1) TOP CHORD PLANE - CUERDA SUPERIOR - •..'.------. .' line damaging trusses and prevent injury. Wear personal protective equipment for the eyes. feet, hands and head when working with 31WlVfLeZlf Utilico cautola al clutter las atadures WL'L•)I(II Using a single pick-point at the peak can damage the truss trusses. El use do un solo tugar on olpico pare levantarpuede arless I o los pedazos do metal do sujetar pare ovitar dano a los trusses y prevenir Is herida personal. Lleve at equipo protective personal pare oJos, ________________________ pies, manos y cabeza cuando trebaja con A @12Q1505511 Use ff(WlifL(AW ragune 1I2 truss length I trusses. special care in Utilico cuidado windy weather or especial en The contractor - - - re nforcement information. 1. Based an truss two toad of 40 par or is responsible for Hold each truss in position with the erection Spreader bar PJ3 to infommocidn sabre restrilicclicint TCTLR greater. For other conditions. contact properly receiving. 34 truss length R equipment until top chord temporary lateral Tagone amforstna(refilretro Para Armazones _0 0 TRUSSE1 5.1 2. an stacks of materials as quickly unloading and storing - Hastibles; vea at resumen BICSI-BY" as possible. the trusses at the raint is installed and the truss is fastened TRUSSebHA15TAY30131 - - jobsite. Unload trusses to the bearing points. Note: Ground bracing not shown for ® 'NEVER stack materials near a peak, at mid-span, on cantilevers or overhangs. to smooth surface to prevent damage. i_i Use proper rig- Use equipo apmpiado Sostonga code truss an posiciOn con equipo do griia haste quota rostricciOn lateral temporal do . ..,,J,7 Truss attachment NUNCA spite los materiates coma de un pica, a contra do to Iuz. an El contretista tiene to responsabilidad de recibir, ging and hoisting pare tevantar 0 la cuerda superior estO instalado yet truss said esegurado an los soportos. Repeat diagonal braces for each set of 4 trusees. required at support a) cantilevers o atoms. s. almaconar edecuadamonte los equipment, Improviser. Reprta los arrlsotres dlagonales pars cads grupo do 4 trusses. Section A-A trusses an to obre. Descargue los trusses an Is Installation of Single 'flusses by Hand ® DO NOT overload small groups or single trusses t,o,ra t,so pare provenirel darlo. Recommendacciones de Levantamiento de Trusses LATERAL RESTRAINT & DIAGONAL BRACING ARE NO sobrecargue pequeflos grupos o trusses ,ndaviduales. individuales Par La Man* VERY IMPORTANT ElPlace loads over as many trusses as possible. El Trusses 20 - El Trusses 30 - - - 1R RESTRICCiórd LATERAL V EL ARRIOSTRE DIAGONAL SON Coloque las cargos sabre tattles trusses come sea partible. (6.1 m) or (9.1 m) or less MUV iMPORTANTES' El Position loads over load bearing walls less, support support at 2) WEB MEMBER PLANE Diagonal Continuous Lateral Restraint Coloque IRS cargos sabre las parades soportantes. near peak. quarter points. PLANO DE LOS,-.-on, bracing t..., splice reinforcement Alterations - Afteraciones; Truss M-har tIie Sapo rta p,co [as SECUNDARIOS CLR t&.itiii Refer to BCSI B5 o Saporta I L\ las trusses Trusses upto2Q' dotramo[as Trusses up to 30' -"I Web members " .treat e/ resumen BCSl-85." lnnstiracing rot show for damy G 00 NOT store NO almacene menos. (S) DO NOT cut. alter, or drill any structural member of a truss unless Trusses may be unloaded directly an the ground at Trusses hasta 20 pies pies a movies. Trusses haste 30 pies specifically permitted by the truss design drawing. the time of delivery or stared temporarily in contact unbraced bundles verticalmente too with the ground after delivery. If trusses are to be upright, trusses suottos. ...... -- - -------- - - - . . - ".' '-_ A NO corto, altere o perforo ningun miembro ostructurelde un truss, e stored for more than one week, place blocking of - TmporaIy Restraint & Bracing - .. \ II menos quo estil especificamente pormitido an et dibujo del diseflo sufficient height beneath the stack of trusses at 8' Restriccion y Arriostre:T'ernporal -, J "" Minimsm?Sca5bixkcenn d - Bottom 'del truss. over CLR splice. Allsth S, . Los trusses pueden son descargados directs- . ,•, information. Diagonal braces every loCLReitli mbienum8-tBd \ __________Trusses that have been overloaded during construction or altered without the Truss Men- monte an 01 sueto an aquol momenta de entroga . - __________ Refer to SCSI-82 for more nformation. -*---'7rop Chord Temporary io truss spaces 201 (O.135s3.5') raiseadi side ) ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. yes 01 resumon BCSt-B2'" pare mao informaciOn. .1rrA'\l' LaleralReslraint 10' (3 m) - IS' (4.6 m) max. (6.1 m) max. olspeceoraospedfed by the/ Trusses quo so Iran sobrocargado durente to construcciOn o han side atterodos sin Is autor- guardados pare nuts do una somana, ponga El Locate ground braces directly in line with all rows I '2x4 m1n. Same spacing as bottom chord Note: Some chord and web members SECTION A A it Building Designer. iza c/On pro via dot Fabncante do Trusses, pueden hacen nub y sin efocto to garentie tim/teds del btoqueando do allure suliciento detrds dote pile - - of top chord temporary lateral restraint (see table )'%' \ lateral restraint not shown for clarity. - Fabncante do Trusses. do /as trusses a 8 haste 10 pies an contra (cc). - : - in the next column). El - -' - - . . . 2' 3) BOTTOM CHORD PLANE - . . .. I Cnotitthe Cainponentmanufacturer for ma,e Information or censefta Registered Design professional to, assistance. If trusses 51510 be stored for more than - - .- -- Cotoque los amostres do Items pare elpnmer CUERDA INFERIOR - ' '-.. M4- Truss one week,cover bundles to protect rom truss directamento an tines con cads uns do las Lateral Restraints - 2x4x12'or greater ' cs Member the environment. 00 NOT store an NO almacene an derne rolas de restricci6n lateral temporal de Is cuencla 0. Brace first NOTP. The truss manufacturer and truss designer rely an via presumption that the contractor and crane operator (if applicable) am Pars trusses guards dos par mills; do una somsna, uneven ground. desiguat. superior (yea Ia table an Ia prOxima columns). truss or R I'reinforcement.., . -'-._ professionalsed over two trusses "-. ., Note: Some chord asniutnice In name aspeu or the construction project it should seek assistance from a competent pony. The methods and pmcedunes cubra los paquotes pars protegedos del emb/ente securely - S--, " and web members olulhesd in Onus deamnnnl em intended In emma that the eeerat censinnodian techniques employed wil pat the trusses into place SAFELY. These recommendations far handling. insts". restmining and bracing trusses am based upon the collective experience of leading I& DO NOT walk on unbraced trusses, before Bottom - , _- ' not shown for e as Refer to SCSI- for more detailed information per- N ' t It erection of chords 'S--.. ' "'' . clarity. Oily isa GU105 for use hya.qoaluned huitding designer or centrasioc Ills not intended that these recunmneedaliens he islenpretnd as taming to handling and jobsile storage of trusses. csmiite an trusses sue os. additional .. - . mupnimnurtethe holdIng desIgner's design spesifeaflen tar handling, lnutal5na, reslnahning and hissing iresses end ii does eel predade the erher equivalent methods tel restreinlnglhincing end providing ulubtity tar the walls. odamne, teem. reels and all the intenretuled yea 01 foliate BCSr"pa,a info,rnaciOn roes dotat- '-'-- . . DO NOT stand on truss overhangs until trusses. . -.. -.-- slnuearelhulldingcernpenenlaandelennired by the ceniractor. Thus, SBCA expressly distiaims any espensihilily mr damages arising tada sabre et menejo yatmacenado do los trusses ____________. ,. . . , P Structural Sheathing has been applied to ___________ "- '-,'-.' from the usa. aPPlucnheii. Or ekance an the necammendellons and inlonnalnoscantauned herein. an Ores do trabajo. :----- "n' - ?- the truss and overhangs. '" Diagonal braces every 10 - - NO so pare an voledizos cerchas haste ' truss spaces 20'(6.1 m) max. Revest,m,ento estruciurat he side epticado ala ormsdurs y volatilizes. 10'(3 m) - 15(4.6 m) max. 0300 Enterprise I.ane'Madison. wr 53719 BIWARNIIeIT innais , a a •a ci i A 9 • 9 C C 9 C 9 9 C .. .. '-.1 -..........................................I .............................................', - - C , ,, •,, '. -' a DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con Is construccir5n hasta quo todas las restnc- 'Consuli a Registered Design Professional for busses longer than 60' (18.3 m). clones tolerates ylos ai'riostres estOn colocados an forma apropiada y segure. olOctricos o do near power lines dies vontosos _,-il;;.;'i;mi-------._ 'Consults a unProfessional Registmdo do Diseflo pam trusses man de 60 pies -I i I U NUtL> HAS TA JU Pita i : Handling Manelo - and airports. ce,ca do cables DO NOT exceed maximum stack heights in table at right. 1O'(3m) Avoid lateral above Refer to BCSl-B4' for more information. Too-in _T-in Locate Vea at BCSI-B2" pare las opcionos do TCTLR Evito Is flexiOn lateral. for truss Spreader bar See BCSI-B2"" for TCTLR options bending. W.Mum &t) ,k6 regime k-........ TRusses P TO 60' (IB.3 nil for Gable End Frame reslraintlbrecingl NO exceda las altures mdximas do montón. yea el resumen TRUSSES 2Sp,/311553 length Spreader bar WhhtDlReferto BCSl-03""" I TRusses HAsIA 60 PIES ".. 520c p BC A AIM- , St-04" pare mOs informs dOn. Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud do Tramo Espa clans/onto delArrlostre Temporal de Ia Cuerda Superior Up 1030' 10'(3 m) cc max. (9.1 m) 30'- 45' (9.1 m-13.7m) ha cot daflo al truss. 8'(2.4 m) or max. 45'-60' (13,7m-18.3m) 6'(1.8 m) oc max. _________________________________________________ 60'- 80'' (18.3 m-24.4 m) 4'(1.2 m)ocmax. ioierances ror Out-of-Plumb. olaranclas pare D/5Q max1-.,.1 lé1- ______ Fuere-de-Plomada Coistruction Loading Out-of-Plumb Max. Bow Truss Length 314 12.5' DISC D(ft.) (19 mm) (3.8m) 114 718 14.8' (22 mm) (4.5 ml 112 1' 16.7' (i.!) (25 mm) (5.1 m) 314 1-118 18.8 (29 mm) (5.7 ml 1' 1.114 20.8' (25 from) (32 mm) (6.3 m) 1-114' 1-318' 22.9' (32 !!2 (j (35 mm) (1.0 m) 1-112' 1-1/2" 25.0' (38 (38 mm) (7.6 m) 1.314' 1-314' 29.2' (j) (44 mm) (8.9 m) T 58' 2 X33.3' (51 mm) t!! (51 mm) (10.1 ml Maainum stack Height for Material on misses" Material Height Gypsum Board 12' (305 mm) Plywood or OSS 16' (400 mm) Asphalt Shingles 2 bundles Concrete Block 9' (203 mm) Cloy Tile 3-4 22igh 'Tmgaee are spaced as shown on layouts. Extra trusses are not provided for flush can lights or air regiSters. Iea,o coordinate special buss placemsat with jab supodiatendent piller to stashing t,vsgoc. Adjust truss spacing to clear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES E Confoimsto the StrucvraiDáign requiremeAtsi s hwn No & Wit, i Mark SWaflsOnPEC44594 :.;,... HANGER LIST DESCRIP11ON OTY LUS24 10 LUS26 5 HUS26 0 HHUS26-2 i THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET CTFICalifornia I TrusFrame PeopIDnrFoimu1afor5uccess? 23665 CAJALCO ROAD - PERRIS, CA 92570 I TEL 951-651-7491 FAX 951440-5176 I www.CalTrusFrame.com ONLY. These busses are designed as individual building oonwonents In be Incoipainted into the building design at the specification of the building designer. See individual design sheets for each Inns design identified on the placement drawing. The building designer is responsible for permanent biasing of the roof and floor system and for the overall structure. The design of the buss support structure including headers, basins. walls, and cobimna is the responsibility of the building designer. Framer Is responsible for sjraib spacing of busses as designed and celled out an placement plan. All busses spaced at 24 oc unless noted othe,wlse. NO. C51421 C) z -J - 00 ..m 0-. U- z -J I— Z = W 0 UJ C) 04 i<< C-4 c TZ m oo co2: LLJ J 0 jj 'a !O F— QU) MWO a. PROJECT No: M30575 DESIGNER: PETE N. REV. BY I REV. DATE N. Tn,gaoa are Spaced as shown en layouts. E,cfra three., are not provided for flush can rights or air rogtstesa. Please cooedleatø special three placement with Job superintendent prior to stashing busses. Adjust times spacing to clear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES Confomie to the WraIDaIgnrequIren,ents 'f--. a Shown Noexceptions taken MarliSwansoii, .. - - t— HANGERHANGER LIST DESCRIPTION ow LUS24 10 LUS26 5 KUS26 0 HHUS26-2 i THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET CTFICalifornia TrusFrame "Peopla Drive, Honor... Our Fomiulafor Success? 23665 CAJALCO ROAD PERRIS, CA 92570 TEL 951.657-7491 FAX 951.640-5176 w,w.CalTrusFrame.com ONLY. These busses are designed as Individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each thus design identified on the placement drawing. The building designer Is responsible for pemlanent bracing of the roof and floor system and for the overall structure. The design of the buss support structure Including headers, beams. waifs, and columns is the responsibility of the building designer. Framer Is responsible for accurate spacing of trusses as designed and called out On placement plan. NI busses spaced at 24" no unless noted otherwise. 0 CD z II -J bo in CD- U- Z w .111 -J _C>O I-Ito< z W1—,%/-C%I -- w o ;. <cl,Ix LIJ II _ C _j R ,.—. < <o u)'c-w zO-..z U)Z.J 0 E- Ü< F-(..U) Oi OJ PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE HANGER UST DESCRIPTION ow LUS24 7 MUS26 3 HHUS-2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET 1' 'I'naaaes are spaced as shown on layouts. Extra hiessOs are not provided for flush non lights or air. registers. Please coordinate special inns placement with Job superintendent prior to stacking trusses. Auat truss spacing to clear can lights and air register as needed, DO NOT CUT OR MODIFY TRUSSES C' i California ii r t TrusFrame1 "PeopJ Dilve, Honor.. OurFomiula for Succs? 23885 CAJALCO ROAD PERRIS, CA 92570 TEL 951-657-7491 FAX 951-940-5176 wnw.CalTrusFrame.cem THIS IS TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as Individual buiding cemponente te be Incorporated into the buibllng design at the specification of the budding designer. See individual design sheets for each Inns design identified on the placement drawing. The building designer Is responsible for permanent bracing of the roof and floor system and for the overall alnioture. The design of the buss support stricture Including headers, beams, wale, and columns is the responsibility of the building designer. Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. NI trusses spaced at W cc unless noted otherwise. Exp. NO 0 z II xv— z LLI cCV)° 00 I— z aO In o W a LLI 0 Ji _j I— ci 0 Z Cl) (9 200 z 2:J <c> 0< I— QCl) O PROJECT No: M30575 DESIGNER: PETE N. REV. BY I REV. DATE -rrusses are spaced as shown on layouts. Extra this,.s are not provided for thick can lights or air registers. Please coordinate special truss placement with Job superintendent prior to stacking busses. Adjust buss spacing to dear can lights and alt isgister as needed, DO NOT CUT OR MODIFY TRUSSES a Shown No xitsaken M4MA HANGER LIST DESCRIPTION OW WS24 8 MUS26 3 HHUS26-2 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET CTFiCalifornia TrusFrame. 'Peopik Drive, H 0ur Formula for Success!' 23865 CAJALCO ROAD PERRIS, CA 92570 TEL 9514577491 FAX 951-940.5176 wsev.CalTrusFrame.cenr THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as uidividual building components to be Incorporated Into the building design at the specification of the building designer. See individual design sheets hr each Inns design identified on the placement drawing. The building designer Is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the buss support structure Including headers, beams. wails, and columns is the responsibility of the Framer Is responsible for accurate spacing of theses as designed and celled out on placement plan. All trusses spaced at 24 cc unless noted otherwise. Exp. NO. 0 II a—i o '0 to - <'I. z Uj z .II I— a.aZ I— QO<O = coLii X j Z CIIJ T- JI __j i_ EO U)Z...J (9 i_W< l— QCO (•) LOU j Qi PROJECT No: M30575 DESIGNER: PETE N. REV. BY REV. DATE P.N. 9-3-19 P.N. 1 9-6-19 POST TENSION OPTC21 . 'OJO D DT3 RIINFD1C/NI INC. I$T flfltlD* fl flIIN,WtIN - GIVE. C.- Cs-CALCULATIONS FOR POST-TENSION SLAB ON GRADE FOUNDATION DESIGN Project Name: Magnolia SFD PTDU #3127 Date: April 08, 2019 mom 0 Exp. a-31-21 fr.,JJ CIVI i. LI 422 Cribbage In. San Marcos, CA 92078 PH: 760-591-3236 CBROI2J TO PROJECT DESTCTN iNFORMATION DU 6 GENERAL INFORMATION DEVELOPER Asthon 3, LLC DEVELOPER LOCATION,'Rancho Mission Viejo, Ca PROJECT NAME 1534 Magnolia PROJECT NUMBER - 3127 PROJECT LOCATION Carlsbad Ca, CA. TENDON ENCAPSULATION Yes (Near Ocean) CONCRETE & FOOTING INFORMATION CONCRETE STRENGTH 2500 psi SLAB TYPE 5" Ribbed CATEGORY IA I II ifi RIMETER FOOTING DEPTH 20" I 1,TER1OR FOOTING DEPTH 15" SLAB THICKNESS 5" SOILS INFORMATION 1J COMPANY Geocon, Inc. REPORT NUMBER G2192-52-01 J) REPORT DATE 10/30/17 CAPILLARY BREAK See Soils SOIL BEARING CAPACITY 2000psf PTI METHOD QRD EDITION) DESIGN PARAMETERS CATEGORY (EXPANSION INDEX) CENTER LIFT (INCHES) EDGE LIFT (FEET) IA (<20) em ym *1 (0-50) em 9' 5.3' ym .3" .61" II (50-90) em ym ifi (90-130) em ym *DIFFERENTIAL SETTLEMENT SETTLEMENT DISTANCE SLAB & FOOTING CAPACITIES Input f'c = 25001 concrete strength in psi w - 2000) soil bearing pressure in psf t = 5) slab thickness in inches d = overall footing depth in inches 50 Fa= 360.00 M= 1.50 65*w= 1300 Leff = . 1.22 ISOLATED PAD FOOTING CAPACITIES Capacity 18" pad 4500 lbs. 24" pad 8000 lbs 30" pad 12500 lbs 36" pad 18000 lbs 42" pad 24500 lbs 48" pad 32000 lbs 54" pad 40500 lbs 60" pad 50000 lbs 66" pad 60500 lbs 72" pad 72000 lbs 78" pad 84500 lbs 84" pad 98000 lbs 90" pad 112500 lbs PAD FOOTING CAPACITIES W/ SLAB Capacity Xli' 1.5 18" pad 9652 lbs 14.70 inches 2 24" pad 13519 lbs 14.70 inches 2.5 30" pad 18036 lbs 14.70 inches 3 36" pad 23203 lbs 14.70 inches 3.5 42" pad 29020 lbs 14.70 inches 4 48" pad 35487 lbs 14.70 inches 4.5 54" pad 42605 lbs 14.70 inches 5 60" pad 50372 lbs 14.70 inches 5.5 66 PAD .58789 lbs 14.70 inches 6 72 PAD 67856 lbs 14.70 inches 6.5 78 PAD 77573 lbs 14.70 inches 7 84 PAD 87940 lbs 14.70 inches p.,- • ... 45_• •. .,.••. ( , ...• .p.. . -I [1 7.5 90 PAD 98958 lbs 14.70 inches 8 96 PAD 110625 lbs 14.70 inches 8.5 102 PAD 122942 lbs 14.70 inches 9 108 PAD 135909 lbs 14.70 inches slab edge 1111 Slab Edge !Pad ! xi X1 Denotes the mm. distance required to nearest glab edge in at least 2 adjacent direction (it can't be 2 opposite directions) in order for this chart to apply - otherwise use the isolated footing chart. The capacities are based on "L "action - not "T" action. *SLAB CAPACITY = 6.39 Kips M= 0.625 L'= 1.118 Leff = 1.264 ft AREA = 6.39 ftA2 width = 2.53 ft i. I Lwidth Ior2xLeff *NOTE There must be the width noted above (or Leff on all 4 sides) available and centered on the point load in both orthoganal directions. If not input the width that is available below to get the reduced capacity: Available Width = 2.25 ft REDUCED SLAB CAPACITY = [ 106Kips POINT LOAD CAPACITY OF CONTINUOUS FOOTING = 8.34j KIPS* 2x ftg. Depth (d) Input d 15 in. b= - 12J in. Area = 5.56 sq. ft. *Note: There must be at least 2x the overall footing depth (d) of footing length available (cannot be at a corner). If not, reduce the capacity as follows: Available length = 24 in. Area = 4.45 ft. sq. Reduced Capacity = I 6.67] Kips Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 28.00 FT 83.00 FTx 5.00 Inches Material Properties Concrete Strength, f's: 2500 PS! Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities - Concrete Volume: 52.7 Cubic Yards Prestressing Tendon: 1,545 Linear Feet Number of End Anchorages: 70 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches :15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 14.00 Feet 0. C. Number of Slab Tendons: 6 Slab Tendon Spacing: 4.80 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam. Type II Beam Quantity of Beams: 2 7 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: . 10.38 Feet 0. C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.94 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:CAD Files3100-319913127 - Magnolia SFD%CALCSPIan I -AI.pti 2:56:56 PM Build 100712 PTISIab3..2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Soils! Number: 100-320-075 Project Title: Magnolia - Plan I - Area I Project Engineer: REM Project Number: 3127 Project Date: April-8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: .10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 299,303 LB Bearing Area 2,026 F7-2 Applied Pressure on Soil 148 PSF Soil Pressure Safety Factor 13.54 Prestress Summa, Subgrade Friction calculated by method prescribed in PTI Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PS!) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) Short Direction Long Direction 17 6 9, 3 4.94 4.80 4.00 4.27 5.98 6.30 -1.98 -2.03 614.8 162.2 643.9 226.4 100 77 105 107 5.93 FT-K/FT 5.65 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction, Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.253 -0.200 Actual Stress 1.141 0.910 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch) 80,763 34,406 Required Moment of Inertia (Inch) 39,687 19,299 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.45 K/FT Maximum Shear, Long Direction 2.35 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 135 Actual Shear Stress (PSI) 119 107 Page 2of7 it CAD RIes3103199127-Magnolia SFD%CALCSiPIan I -AI.ptl 2:56:56 PM Build 100712 PTISIab 32 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 464.6 181.1 0.5 Moment (FT-K) 246.1 79.1 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.57 FT-K/FT Maximum Moment, Long Direction 3.23 FT-K/FT Tension in Bottom Fiber (KS!) Compression in Top Fiber (KS!) Short Long Short. Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.242 -0.206 Actual Stress 0.216 0.17 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch 4 80,763 34,406 Required Moment of Inertia (Inch) 47,801 22,074 Required Moment of Inertia controlled by Width 6*Be1a Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.42 K/FT Maximum Shear, Long Direction 157 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 140 135 Actual Shear Stress (PSI) . 69 71 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 249.5 92.1 0.5 Moment (FT-K) 148.2 45.2 Page 30f7 Z:ICA.D Filesl3100-319913127 - Magnolia SFDCALCSlPlen I - AI.pti 2:56:56 PM PTISIab 32 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Build 100712 Sedal Number: 100-320.075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocoh, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross SectionalArea (Inch2): 6,147 2117 Moment of Inertia (Inch4): 80,763 34,406 Section Modulus, Top (Inch3): 20,190 8,055 Section Modulus, Bottom (Inch3): 6,842 - 2671 Center of Gravity, of Concrete - from top (Inch): 4.00 4.27 Center of Gravity of Prestressing Tendons - from top (Inch): 5.98 6.30 Eccentricity of Prestress (Inch): -1.98 -2.03 Beta Distance (Feet): 8.74 7.06 Equivalent Beam Depth (Inches): 15.80 17.15 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4of7 Z:CAD Flles3100-319913127 - Magnolia SFDCALCSPlan 1 ..41p11 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Too/ Kit, Inc. Registered To: Post-Tension Design Unlimited Se,ial Number: 100-320-075 Project Title: Magnolia - Plan I -Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties - Concrete Strength, fc: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 28.00 FT 83.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 17 6 Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 7 2 1 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis • • Page 5of7 Z1CAD Files13100.3199t3127 - Magnolia SFD%CALCSlPlan I -AI.ptl 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia Plan I - Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G219252-01 SUMMARY OF INPUT DATA - Continued Soil Pronerties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym 0.300 Inches 0.610, Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift :. 720 Prestress Calculation Sub grade Friction calculated by method prescribed in PTI Manual • Prestress Loss: 15.0 KSl Sub grade Friction Coefficient: 0.75 Page 6 of 7 Z:tCAD Files3100-3199I3127 - Magnolia SFDCALCSPlan I -AI.pti 2:5656 PM Build100712 PTISIab 3.2 Geostructural Too! Kit, ,Inc. Regislered To: Post-Tension Design Unlimited Seiiei Number: 100-320-075 Project Title: Magnolia - Plan I - Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7 of 7 Z:CAD FiIes3100-31993127 - Magnolia SFDICALCS%Plan 1 -AI.pti 2:56:56 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 20.50 FTx 46.17 FTx 5.00 Inches Material Properties Concrete Strength, t' : 2,500 PSI Tendon Strength, Fpu: 270 KSl Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 22.9 Cubic Yards Prestressing Tendon: 723 Linear Feet Number of End Anchorages: 46 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams? 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inóhes Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.25 Feet 0. C. Number of Slab Tendons: 5 Slab Tendon Spacing: 4.13 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.54 Feet 0. C. Number of Slab Tendons: 10 Slab Tendon Spacing: 4.69 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7. 2%CAD Files3100.31993127 - Magnolia SFDCALCSPIen I -A2pti 2:58:22 PM C Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320.075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 127,420 LB Bearing Area 852 FT2 Applied Pressure on Soil 150 PSF Soil Pressure Safety Factor 13.38 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 10 5 Number of Beam Tendons 5 3 Spacing of Slab Tendons (Feet) 4.69 4.13 Center of Gravity of Concrete (from top of slab) (Inch) 4.12 4.75 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 6.78 Eccentricity of Prestressing (Inch) -1.92 -2.03 Minimum Effective Prestress Force (K) 365.7 179.4 Beta Distance Effective Prestress Force (K) 373.9 202.9 Minimum Effective Prestress (PSI) 106 108 Beta Distance Effective Prestress (PSI) 108 122 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5. 0 per PT! 4.3.2) 5.35 FT-K/FT Maximum Moment, Long Dir. (contmlled by Em=5.0 per PT! 4.3.2) 5.10 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.197 -0.135 Actual Stress 1.008 0.740 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (lnch) 49,874 31,706 Required Moment of Inertia (Inch) 14,584 12,491 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.44 K/FT Maximum Shear, Long Direction 1.79 K/FT Short Long Direction Direction Allowable Shear Stress (PS!) 141 142 Actual Shear Stress (PSI) 114 59 Page 2of7 ZiCAD Files3100-319913127 - Magnolia SFDICA.LCStPlan I -A2.ptl 2:58:22 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To : Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 2 Build 100712 Serial Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Ede Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.200 -0.053 Stiffness Analysis - Edae Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (!nch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PS!) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 284.7 152.9 123.5 52.2 Allowable Stress 1.125 1.125 Actual Stress 0.209 0.169 Short Long Direction Direction 49,874 31,706 19,185 15,411 • Width 6*B eta 1.41 K/FT 1.52 K/FT Short Long Direction Direction 141 142 66 50 • Short Long Direction Direction 145.0 92.0 81.2 32.2 3.52 FT-K/FT 3.14 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Page 3 of 7 Z:CAD Files%3100-319913127 - Magnolia SFDCALCS%Plan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan I - Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross SectionalArea (Inch2): 3,453 1,668 Moment of Inertia (Inch4): 49,874 31,706 Section Modulus, Top (Inch3): 12,107 6,673 Section Modulus, Bottom (Inch3): 4,068 2,556 Center of Gravity of Concrete - from top (Inch): 4.12 4.75 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 6.78 Eccentricity of Prestress (Inch): -1.92 -2.03 Beta Distance (Feet): 7.75 6.92 Equivalent Beam Depth (Inches): 16.38 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4of7 Z:CAD Flles3100-319913127 - Magnolia SFD%CALCSPlan 1 -A2.pti 2:58:22 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 2 - Build 100712 Senei Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c : Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties. 2,500.0 PS! 1,500,000.0 PS! 145.0 PCF 270.0 KS! 1/2 Inch 20.50 FTx 46.17 FTx 5.00 Inches Short Direction Long Direction 10 5 Quantity: Depth: Width: Tendons: Cover: Short Direction Type I Type!! 2 3 18.0 15.0 12.0 12.0 -1 1 3.00 3.00 Long Direction Type! Type II 2 1 18.0 15.0 Inches 12.0 12.0 Inches I I 3.00 3.00 Inches Average beam spacing used in analysis Page 5of7 . Z:ICA.D Files3100-3199t3127.Magnolia SFD%CALCStPlen I -A2.pti 2:58:22 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnicil Report: Geocon, Inc. Report Date : 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift. Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: . 1,100.00 PLF Stiffness Coefficients Center Lift: . 360 Edge Lift: . • 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 6of7. Z:%CAD FiIes3100-31993127 - Magnolia SFDICALCSPIan I -A2.pti 2:58:22 PM Build 100712 PTISIab 3,2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,iel Number: 100-320-075 Project Title: Magnolia - Plan I -Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. * NO PTI EXCEPTIONS EXIST Page 70f7 Z:%cAD Flles%3100-3199l3127 - Magnolia SFDlCALCSlPlen I -A2.ptl 2:58:22 PM ) Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan I - Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 13.00 FT 49.00 FT 5.00 Inches Material Properties Concrete Strength, f': 2,500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 112 Inch Material Quantities Concrete Volume: 15.7 Cubic Yards Prestressing Tendon: 480 Linear Feet Number of End Anchorages: 40 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 13.00 Feet 0. C. Number of Slab Tendons: 3 Slab Tendon Spacing: 4.50 Feet 0. C. Slab Tendon Centroid: 2.50 inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 12.25 Feet O.C. Number of Slab Tendons: 10 Slab Tendon Spacing: 5.00 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 - Z:CA.D Files13100-31993127 - Magnolia SFDtCALCS%Plan 1 .A3.pti 2:58:45 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I -Area 3 Build 100712 Serial Number: 100-320.075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 86,921 LB Bearing Area . 523 F7 2 Applied Pressure on Soil . 166 PSF Soil Pressure Safety Factor 12.03 Prestress Summa Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 10 3 Number of Beam Tendons 5 2 Spacing of Slab Tendons (Feet) 5.00. 4.50 Center of Gravity of Concrete (from top of slab) (Inch) 4.04 5.07 Center of Gravity of Tendons (from top of slab) (Inch) 6.04 7.40 Eccentricity of Prestressing (Inch) . -2.00 -2.33 Minimum Effective Prestress Force (K) 376.3 110.1 Beta Distance Effective Prestress Force (K) 371.8 127.0 Minimum Effective Prestress (PSI). 104 101 Beta Distance Effective Prestress (PSI) . 103 116 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em5.0 per PTI 4.3.2) 5.95 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.67 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1 125 1.125 Actual Stress -0.236 -0.140 Actual Stress 1.140 0.713 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch) 50,642 24,070 Required Moment of Inertia (Inch) 10,919 8,225 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode - Maximum Shear, Short Direction. 2.30 K/FT Maximum Shear, Long Direction 2.17 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 140 Actual Shear Stress (PSI) 114 65 Page 2 of 7 Z:tCAD Files13100-319913127 - Magnolia SFD1CALCSPlan I -A3.pti 2:58:45 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 3 Build 100712 Se,ial Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. - Report Date: 10/30/17 - Report Number: G2192-52-01 - RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode - Short Long Direction Direction Cracked Section Capacity (FT-K) 284.7 97.9 0.5 Moment (FT-K) e 145.8 36.8 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.74 FT-K/FT Maximum Moment, Long Direction 3.34 FT-K/FT Tension in Bottom Fiber (KS!) Compression in Top Fiber (KS!) Short Long . Short . Long Direction Direction Direction' Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.248 -0.041 Actual Stress 0.219 0.157 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long - Direction Direction Available Moment of Inertia (Inch) 50,642 24,070 Required Moment of Inertia (Inch) 13,721 9,694 Required Moment of Inertia controlled by Width 6*Be1a Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 1.36 K/FT Maximum Shear, Long Direction 1.55 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 140 Actual Shear Stress ('PSI) 68 47 Cracked Section Analysis - Ede Lift Mode • Short • Long Direction Direction Cracked Section Capacity (FT-K) 145.0 65.1 0.5 Moment (FT-K) - 91.6 21.7 -. Page 3of7 Z:CAD Files13100-31993127 - Magnolia SFDlCALCSlPIan I - A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I -Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 3,623 1,092 Moment of Inertia (Inch4): 50,642 24,070 Section Modulus, Top (Inch3): 12,525 4,746 Section Modulus, Bottom (inch 3) 4,106 1,862 Center of Gravity of Concrete - from top (Inch): 4.04 5.07 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04 7.40 Eccentricity of Prestress (Inch): -2.00 -2.33 Beta Distance (Feet): 7.78 6.46 Equivalent Beam Depth (Inches): 16.38 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS a Page 4of7 Z:CAD Files13100-319913127 -Magnolia SFDCALCSPlan 1 -A3.ptl - 2:58:45 PM ki PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan I - Area 3 Build 100712 Sedal Number: 100.320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, r: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometiy: Number of Slab Tendons: Beam Properties Short Direction Type Type II Quantity: 2 3 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00. Average beam spacing used in analysis Z500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KS! 1/2 Inch 13.00 FT 49.00 FT 5.00 Inches Short Direction Long Direction 10 3 Long Direction Type I Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches .1 1 3.00 3.00 Inches Page 5of7 Z:%CAD Files3100-319913127 - Magnolia SFDtCALCSIPlen I -A3.ptl • 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I -Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 6 of 7 Z%CAD FiIes3100-31993127 - Magnolia SFDtCALCSPIan I -A3.ptl 2:58:45 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Señal Number: 100-320-075 Project Title: Magnolia - Plan I -Area 3 Project Engineer: REM Project Number: 3127 Project Date: Apr!! 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7of7 Z:cAD FiIes13100-31993127 - Magnolia SFD1cALCSlPlen I -A3.pti 2:58:45 PM Build 100712 PTISIab 3.2 GeostructuralTool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: Material Properties Concrete Strength, fc: Tendon Strength, Fpu: Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: 18.00 FTx 41.50 FTx 5.00 Inches 2,500 PSI 270 KS! 1/2 Inch 18.4 Cubic Yards 565 Linear Feet 40 In the LONG direction Type IBeam Type ilBeam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15;0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 9.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 4.67 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 2 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches • Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 13.83 Feet 0. C. Number of Slab Tendons: 9 Slab Tendon Spacing: • 4.69 Feet 0. C. Slab Tendon Centroid: • 2.50 Inches from top of slab Page lof7 Z:CAD Files3100-31993127 - Magnolia SFDCALCS%PIen I -A4.pti - 2:59:09 PM Short Long Direction Direction 43,373 30,573 11,047 10,431 Width 6*Be1a 2.59 K/FT 1.61 K/FT Short Long Direction Direction 141 141 134 47 Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 101,770 LB Bearing Area 683 FT2 Applied Pressure on Soil 149 PSF Soil Pressure Safety Factor 13.42 Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manua! Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=50 per PT! 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) Short Direction Long —Direction 9 4 4 3 4.69 4.67 4.03 4.97 5.86 7.39 -1.83 -2.42 319.1 159.4 323.7 177.4 105. 105 106 117 5.13 FT-K/FT 4.89 FT-K/FT Tension in Top Fiber (KS!) Short Long Direction Direction Compression in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.187 -0.129 Actual Stress 1.020 0.679 Stiffness Analysis -Center Lift Made Based on a Stiffness Coefficient of 360 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2of7 Li CAD FiIes3100-319913127 - Magnolia SFDtCALCSPIan I - A4.pti 2:59:09 PM Short Long Direction Direction 259.6 123.9 106.6 44.0 3.50 FT-K/FT 3.11 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Short Long Direction Direction 43,373 .30,573 15,053 13,247 Width 6*Beta 1.40 K/FT 1.51 K/FT Short Long Direction Direction 141 141 73 44 Short LoAg Direction Direction 118.7 92.0 72.6 27.9 PTISIab 3.2 (3eostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia -Plan I -Area 4 Build 100712 Sedal Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Ede Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS!) ShOrt Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.233 -0.009 Actual Stress 0.212 0.152 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (lnch) Required Moment of Inertia (Inch) Required Moment of Inertia contmlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PS!) Actual Shear Stress (PSI) Cracked Section Analysis - Edqe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 3of7 Z:ICAD Files3100-31993127 - Magnolia SFDlCALCSiPIan I -A4.ptl 2:59:09 PM Build 100712 PTISIab 3.2 p.. Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320.075 Project Title: MagnoIia- Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2) 3,051 1,518 Moment of Inertia (Inch4): 43,373 30,573 Section Modulus, Top (Inch3): 10,757 6,146 Section Modulus, Bottom (Inch 3) 3,430 2,509 Center of Gravity of Concrete - from top (Inch): - 4.03 4.97 Center of Gravity of Prestressing Tendons - from top (Inch).: 5.86 7.39 Eccentricity of Prestress (Inch): -1.83 -2.42 Beta Distance (Feet): 7.48 6.86 Equivalent Beam Depth (Inches): 16.68 17.16 Note: All Calculations' above and other reported values which depend on depths use the equivalent depths as shown above. - Jacking Force: . 33.05 KIPS Ei Page 40f7 Z:CAD Files3100-319913127 - Magnolia SFDCALCSiPlen I - A4.ptl 2:59:09 PM PTISIab.3..2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia.- Plan I -Area 4 Build 100712 Serial Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 2700 KS! Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 18.00 FT 41.50 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 9 4 Beam Properties Short Direction Long Direction Type! Type II Type! Type I! Quantity: 2 2 2 1 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis 1 Page 5of7 Z:ICAD Filest3100-3199t3127-Magnolia SFD%CALCStPlan I .A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192.52-01 SUMMARY OF INPUT DATA - Continued Soil Prooerties Allowable Bearing Pressure: 2,000-0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Suburade ProDerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 60f•7 Z:%CAD Filesl3100-319913127 - Magnolia SFD%CALCS%Plan I -A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To Post-Tension Design Unlimited Serial Number:100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7of7 Z:%CAD Flles3100-31993127. Magnolia SFDCALCSPIen I -A4.pti 2:59:09 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,iel Number: 100-320-075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 12.75 FT x 20.17 FT x 5.00 Inches Material Properties Concrete Strength, f's: 2,500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 6.8 Cubic Yards Prestressing Tendon: 229 Linear Feet Number of End Anchorages: 26 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams . . 12.0 Inches 12.0 Inches Tendons per Beam: . 1 1 Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: In the SHORT direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: 12.75 Feet 0. C. 3 4.38 Feet 0. C. 2.50 Inches from top of slab Type I Beam Type II Beam 2 1 1 18.0 Inches .15.0 Inches 12.0 Inches 12.0 Inches I I 3.25 Inches 3.25 Inches 10.09 Feet 0. C. 5 4.04 Feet O.C. 2.50 Inches from top of slab Page lof7 . Z:%CAD Files3100-319913127 - Magnolia SFDtCALCSiPlin I - A5.pti 2:59:27 PM Registemd To: Post-Tension Design Unlimited / PTISIab 3.2 Geostructural Tool Kit, Inc. Build 100712 Sedal Number: 100-320.075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 - Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 36,898 LB Bearing Area 226 FT Applied Pressure on Soil 164 PSF Soil Pressure Safety Factor 12.22 Prestress Summa Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 5 3 Number of Beam Tendons 3 2 Spacing of Slab Tendons (Feet) 4.04 4.38 Center of Gravity of Concrete (from top of slab) (Inch) 4.78 5.11 Center of Gravity of Tendons (from top of slab) (Inch) 6.78 7.40 Eccentricity of Prestressing (Inch) . -2.00 -2.29 Minimum Effective Prestress Force (K) 203.0 123.1 Beta Distance Effective Prestress Force (K) 202.2 126.7 Minimum Effective Prestress (PSI) 123 114 Beta Distance Effective Prestress (PSI) 123 118 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.85 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.57 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.153 -0.128 Actual Stress 0.837 0.725 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (lnch) 31,565 23,939 Required Moment of Inertia (Inch) 4,332 4,125 Required Moment of Inertia controlled by Width Length Shear Analysis -Center Lift Mode . Maximum Shear, Short Direction. 2.11 K/FT Maximum Shear, Long Direction. 1.98 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 145 143 Actual Shear Stress (PSI) 69 58 Page 2of7 Z:%CAD Fies3100-3199%3127 - Magnolia SFD%CALCSlPIan I .A5.pti . 2:59:27 PM 152.9 97.9 59.0 35.5 3.82 FT-K/FT 3.35 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.125 1.125 Actual Stress 0.202. 0.164 Short Direction Long Direction 31,565 23,939 5,652 4,967 Width Length 1.39 K/FT 1.46 K/FT Short Long Direction Direction Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.080 -0.010 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) 145 143 Actual Shear Stress (PSI) 45 43 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 92.0 65.1 0.5 Moment (FT-K) 38.5 21.4 Page 3of7 Li CAD Files3100-31993127 -Magnolia SFDtCALCSlPlan I -A5.ptl 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 1,648 1,077 Moment of Inertia (Inch 4) 31,565 23,939 Section Modulus, Top (inch 3) 6,606 4,687 Section Modulus, Bottom (Inch 3) 2,550 1,857 Center of Gravity of Concrete - from top (Inch): 4.78 5.11 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 7.40 Eccentricity of Prestress (Inch): -2.00 -2.29 Beta Distance (Feet): 6.91 6.45 Equivalent Beam Depth (Inches): 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4of7 Z:CAD Flles3100-319913127 - Magnolia SFDtCALCSiPlan 1 -A5.ptl 2:59,27 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia -Plan I -Area 4 Project Engineer: REM Projeöt Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 2 70. 0 KS! Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 12.75 FT 20.17 FT x5. 00 Inches Short Direction Long Direction Number of Slab Tendons: 5 3 Beam Properties Short Direction Long Direction Type I Type II / Type I Type I! Quantity: 2 1 2 0 Depth: • 18.0 15.0 18.0 15.0 Inches Width: 12.0 • 12.0 12.0 12.0 Inches Tendons: I I I I Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 5 of 7 11CAD Files%3100-319913127 - Magnolia SFDlCALCSlPlan I -A5.pti . 2:59:27 PM Build 100712 PTISIab 3.2 (nctrutfurnI Tool Kif Inc Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 ( Project Title: Magnolia - Plan I -Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF - Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Sub-grade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift 720. Prestress Calculation Sub grade Friction calculated by method prescribed in PTI Manual Prestress Loss: . 15.0 KSI Subgrade Friction Coefficient: • 0.75 ri Page 6of7 Z:CAD Filest3l00-31993127 -Magnolia SFDCALCSPlan 1 -A5.ptl • • 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320.075 Project Title: Magnolia - Plan I - Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 7 of 7 ZCAD FiIes%3100-31993127 - Magnolia SFD%CALCSlP1an 1 -A5.pti 2:59:27 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Seilal Number: 100-320-075 Project Title: Magnolia -Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report. Date 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 35.50 FT 6600 FT 5.00 Inches Material Properties Concrete Strength, fc: 2,500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 53.2 Cubic Yards Prestressing Tendon: 1,604 Linear Feet Number of End Anchorages: .66 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 2 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inöhes 3.25 Inches Beam Spacing: . . 11.83 Feet 0. C. Number of Slab Tendons: 8 Slab Tendon Spacing: 4.50 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 5 Depth of Beams:• 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I . I. Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: . 11.00 Feet OC. Number of Slab Tendons: 14 Slab Tendon Spacing: 4.77 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 Z:CAD Files3100-319913127 - Magnolia SFDlCALCSPlan 2 -AI.pti 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Setial Number: 100-320-075 Project Title: Magnolia - Plan 2- Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report:, Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS - Soil Bearing Analysis Total Applied Load 301,887 LB Bearing Area 2071 FT2 Applied Pressure on Soil 146 PSF Soil Pressure Safety Factor 13.72 Prestress Summary . -. Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 14 8 Number of Beam Tendons 7 4 Spacing of Slab Tendons (Feet) 4.77 4.50 Center of Gravity of Concrete (from top of slab) (Inch) 4.02 4.24 Center of Gravity of Tendons (from top of slab) (Inch) 5.92 6.14 Eccentricity of Prestressing (Inch)• -1.91 -1.91 Minimum Effective Prestress Force '(K) 481.0 241.4 Beta Distance Effective Prestress Force (K) 522.5 301.9 Minimum Effective Prestress (PSI) 98 90 Beta Distance Effective Prestress (PSI) 107 112 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.51 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.25 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KSl). Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Actual Stress -0.224 -0.184 Available Moment of Inertia (lnch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Allowable Stress • 1.125 1.125 Actual Stress 1.063 0.894 Short Long Direction Direction 65,704 41,686 37,174 23,851 Width 6*Beta 2.64 K/FT • 2.02 K/FT Short Long Direction Direction 140. 138 129 90 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 2of7 Z:%CAD Filesl3100-319913127 - Magnolia SFD%CALCS1PIan 2- AI.pti 2:59:51 PM Short Long Direction Direction 387.4 233.1 181.8 93.1 3.46 FT-K/FT 3.11 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edqe Lift Mode 140 138 71 68 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 197.4 118.7 114.1 55.2 PTISIab3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area I Build 100712 Serial Number: 100.320.075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edae Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.234 -0.169 Actual Stress 0.21 0.178 Stiffness Analysis - EdQe Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (lnch) 65,704 41,686 Required Moment of Inertia (Inch) 46,657 28,295 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edige Lift Mode Maximum Shear, Short Direction 1.45 K/FT Maximum Shear, Long Direction 1.54 K/FT Short Long Direction Direction Page 3of7 2%CAD FiIes3100-31993127 - Magnolia SFD1CALCSlPIan 2 .AI.pti 2:59:51 PM Build 100712 PTISIab 3.2 Registered To: Post-Tens!os'i Design Unlimited Geostructural Tool Kit, Inc. Sedal Number: 100-320.075 Project Title: Magnolia - Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 4,885 2,691 Moment of Inertia ('Inch4): 65,704 41,686 Section Modulus, Top (Inch3): 16,358 9,837 Section Modulus, Bottom (Inch3): 5,476 3,350 Center of Gravity of Concrete - from top (Inch): 4.02 4.24 Center of Gravity of Prestressing Tendons - from top (Inch): 5.92 6.14 Eccentricity of Prestress (Inch): -1.91 -1.91 Beta Distance (Feet): 8.30 7.41 Equivalent Beam Depth (Inches): 16.02 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4 of 7 Z:%CAD Fiies%3100.319913127 - Magnolia SFD%CALCSiPlan 2 -AI.pti - 2:59:51 PM Build 100712 PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f: Concrete Creep Modulus, Ec Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties Short Direction Type I Type II Quantity: 2 5 Depth: 18.0 15.0 Width: 12.0 12.0 Tendons: I I Cover: 3.00 3.00 Average beam spacing used in analysis 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KS! 1/2 Inch 35.50 FT 66.00 FT 5.00 Inches Short Direction Long Direction 14 8 Long Direction Type I Type II 2 2 18.0 15.0 Inches 12.0 12.0 Inches 1 1 3.00 3.00 Inches Page 5of7 Z:CAD Flies3100-319913127- Magnolia SFDlCALCSPIan 2 -AI.ptl 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2- Area I Project Engineer: REM • Project Number: 3127 Project Date: Apr!! 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G292-52-01 SUMMARY OF INPUT DATA - Continued Soil ProDerties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSl Subgrade Friction Coefficient: • 0.75 Page 60f.7 ZiCAD Files3100-319913127 - Magnolia SFDCALCS%Plan 2 -AI.ptl 2:59:51 PM Build 100712 PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Seifel Number: 100-320-075 Project Title: Magnolia - Plan 2-Area I Project Engineer: REM Project Number: 3127 Project Date: Apr!! 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST ii Page 70f7 Z:CAD FiIes3100-319913127 - Magnolia SFDCALCS%Plen 2 -AI.pti 2:59:51 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Regislered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 36.00 FT 48.83 FT 5.00 Inches Material Properties Concrete Strength, fc: Tendon Strength, Fpu: Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: In the LONG direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: In the SHORT direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid: Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Centroid: 2500 PS! 270.1(51 1/2 Inch 39.8 Cubic Yards 1,180 Linear Feet 54 Type I Beam Type II Beam 2 2 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches '1 1 3.25 Inches 3.25 Inches 12.00 Feet 0. C. 8 4.57 Feet 0. C. 2.50 Inches from top of slab Type I Beam Type II Beam 2 3 18.0 Inches 15.0 Inches 12.0 Inches 12.0 Inches I I 3.25 Inches 3.25 Inches 12.21 Feet 0. C. 10 4.98 Feet 0. C. 2.50 Inches from top of slab Page lof7 Z:%CAD FiIes3100-31993127.Magnolia SFDtCALCStPIan 2 .A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8,. 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load .. 226,085 LB Bearing Area 1,501 FT2 Applied Pressure on Soil 151 PSF Soil Pressure Safety Factor 13.27 Prestress Summa - Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 10 8 Number of Beam Tendons 5 4 Spacing of Slab Tendons (Feet) 4.98 4.57 Center of Gravity of Concrete (from top of slab) (Inch) 4.05 4.22 Center of Gravity of Tendons (from top of slab) (Inch) 604 6.14 Eccentricity of Prestressing (Inch) -2.00 -1.92 Minimum Effective Prestress Force (K) 340.9 261.1 Beta Distance Effective Prestress Force (K) 374.1 301.7 Minimum Effective Prestress (PS!) 94 96 . Beta Distance Effective Prestress (PSI) 104 111 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PT! 4.3.2) 5.51 FT-FT Maximum Moment, Long Dir. (controlled by Em5.0 per PT! 4.3.2) 5.25 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long. Direction Direction Direction . Direction Allowable Stress -0.300 4300 Allowable Stress 1.125 1.125 Actual Stress -0.218 -0.183 Actual Stress 1.047 0.921 . Stiffness Analysis - Center Lift Mode • Based on a Stiffness Coefficient of 360 • . Short Long Direction Direction Available Moment of Inertia (Inch) 50,597 41,836 Required Moment of Inertia (Inch) 27,900 . 24,217 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.78 K/FT Maximum Shear, Long Direction . • 1.99 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) . 139 139 Actual Shear Stress (PSI) 138 89 Page 2of7 Z:CAD les10199127-Magnolia SFDCALCSiPlan 2-A2pti . 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 284.7 233.1 ( 0.5 Moment (FT-K) 134.6 94.5 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 3.50 FT-K/FT Maximum Moment, Long Direction 3.12 FT-K/FT Tension in Bottom Fiber (KSI) Compression in Top 7iber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.239 -0.156 Actual Stress 0.204 0.181 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch ) 50,597 41,836 Required Moment of Inertia (Inch) 35,398 28,816 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Ede Lift Mode Maximum Shear, Short Direction 1.46 K/FT Maximum Shear, Long Direction 1.50 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 139 139 Actual Shear Stress (PSI) 73 68 Cracked Section Analysis - Ed-be Lift Mode 'Short Long Direction Direction Cracked Section Capacity (FT-K) 145.0 118.7 0.5 Moment (FT-K) 85.4 56.2 Page 3 of 7 Z:tCAD Flles13100.319913127 - Magnolia SFD%CALCSPlan 2 -A2.pti 3:00:10 PM 13 Build 100712 PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 2 Project Engineer: REM . Project Number: 3127 Project Date: Apr!! 8, 2019 Geotechnicat Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 3,612 2721 Moment of Inertia (inch 4) 50,597 41,836 Section Modulus, Top (Inch3): 12,501 9,917 Section Modulus, Bottom (Inch 3) 4,103 3,357 Center of Gravity of Concrete - from top (Inch): 4.05 4.22 Center of Gravity of Prestressing Tendons - from top (Inch): 6.04. 6.14 Eccentricity of Prestress (Inch): -2.00 -1.92 Beta Distance (Feet): 7.78 7.42 Equivalent Beam Depth (Inches): 16.38 16.68 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4 of 7 Z:%CAD Filest3loo-3199t3127-Magnolia SFD1CALCSlPlen 2 -A2.pti 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. - Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia -Plan 2-Area 2, Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f's:. 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fp: 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties Rectangle Geometry: 36.00 FT x 48.83 FT x 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 10 8 Beam Properties Short Direction Long Direction Type I fype It Type I Type II Quantity: 2 3 2 2 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I 1 1 1 1 Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page5óf7 Z:%CAD Files3100-319913127 - Magnolia SFDCALCSPIan 2- A2.pti ' 3:00:10 PM PTISIab 3.2 Geostructura! Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 2 Build 100712 Serial Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date April 8,2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 - Report Number: G219252-01 SUMMARY OF INPUT DATA - Continued Soil Proøerties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Differential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 4000 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: • 360 Edge Lift: • 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: • 15.0 KSI Subgrade Friction Coefficient: • 0.75 Page 6 of 7 Z:tCAD FiIest3100-319913127 - Magnolia SFD%CALCSIPlen 2 -A2.ptl 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan 2-Area 2 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PT! EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. No PTI EXCEPTIONS EXIST Page 70f7 ZCAD Flles3100-319913127 - Magnolia SFDtCALCSlPlan 2 -A2.ptl 3:00:10 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 16.00 FT 81.75 FT 5.00 Inches Material ProDerties Concrete Strength, f'c: 2500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 32.9 Cubic Yards Prestressing Tendon: 1,036 Linear Feet Number of End Anchorages: 64 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches • 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 8.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 4.00 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 6 Depth of Beams: • 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.68 Feet O.C. Number of Slab Tendons: 17 Slab Tendon Spacing: • 4.86 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page lof7 ZiCAD Fiies3100-31993127 . Magnolia SFDCALCStPIan 2 -A3.pti 3:00:29 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Build 100712 Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 181,080 LB Bearing Area 1,265 FT2 Applied Pressure on Soil 143 PSF Soil Pressure Safety Factor 13.97 Prestress Summa Subgrade Friction calculated by method prescribed in PT! Manual Short Long Direction Direction Number of Slab Tendons 17 4 Number of Beam Tendons 8 3 Spacing of Slab Tendons (Feet) 4.86 4.00 Center of Gravity of Concrete (from top of slab) (Inch) 3.90 5.19 Center of Gravity of Tendons (from top of slab) (inch) • 5.75 7.39 Eccentricity of Prestressing (Inch) -1.85 -2.20. Minimum Effective Prestress Force (K) 617.3 138.1 Beta Distance Effective Prestress Force (K) 613.7 178.3 Minimum Effective Prestress (PSI) 104 99 Beta Distance Effective Prestress (PSI) 103 128 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 5.00 FT-K/FT Maximum Moment, LOng Dir. (controlled by Em=5.0 per PT! 4.3.2) 4.76 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.210 -0.115 Actual Stress 1.070 0.593 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch) 75,037 29,539 Required Moment of Inertia (Inch) 18,826 8,947 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis -Center Lift Mode Maximum Shear, Short Direction. 2.32 K/FT Maximum Shear, Long Direction 1.58 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 141 140 Actual Shear Stress (PSI) 124 41 Page 2of7 Z:%CAD FlIes3100-31993127 - Magnolia SFD%CALCSPIan 2 -A3.ptl 3:00:29 PM PTISIab 3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Build 100712 Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 463.4 123.9 0.5 Moment (FT-K) 204.3 .38.1 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction . 3.39 FT-K/FT Maximum Moment, Long Direction 3.06 FT-K/FT Tension in Bottom Fiber (KS!) Compression in Top Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.245 -0.016 Actual Stress 0.217 0.148 Stiffness Analysis - Edge Lift Mode• Based on a Stiffness Coefficientof 720 Short Long Direction Direction Available Moment of Inertia (Inch) 75,037 29,539 Required Moment of Inertia (Inch) 25,506 11,488 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edge Lift Mode • Maximum Shear, Short Direction • 1.36 K/FT Maximum Shear, Long Direction 1.59 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) . • 141 140 Actual Shear Stress (PSI) • 73 41 Cracked Section Analysis - Edge Lift Mode • Short • Long Direction Direction Cracked Section Capacity (FT-K) 223.5 91.9 0.5 Moment (FT-K) 138.4 24.4 Page 30f7 Z:CAD Flles3100.319913127 - Magnolia SFDtCALCS%Plan 2 -A3.ptl 3:00:29 PM PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2-Area 3 Build 100712 Serial Number: 100-320-075 Project Engineer: REM Project Number: 3127 Project Date: Apri!8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 • Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES • Short Long Direction Direction Cross SectionalArea (Inch 2) 5,951 1,398 Moment of Inertia (Inch 4) 75,037 29,539 Section Modulus, Top (Inch3): 19,254 5,694 Section Modulus, Bottom (Inch3): 6,253 2,467 Center of Gravity of Concrete - from top (Inch): 3.90 5.19 Center of Gravity of Prestressing Tendons - from top (Inch): 5.75 7.39 Eccentricity of Prestress (Inch): . • -1.85 -2.20 Beta Distance (Feet): 8.58 6.80 Equivalent Beam Depth (Inches): 15.90 • 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 4of7 11 CAD Files13100-319913127 - Magnolia SFDlCALCSiPlan 2 -A3.pti 3:00:29 PM I Build 100712 PTISIab.3.2 Geostructura! Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Se,tal Number: 100-320-075 Project Title: Magnolia - Plan 2 -Area 3 Project Engineer: REM Project Number: 3127 .ProjectDate: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material ProDerties Concrete Strength, t'c: • 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KS! Tendon Diameter: 1/2 Inch Slab ProDerties Rectangle Geometry: 116. 00 FTx 81.75 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 17 4 Beam Properties Short Direction Long Direction Type I Type II Type! Type II Quantity: 2 • 6 2 1 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I I Cover: • 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis . Page 5of7 Z:tCAD Files%3100-31993127 - Magnolia SFD%CALCSPlan 2 -A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date : 10/30/17 Report Number: G2192-52-01 SUMMARYOF INPUT DATA -Continued Soil Properties Allowable Bearing Pressure: 2000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet Diffelential Soil Movement, Ym 0.300 Inches 0.610 Inches Load. Deflection and Subrade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgrade Friction Coefficient: 0.75 Page 6of7 Z:%CAD Files3100-3199l3127 - Magnolia SFDtCALCSIPlen 2 -A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 3 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 - Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO P11 EXCEPTIONS EXIST Page 7of7 Z.%CAD Files3100-31993127 - Magnolia SFDCALCSlPlan 2 -A3.pti 3:00:29 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 15.00 FT 75.00 FT 5.00 Inches Material Properties Concrete Strength, f's: 2,500 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 26.9 Cubic Yards Prestressing Tendon: 887 Linear Feet Number of End Anchorages: 62 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: 1 0 Beam Tendon Centroid: 3.25 Inches 0.00 Inches Beam Spacing: 15.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 3.67 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from topof slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 6 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.71 Feet 0. C. Number of Slab Tendons: 17 Slab Tendon Spacing: 4.44 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:%DAD Files3100-3199t3127 - Magnolia SFDtCALCSPlan 2 -A4.ptl 3:45:14 PM I' Build 100712 PTISIab3.2. Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title! Magnolia -Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 GeotechnicalReport: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: SOIL BEARING: ALL VALUES WITHIN ALLOWABLE LIMITS. CENTER LIFT MODE: BENDING STRESS IN SHORT DIRECTION (COMPRESSION): 6.9% EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. a Page 2of7 Z:tCAD Files3100-319913127 - Magnolia SFDCALCStPlan 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension. Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION -RESULTS OF ANALYSIS Soil Bearing Analysis Total Applied Load 150,226 LB Bearing Area 949 F7'2 Applied Pressure on Soil 158 PSF Soil Pressure Safety Factor 12.63 Prestress Summary Sub grade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction - Number of Slab Tendons 17 4 Number of Beam Tendons 8 2 Spacing of Slab Tendons (Feet) . . 4.44 3.67 Center of Gravity of Concrete (from top of slab) (Inch) 4.00 4.82 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 6.58 Eccentricity of Prestressing (Inch) * -1.75 -1.77 Minimum Effective Prestress Force (k) . 626.1 120.3 Beta Distance Effective Prestress Force (K)' 620.6 152.9 Minimum Effective Prestress (PSI) .113 99 Beta Distance Effective Prestress (PSI) 112 126 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 6.25 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2). 5.95 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short . Long Direction Direction . Direction . Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.254 -0.148 Actual Stress 1.203 0.776 Stiffness Analysis -Center Lift Mode Based on a Stiffness Coefficient of 360 . Short Long Direction Direction Available Moment of Inertia (Inch) 73,363 25,035 Required Moment of Inertia (Inch) 20,258 10,069 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.21 K/FT Maximum Shear, Long Direction . 2.50 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 143 . - 140 Actual Shear Stress (PSI) 108 ' 87 Page 3of7 Z:ICAD Files3100-3199%3127 . Magnolia SFDICALCSIPlan 2 -A4.pti , 3:45:14 PM Short Long Direction Direction 463.5 128.3 234.5 44.7 3.74 FT-K/FT 3.38 FT-K/FT Compression in Top Fiber (KS!) Short -Long Direction Direction Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edqe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 73,363 25,035 24,260 11,427 Width 6*Beta 1.36 K/FT 1.59 K/FT Short Long Direction Direction 143 140 67 55 Short Long Direction Direction 223.5 65.1 140.4 25.3 Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension DesIn Unlimited Sedal Number: 100-320-075 Project Title : Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc., Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.256 -0.109 Actual Stress 0.237 0.175 Stiffness Analysis - Edoe Lift Mode Page 4 of 7 Z:tCAD FiIes13100.319913127 - Magnolia SFDCALCS%PIan 2- A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registemd To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolla - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch2): 5,546 1,212 Moment of Inertia (Inch4): 73,363 25,035 Section Modulus, Top (Inch3): 18,343 5,197 Section Modulus, Bottom (Inch3): • 6,166 1,899 Center of Gravity of Concrete - from top (Inch): 4.00 4.82 Center of Gravity of Prestressing Tendons - from top (Inch): 5.75 6.58 Eccentricity of Prestress (Inch): -1.75 -1.77 Beta Distance (Feet): 8.54 6.52 Equivalent Beam Depth (Inches): • 15.90 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force: 33.05 KIPS Page 5of7 Z:%CAD Flles3100.319913127 - Magnolia SFD1CALCStPlen 2 -A4.pti 3:45:14 PM • Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Senal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Prooerties Concrete Strength, fc: 2,500.0 PSI Concrete Creep Modulus, Ec: 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KSI Tendon Diameter: 1/2 Inch Slab Properties - Rectangle Geometry: 15.00 FT 75.00 FT 5.00 Inches Short Direction Long Direction Number of Slab Tendons: 17 4 Beam Properties Short Direction Long Direction Type I Type II Type I Type II Quantity: 2 6 2 0 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: I I I 0 Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 7 Z:tCAD Flles13100-319913127 - Magnolia SFD%CALCSPlan 2 -A4.ptl 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Too! Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia -Plan 2-Area 4 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.30 Feet * Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subrade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Sub grade Friction Coefficient: 0.75 Page 7of7 ZtCAD Files13100-319913127 - Magnolia SFDtCALCSPlan 2 -A4.pti 3:45:14 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Sedel Number: 100-320-075 Project Title: Magnolia - Plan 2 -Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 15.00 FTx 21.00 FTx 5.00 Inches Material Properties Concrete Strength, fc: 2,500 PSI Tendon Strength, Fpu: 270 KS! Tendon Diameter: 1/2 Inch Material Quantities Concrete Volume: 8.0 Cubic Yards Prestressing Tendon: . 274 Linear Feet Number of End Anchorages: 28 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 0 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 15.00 Feet 0. C. Number of Slab Tendons: 4 Slab Tendon Spacing: 3.67 Feet 0. C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 1 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 10.50 Feet 0. C. Number of Slab Tendons: 5 Slab Tendon Spacing: 4.25 Feet 0.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 7 Z:tCAD Fiies%3100-31993127 - Magnolia SFDtCALCStPian 2 -A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Posl-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnica! Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil BeariiIp Analysis Total Applied Load 43,957 LB Bearing Area 264 Fe Applied Pressure on Soil 166 PSF Soil Pressure Safety Factor 12.03 Prestress Summary Sub grade Friction calculated by method prescribed in PT! Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PS!) Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (controlled by Em5.0 per PT! 43.2) Maximum Moment, Long Dir. (controlled by Em5.0 per PTI 4.3.2) Short Direction Long Direction 5 4 3 2 4.25 3.67 4.71 4.82 6.78 6.58 -1.77 201.2 148.0 202.1 152.4 119 122 119 126 6.15 FT-K/FT 5.86 FT-K/FT Tension in Top Fiber (KS!) Compression in Bottom Fiber (KS!) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.172 -0.131 Actual Stress 0.885 0.815 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 2 31,915 25,035 Required Moment of Inertia (Inch) 5,579 5,314 Required Moment of Inertia controlled by Width Length Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.22 K/FT Maximum Shear, Long Direction 2.23 K/FT Short Long Direction -, Direction Allowable Shear Stress (PSI) 144 144 Actual Shear Stress (PSI) 76 77 Page 20f7 Z% CAD Flles13100-31993127 - Magnolia SFD%CALCSPlen 2 -A5.pti 3:01:11 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Project Title: Magnolia - Plan 2- Area 5 Build 100712 Serial Number: 100-320-075 Project Engineer', REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis -Center Lift Mode I I,nn Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Direction Dfrection 152.9 128.3 64.6 43.9 3.88 FT-K/FT 3.41 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction 1.125 1.125 0.201 0.19 Short Long Direction Direction 31,915 25,035 7,034 6,182 Width Length 1.40 K/FT 1.46 K/FT Short Long Direction Direction 144 144 48 51 Short Long Direction Direction• 92.1 65.1 40.7 25.6 Craöked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edige Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.300 -0.300 Allowable Stress Actual Stress -0.100 -0.063 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch) Required Moment of Inertia (Inch) Required Moment of Inertia controlled by Shear Analysis - Edae Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 3of7 Z:%CAD Flles3100-31993127 -Magnolia SFDtcALCS%Plan 2 -A5.ptl 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registemd To: Post-Tension Design Unlimited Sedal Number: 100-320-075 Project Title: Magnolia -Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction 11 Cross Sectional Area (Inch2): • 1,698 Moment of Inertia (Inch4): 31,915 Section Modulus, Top (Inch3): 6,774 Section Modulus, Bottom (Inch3): • 2565 Center of Gravity of Concrete - from top (Inch) : 4.71 Center of Gravity of Prestressing Tendons - from top (Inch): 6.78 Eccentricity of Prestress (Inch): • -2.07 Beta Distance (Feet): • 6.93 Equivalent Beam Depth (Inches): • 17.16 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. 1,212 25,035 5,197 1,899 4.82 6.58 -1.77 6.52 Jacking Force: 33.05 KIPS Page 4of7 Z:tCA.D Piles13100-319913127 - Magnolia SFDCALCStPlan 2 -A5.pli • 3:01:11 PM PTISIab 3.2 Geostructural Tool Kit, Inc. Regislemd To: Post-Tension Design Unlimited Project Title : Magnolia - Plan 2-Area 5 Build 100712 Serial Number: 100-320.075 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA Material Properties Concrete Strength, f's: Concrete Creep Modulus, EC : Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Geometry: Number of Slab Tendons: Beam Properties 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KS! 1/2 Inch 15.00 FTx 21.00 FTx 5.00 Inches Short Direction Long Direction 5 4 Quantity: Depth: Width: Tendons: Cover: Short Direction Type I Type II 2 1. 18.0 15.0 12.0 12.0 I I 3.00 3.00 Long Direction Type I Type II 2 0 18.0 15.0 Inches 12.0 12.0 Inches 1 1 3.00 • 3.00 Inches Average beam spacing used in analysis Page 5of7 ZtCAD Files3100-319913127 - Magnolia SFDtCALCS%Plen 2 -A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited itedal Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer REM Project Number: 3127 Project Date: Apr!! 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure: 2,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em 9.00 Feet 5.30 Feet Differential Soil Movement, Ym: 0.300 Inches 0.610 Inches Load. Deflection and Subarade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,100.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PT! Manual Prestress Loss: 15.0 KS! Subgradé Friction Coefficient: 0.75 Page 6of7 Z:%CAD Flles13100-31993127 - Magnolia SFD1CALCSlPlan 2 -A5.pti 3:01:11 PM Build 100712 PTISIab 3.2 Geostructural Tool Kit, Inc. Registered To: Post-Tension Design Unlimited Serial Number: 100-320-075 Project Title: Magnolia - Plan 2-Area 5 Project Engineer: REM Project Number: 3127 Project Date: April 8, 2019 Geotechnical Report: Geocon, Inc. Report Date: 10/30/17 Report Number: G2192-52-01 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST 0 Page 70f7 Z:CAD FiIes3100-31993127 - Magnolia SFDCALCSlPlan 2 -A5.pti I 3:01:11 PM GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL. MATERIALS 1(4('W)')e Project No. G2192-52-01 October 2,2019 RECEIVED OCT 15 2019 Ashton 3, LLC CITY OF CARLSBAD 5 Hoya Street Rancho Mission Viejo, California 92694 BUILDING DIVISION Attention: Mr. Taylor Ashton Subject: ROUGH GRADING PLAN REVIEW MAGNOLIA-BRADY DEVELOPMENT 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA References: 1. Geotechnical Investigation, 1534 Magnolia Avenue, Carlsbad, California, prepared by Geocon Incorporated, dated January 17, 2017 (Project No. G2192-52-0 1). 2. Rough Grading Plans for: Magnolia-Brady, Carlsbad, California, prepared by Civil Landworks, dated June 27, 2019 (Grading Plan No. GR2018-0047; Project No. CT2018-0003). Dear Mr. Ashton: In accordance with the request of Mr. Gary Arnold with Pebble Creek Companies, we reviewed the referenced grading plans for the proposed Magnolia-Brady residential development in the City of Carlsbad, California. Based on our review of the referenced plans and the information contained within the referenced geotechnical report, we opine the grading plans and details have been prepared in substantial conformance with the recommendations presented in the referenced geotechnical report. We limited our review to geotechnical aspects of project development and the review did not include other details on the referenced plans. Geocon Incorporated has no opinion regarding other details found on the referenced plans, civil or otherwise, that do not directly pertain to geotechnical aspects of site development. If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Mali #.ove PE 84154 MRL: SFW:dmc (e-mail) Addressee 0/' - , Shawn Foy Weedon GE 2714 6960 Flanders Drive U San Diego, California 92121-2974 • Telephone 858.558.6900 U Fax 858.558.6159 c4Aft R .io cl I GEOCON INCORPORATED GEOTECHNICAL • ENVIRONMENTAL. MATERIALS (10 Project No. G2192-52-01 September 10, 2019 Revised October 2, 2019 RECEIVED OCT 15 2019 Ashton 3, LLC 5 Hoya Street Rancho Mission Viejo, California 92694 Attention: Mr. Taylor Ashton CITY OF CARLSBAD BUILDING DIVISION Subject: POST-TENSIONED FOUNDATION PLAN REVIEW MAGNOLIA-BRADY DEVELOPMENT 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA References: 1. Geotechnical Investigation, 1534 Magnolia Avenue, Carlsbad, California, prepared by Geocon Incorporated, dated January 17, 2017 (Project No. G2192-52-01). 2. Post-Tensioned Foundation Plans for: Magnolia SFD [Lots I Through 71, Carlsbad, California, prepared by PTDU, Inc., dated May 8, 2019, revised September 4, 2019 (Job No. 3127). Dear Mr. Ashton: In accordance with your request, we reviewed the referenced post-tensioned foundation plans for the proposed Magnolia-Brady residential development in the City of Carlsbad, California. Based on our review of the referenced plans and the information contained within the referenced geotechnical report, we opine the post-tensioned foundation plans and details have been prepared in substantial conformance with the recommendations presented in the referenced geotechnical report. The referenced plans should include a reference to our finalized report for the project, dated January 17, 2019. Additionally, we understand that the foundation engineer has opted not to use reinforcing steel at the bottom of perimeter footings or interior stiffener beams, as we provided as an option in our referenced report. We limited our review to geotechnical aspects of project development and the review did not include other details on the referenced plans. Geocon Incorporated has no opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of site development. 6960 Flanders Drive N San Diego, California 92121-2974 • Telephone 858.558.6900 0 Fax 858.558.6159 Matt PE 84154 MRL:SFW:dmc (e-mail) Addressee /cu. &— Shawn Foy Weedon GE 271A If you have any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Geocon Project No. G1966-52-01 -2- September 10, 2019 Revised October 2, 2019 i3\O HETHERINGTON ENGINEERING, INC. SOIL. & FOUNDATION ENGINLEHING • ENGINEERING GEOLOGY • HYDROGEOLOGY April 18, 2019 Project No. 8769.1 Log No. 20412 City of Carlsbad Community & Economic Development 1635 Faraday Avenue Carlsbad, California 92008 Attention: Ms. Jennifer Horodyski, T. E. Subject: THIRD-PARTY GEOTEcHNIcAL REVIEW (SECOND) .C1VED Proposed 7-Lot Residential Development 1534 Magnolia Avenue MAY 212019 Carlsbad, California CITY OF CARLSBAD Project ID: CT 2018-0003, GR2018-0047, ROW 2018-0828 BUILDING DIVISION References: Attached Dear Ms. Horodyski: In accordance with your request, Hetherington Engineering, Inc. has provided third-party geotechnical review of Reference 5. _ priorcomments and As noted by the Geotechnical Consultant, the precise grading, structural and improvements plans should be reviewed by the Geotechnical Consultant when available. Observation and testing by the Geotechnical Consultant during grading and construction should be required to verify anticipated conditions or to revise the geotechnical recommendations as considered necessary. A final geotechnical report of grading and construction should be required. The opportunity to be of service is sincerely appreciated, if you have any questions regarding this report, please contact this office at your convenience. Sincerely, HETHERIQRT NENGINEERING, INC. FE S Civil Engineer 30 (88 (/'f No 397 Geotechnical Engi ' nee, Date (expires 3/31(20) *\ Distribution: 1-via e-mail A. Bogseth ssiona1 Geologist 3772 fled Engineering Geologist BO fled Hydrogeologist 591 E.G. 1153 res 3/31/20) Exp. _________ * carlsbadca.gov) 5365 Avenida FEncirias, Suite A • Carlsbad, CA 92008.4369 • (760) 931.1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 Fax (760) 931-0545 www.hetheringtonengineering.com REFERENCES 1,. "Geotechnical Invesligation. 1534 Magnolia Avenue, Carlsbad, California", by Geocon, Inc, dated Jan 17,2018. 2 "Gradmg Plans for Magnolia - Biady". by Civil Landwoiks, plot date November 171 2018, (3-Sheets). 3. "Improvement Plans For Brady Circle and 1'4agno1ia venue'.',. by Civil Landworks, undated (3-Sheets) 4 "1 hit d-Party Geotechrncal Review (First), Pioposed 7-Lot Residential Development, 1534 Magnolia Avenue, Carlsbad, California, Project 11j: D CT 2018-0032 OR 2018-0047, ROW 2018-0828", by Hetherrngton Engineering, mc, dated December 119, 201 .9. 5 "Response to City Comments - Grading Plans, 1534 Magnolia Avenue, Calnornia, California", by Geocon, Inc , dated February 6 2019 Project NO. 8769.1 Log No. 20412 HETHERINGTON ENGINEERING, II!C. R !? 9 fl't vl MAY 212019 CITY OF CARLSBAD BUILDING DIVISION GEOTECHNICAL INVESTIGATION 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PREPARED FOR ASTHON 3, LLC RANCHO MISSION VIEJO, CALIFORNIA JANUARY 17, 2018 PROJECT NO. G2192-52-01 GEOCON INCORPORATED GEOTECHNICAL I ENVIRONMENTAL. MATERIALS V Project No. G2192-52-01 January 17, 2018 Ashton 3, LLC 5 Hoya Street Rancho Mission Viejo, California 92694 Attention: Mr. Taylor Ashton Subject: GEOTECHNICAL INVESTIGATION 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA Dear Mr. Ashton: In accordance with your request, we performed this geotechnical investigation for the proposed 7-lot residential development in Carlsbad, California. The accompanying report presents the results of our study and our conclusions and recommendations regarding the geotechnical aspects of project development. The results of our study indicate that the site can be developed as planned, provided the recommendations of this report are followed. Should you have questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Matt RCE 84154 Ahawn lWeedo-n' GE 2714 00 EG 1524 (7 JOHN HOOBS No. 11524 0 CERTIFIED •• * ENGINEERING * GEOLOGIST CA MRL:SFW:JH:dmc (e-mail) Addressee (3) Mr. Robert C. Ladwig 6960 Flanders Drive 0 Son Diego, California 92121.2974 0 Telephone 858.558.6900 I Fox 858.558.6159 TABLE OF CONTENTS PURPOSE AND SCOPE .1 SITE AND PROJECT DESCRIPTION ........................................................................................... 1 GEOLOGIC SETTING....................................................................................................................2 SOIL AND GEOLOGIC CONDITIONS ........................................................................................2 4.1 Undocumented Fill (Qudf) ....................................................................................................2 4.2 Old Paralic Deposits (Qop)....................................................................................................2 GROUNDWATER ........................................................................................................................... 3 GEOLOGIC HAZARDS .................................................................................................................3 6.1 Faulting and Seismicity.........................................................................................................3 6.2 Ground Rupture.....................................................................................................................5 6.3 Liquefaction...........................................................................................................................5 6.4 Seiches and Tsunamis............................................................................................................6 6.5 Landslides..............................................................................................................................6 CONCLUSIONS AND RECOMMENDATIONS...........................................................................7 7.1 General...................................................................................................................................7 7.2 Excavation and Soil Characteristics......................................................................................8 7.3 Grading..................................................................................................................................9 7.4 Temporary Excavations ........................................................................................................ 10 7.5 Seismic Design Criteria.......................................................................................................10 7.6 Shallow Foundations...........................................................................................................12 7.7 Concrete Slabs-on-Grade ..................................................................................................... 13 7.8 Post-Tensioned Foundation System Recommendations......................................................14 7.9 Concrete Flatwork...............................................................................................................16 7.10 Retaining Walls...................................................................................................................17 7.11 Lateral Loading....................................................................................................................18 7.12 Preliminary Pavement Recommendations...........................................................................19 7.13 Site Drainage and Moisture Protection................................................................................22 7.14 Grading, Improvement and Foundation Plan Review..........................................................22 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figure 3, Wall/Column Footing Dimension Detail Figure 4, Typical Retaining Wall Drain Detail APPENDIX A FIELD INVESTIGATION Figures A-i - A-9, Exploratory Trench Logs TABLE OF CONTENTS (Concluded) LABORATORY TESTING Table B-I, Summary of Laboratory Maximum Density and Optimum Moisture Content Results Table B-Il, Summary of Laboratory Direct Shear Results Table B-Ill, Summary of Laboratory Expansion Index Test Results Table B-IV, Summary of Laboratory Water-Soluble Sulfate Test Results Table B-V, Summary of Laboratory Resistance Value (R-Value) Test Results Figure B-i, Gradation Curves APPENDIX C STORM WATER MANAGEMENT INVESTIGATION APPENDIX D RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of our geotechnical investigation for the proposed residential development located at 1534 Magnolia Avenue in the City of Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this geotechnical investigation is to evaluate the surface and subsurface soil conditions, general site geology, and to identify geotechnical constraints that may impact the planned improvements to the property. In addition, this report provides recommendations for the 2016 CBC seismic design criteria, grading, pavement, shallow foundations, concrete slabs-on-grade, concrete flatwork, retaining walls, lateral loads, and storm water best management practices (BMP) recommendations; and discussions regarding the local geologic hazards including faulting and seismic shaking. This report is limited to the area proposed for the construction of the new development and associated improvements as shown on the Geologic Map, Figure 2. We used the preliminary grading plan prepared by Civil Landworks (2018) as the base for the Geologic Map. The scope of this investigation included reviewing readily available published and unpublished geologic literature (see List of References); performing engineering analyses; and preparing of this report. We also advanced 9 exploratory trenches to a maximum depth of about 12 feet, performed percolation/infiltration testing, sampled soil and performed laboratory testing. Appendix A presents the exploratory trench logs and details of the field investigation. The details of the laboratory tests and a summary of the test results are shown in Appendix B and on the trench logs in Appendix A. Appendix C presents a summary of our storm water management investigation. 2. SITE AND PROJECT DESCRIPTION The site is located at the northeast corner of Magnolia Avenue and Brady Circle and can be accessed from both streets. A residential structure exists in the northeast corner of the site. The remainder of property is covered with seasonal grasses and shrubs and appears to have remained undeveloped for at least the last 50 years. The property is relatively flat and gently descends to the southwest at elevations of about 150 to 160 feet above mean sea level (MSL). We understand the planned development includes constructing 7 residential lots with associated utilities, driveways, storm water basins and landscaping. Access to the lots will be from Brady Circle. Maximum cut and fill depths are on the order of 2 feet across the site and up to 5 feet for the proposed biofiltration basins. We expect the proposed structures would likely be supported on conventional shallow or post-tensioned foundation systems founded in properly compacted fill. Project No. G2192-52-01 - 1 - January 17, 2018 Individual lot storm water management devices will be constructed on the property and will likely be extended into the Old Paralic Deposits materials. 3. GEOLOGIC SETTING The site is located in the western portion of the coastal plain within the southern portion of the Peninsular Ranges Geomorphic Province of southern California. The Peninsular Ranges is a geologic and geomorphic province that extends from the Imperial Valley to the Pacific Ocean and from the Transverse Ranges to the north and into Baja California to the south. The coastal plain of San Diego County is underlain by a thick sequence of relatively undisturbed and non-conformable sedimentary rocks that thicken to the west and range in age from Upper Cretaceous through the Pleistocene with intermittent deposition. The sedimentary units are deposited on bedrock Cretaceous to Jurassic age igneous and metavolcanic rocks. Geomorphically, the coastal plain is characterized by a series of twenty-one, stair-stepped marine terraces (younger to the west) that have been dissected by west flowing rivers. The coastal plain is a relatively stable block that is dissected by relatively few faults consisting of the potentially active La Nacion Fault Zone and the active Rose Canyon Fault Zone. The Peninsular Ranges Province is also dissected by the Elsinore Fault Zone that is associated with and sub-parallel to the San Andreas Fault Zone, which is the plate boundary between the Pacific and North American Plates. 4. SOIL AND GEOLOGIC CONDITIONS We encountered undocumented fill (Qudf) associated with the existing development overlying Old Paralic Deposits (Qop). The trench logs (Appendix A) and the Geologic Map (Figure 2), show the approximate occurrence, distribution, and description of each unit encountered during our field investigation. The surficial soil and geologic units are described herein in order of increasing age. 4.1 Undocumented Fill (Qudf) We encountered undocumented fill in all of our exploratory trenches that varied in thickness between V2 and 3 feet. The fill generally consists of loose, dry to damp, light brown to reddish brown, silty sand and possess a "very low" to "low" expansion potential (expansion index of 50 or less). These materials are unsuitable in their present condition, and will require remedial grading in the areas of the proposed improvements. 4.2 Old Paralic Deposits (Qop) The Quaternary-age Old Paralic Deposits exist below the undocumented fill across the site. These deposits generally consist of medium dense to dense, light to dark reddish brown and olive brown, silty to clayey, fine to medium sand and stiff, olive brown, sandy clay. The Old Paralic Deposits typically possess a "very low" to "medium" expansion potential (expansion index of 90 or less) and a Project No. G2192-52-01 -2- January 17, 2018 "SO" sulfate class. The Old Paralic Deposits are considered acceptable to support the planned fill and foundation loads for the development. 5. GROUNDWATER We did not encountered groundwater during our field investigation to the maximum depth explored of 12 feet. We expect groundwater is present at depths of greater than 50 feet. We do not expect groundwater to significantly impact project development as presently proposed. It is not uncommon for groundwater or seepage conditions to develop where none previously existed. Groundwater and seepage is dependent on seasonal precipitation, irrigation, land use, among other factors, and varies as a result. Proper surface drainage will be important to future performance of the project. 6. GEOLOGIC HAZARDS 6.1 Faulting and Seismicity Based on our site investigation and a review of published geologic maps and reports, the site is not located on known active, potentially active or inactive fault traces as defined by the California Geological Survey (CGS). The CGS considers a fault seismically active when evidence suggests seismic activity within roughly the last 11,000 years. According to the computer program EZ-FRISK (Version 7.65), 10 known active faults are located within a search radius of 50 miles from the property. We used the 2008 USGS fault database that provides several models and combinations of fault data to evaluate the fault information. The Rose Canyon Fault zone and the Newport-Inglewood Fault are the closest known active faults, located approximately 7 miles west of the site. Earthquakes that might occur on the Newport-Inglewood or Rose Canyon Fault Zones or other faults within the southern California and northern Baja California area are potential generators of significant ground motion at the site. The estimated deterministic maximum earthquake magnitude and peak ground acceleration for the Newport-Inglewood Fault are 7.5 and 0.36g, respectively. Table 6.1.1 lists the estimated maximum earthquake magnitude and peak ground acceleration for the most dominant faults in relationship to the site location. We calculated peak ground acceleration (PGA) using Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 acceleration-attenuation relationships. Project No. G2192-52-01 -3- January 17, 2018 TABLE 6.1.1 DETERMINISTIC SPECTRA SITE PARAMETERS Fault Name Distance from Site (miles) Maximum Earthquake Magnitude (Mw) Peak Ground Acceleration Boore- Atkinson 2008 (g) Campbell- Bozorgnia 2008 (g) Chiou- Youngs 2007(g) Newport-Inglewood 7 7.50 0.30 0.29 0.36 Rose Canyon 7 6.90 0.26 0.28 0.30 Coronado Bank 21 7.40 0.15 0.11 0.13 Palos Verdes Connected 21 7.70 0.17 0.12 0.15 Elsinore 22 7.85 0.17 0.12 0.16 Palos Verdes 35 7.30 0.10 0.07 0.07 San Joaquin Hills 35 7.10 0.09 0.09 0.07 Earthquake Valley 43 6.80 0.06 0.05 0.04 San Jacinto 47 7.88 0.10 0.07 0.09 Chino 47 6.80 0.06 0.04 0.03 We used the computer program EZ-FRISK to perform a probabilistic seismic hazard analysis. The computer program EZ-FRISK operates under the assumption that the occurrence rate of earthquakes on each mappable Quaternary fault is proportional to the faults slip rate. The program accounts for fault rupture length as a function of earthquake magnitude, and site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in the analysis. Table 6.1.2 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence. Project No. G2192-52-01 -4- January 17, 2018 TABLE 6.1.2 PROBABILISTIC SEISMIC HAZARD PARAMETERS Probability of Exceedence Peak Ground Acceleration Boore-Atkinson, 2008 (g) Campbell-Bozorgnia, 2008 (g) Chiou-Youngs, 2007 (g) 2% in a 50 Year Period 0.44 0.44 0.50 5% in a 50 Year Period 0.32 1 0.32 1 0.35 10% in a 50 Year Period 0.24 1 0.23 1 0.25 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including the frequency and duration of motion and the soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the 2016 California Building Code (CBC) guidelines currently adopted by the City of Carlsbad. The site could be subjected to moderate to severe ground shaking in the event of a major earthquake on any of the referenced faults or other faults in Southern California. With respect to seismic shaking, the site is considered comparable to the surrounding developed area. 6.2 Ground Rupture Ground surface rupture occurs when movement along a fault is sufficient to cause a gap or rupture where the upper edge of the fault zone intersects the earth surface. The potential for ground rupture is considered to be negligible due to the absence of active faults at the subject site. 6.3 Liquefaction Liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soil is cohesionless or silt/clay with low plasticity, groundwater is encountered within 50 feet of the surface, and soil relative densities are less than about 70 percent. If the four of the previous criteria are met, a seismic event could result in a rapid pore-water pressure increase from the earthquake-generated ground accelerations. Seismically induced settlement may occur whether the potential for liquefaction exists or not. The potential for liquefaction and seismically induced settlement occurring within the site soil is considered to be very low due to the age and dense nature of the Old Paralic Deposits and the lack of a permanent groundwater table within the upper 50 feet. Project No. 62192-52-01 -5- January 17, 2018 6.4 Seiches and Tsunamis Seiches are free or standing-wave oscillations of an enclosed water body that continue, pendulum fashion, after the original driving forces have dissipated. Seiches usually propagate in the direction of longest axis of the basin. The site located approximately 1 mile from Agua Hedonia Lagoon and is at a minimum elevation of approximately 150 feet above Mean Sea Level (MSL); therefore, the potential of seiches to occur is considered to be very low. A tsunami is a series of long-period waves generated in the ocean by a sudden displacement of large volumes of water. Causes of tsunamis may include underwater earthquakes, volcanic eruptions or offshore slope failures. the property is at an elevation of above 150 feet MSL and about 1 mile from the Pacific Ocean. Therefore, the potential for the site to be affected by a tsunami is negligible. 6.5 Landslides We did not observe evidence of ancient landslide deposits at the site during the geotechnical investigation. Based on observations during our field investigation, it is our opinion that landslides are not present at the subject property or at a location that could impact the proposed development. Project No. G2192-52-01 -6 - January 17, 2018 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 From a geotechnical engineering standpoint, we opine the site is suitable for the proposed residential development provided the recommendations presented herein are implemented in design and construction of the project. 7.1.2 With the exception of possible moderate to strong seismic shaking, we did not observe significant geologic hazards or know of them to exist on the site that would adversely affect the proposed project. 7.1.3 Our field investigation indicates the site is underlain by undocumented fill overlying Old Paralic Deposits. The undocumented fill is unsuitable in the present condition and will require remedial grading where improvements are planned as discussed herein. We should evaluate the actual extent of unsuitable soil removal in the field during the grading operations. 7.1.4 We did not encounter groundwater during our field investigation to the maximum depth explored of 12 feet. We anticipate that groundwater is present at depths greater than 50 feet. We do not expect groundwater to significantly impact project development as presently proposed. 7.1.5 The proposed development can be supported on conventional shallow or post-tensioned foundations bearing in compacted fill materials. 7.1.6 We performed a storm water management investigation to help evaluate the potential for infiltration on the property. Based on the infiltration rates measured during our field investigation, we opine full infiltration on the property should be considered infeasible. However, partial infiltration may be considered feasible within the Old Paralic Deposits as discussed in Appendix C. 7.1.7 Based on our review of the conceptual project plans, we opine the planned development can be constructed in accordance with our recommendations provided herein. We do not expect the planned development will destabilize or result in settlement of adjacent properties. Project No. G2192-52-01 - 7 - January 17, 2018 7.2 Excavation and Soil Characteristics 7.2.1 Excavation of the undocumented fill and Old Paralic Deposits should be possible with light to moderate effort using conventional heavy-duty grading equipment. 7.2.2 The soil encountered in the field investigation is considered to be "non-expansive" to "expansive" (expansion index [El] of 20 or less or greater than 20, respectively) as defined by 2016 California Building Code (CBC) Section 1803.5.3 based on our test results. Table 7.2 presents soil classifications based on the expansion index. We expect the existing site materials possess a "very low" to "low" expansion potential (expansion index of 50 or less) in accordance with ASTM D 4829. TABLE 7.2 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index 1) ASTM D 4829 Soil Expansion Classification 2016 CBC Expansion Classification 0-20 Very Low Non-Expansive 21-50 Low Expansive Very High 51-90 Medium 91-130 High Greater Than 130 7.2.3 We performed laboratory tests on soil samples to evaluate the water-soluble sulfate content (California Test No. 417) to generally evaluate the corrosion potential to structures in contact with soil. Results from the laboratory water-soluble sulfate content tests indicate that the materials at the locations tested possesses "SO" sulfate exposure to concrete structures as defined by 2016 CBC Section 1904 and ACI 318-11 Sections 4.2 and 4.3. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Appendix B presents the results of the laboratory tests. 7.2.4 Geocon Incorporated does not practice in the field of corrosion engineering; therefore, further evaluation by a corrosion engineer may be needed to incorporate the necessary precautions to avoid premature corrosion of underground pipes and buried metal in direct contact with the soils. Project No. G2192-52-01 -8- January 17, 2018 7.3 Grading 7.3.1 The grading operations should be performed in accordance with the attached Recommended Grading Specifications (Appendix D). Where the recommendations of this section conflict with Appendix D, the recommendations of this section take precedence. We should observe and test earthwork for proper compaction and moisture content. 7.3.2 A pre-construction meeting with the city inspector, owner, general contractor, civil engineer and geotechnical engineer should be held at the site prior to the beginning of grading and excavation operations. Special soil handling requirements can be discussed at that time, if necessary. 7.3.3 We should observe the earthwork operations and test the compacted fill. 7.3.4 Grading of the site should commence with the demolition of existing structures, removal of existing improvements, vegetation, and deleterious debris. Deleterious debris should be exported from the site and should not be mixed with the fill. Existing underground improvements within the proposed structure area that extend below the planned grading limits should be removed and properly backfllled. 7.3.5 The undocumented fill within the site boundaries should be removed to expose the underlying Old Paralic Deposits. We should evaluate the actual extent of unsuitable soil removals during the grading operations. Prior to fill soil being placed, the existing ground surface should be scarified, moisture conditioned as necessary, and compacted to a depth of at least 12 inches. 7.3.6 To reduce the potential for differential settlement of the compacted fill, the residential building pads with cut-fill transitions should be undercut at least 3 feet and replaced with properly compacted fill. In addition, cut pads that expose the Old Paralic Deposits should also be undercut at least 3 feet to facilitate future trenching and provide a more uniform finish grade soil condition. 7.3.7 The site should then be brought to final subgrade elevations with fill compacted in layers. In general, soil native to the site is suitable for use from a geotechnical engineering standpoint as fill if relatively free from vegetation, debris and other deleterious material. Layers of fill should be about 6 to 8 inches in loose thickness and no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content in accordance with Project No. G2192-52-01 -9- January 17, 2018 ASTM Test Procedure D 1557. Fill materials placed below optimum moisture content may require additional moisture conditioning prior to placing additional fill. The upper 12 inches of subgrade soil underlying pavement should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content shortly before paving operations. 7.3.8 Import fill (if necessary) should consist of granular materials with a "very low" to "low" expansion potential (El of 50 or less) free of deleterious material or stones larger than 3 inches and should be compacted as recommended above. Geocon Incorporated should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to determine its suitability as fill material. 7.4 Temporary Excavations 7.4.1 The recommendations included herein are provided for stable excavations. It is the responsibility of the contractor to provide a safe excavation during the construction of the proposed project. 7.4.2 Temporary excavations should be made in conformance with OSHA requirements. Undocumented fill should be considered a Type C soil in accordance with OSHA requirements. The Old Paralic Deposits and compacted fill materials can be considered a Type B soil (Type C soil if seepage or groundwater is encountered). In general, special shoring requirements will not be necessary if temporary excavations will be less than 4 feet in height and raveling of the excavations does not occur. Temporary excavations greater than 4 feet in height, however, should be sloped back at an appropriate inclination. These excavations should not be allowed to become saturated or to dry out. Surcharge loads should not be permitted to a distance equal to the height of the excavation from the top of the excavation. The top of the excavation should be a minimum of 15 feet from the edge of existing improvements. Excavations steeper than those recommended or closer than 15 feet from an existing surface improvement should be shored in accordance with applicable OSHA codes and regulations. Geocon can provide temporary shoring recommendations, if necessary. 7.5 Seismic Design Criteria 7.5.1 We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 7.5.1 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 second. The building structures and improvements should be Project No. G2192-52-01 _10- January 17, 2018 designed using a Site Class C. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. The values presented in Table 7.5.1 are for the risk-targeted maximum considered earthquake (MCE). TABLE 7.5.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class C Section 1613.3.2 NICER Ground Motion Spectral 1.127g Figure 1613.3.1(1) Response Acceleration - Class B (short), Ss NICER Ground Motion Spectral 0.433g Figure 1613.3.1(2) Response Acceleration - Class B (1 sec), Si Site Coefficient, FA 1.000 Table 1613.3.3(1) Site Coefficient, Fv 1.367 Table 1613.3.3(2) Site Class Modified NICER Spectral 1. 127g Section 16 13.3.3 (Eqn 16-37) Response Acceleration (short), SMS Site Class Modified NICER Spectral 0.592g Section 1613.3.3 (Eqn 16-38) Response Acceleration (1 sec), SMI 5% Damped Design Spectral 0.751g Section 1613.3.4 (Eqn 16-39) Response Acceleration (short), SDS 5% Damped Design Spectral 0.395g Section 1613.3.4 (Eqn 1640) Response Acceleration (1 sec), SDI I 7.5.2 Table 7.5.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCEG). TABLE 7.5.2 2016 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCE0 Peak Ground Acceleration, PGA 0.443g Figure 22-7 Site Coefficient, FPGA 1.000 Table 11.8-1 Site Class Modified MCE0 Peak Ground Acceleration, PGAM 0.443g Section 11.8.3 (Eqn 11.8-1) 7.5.3 Conformance to the criteria in Tables 7.5.1 and 7.5.2 for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. Project No. G2192-52-01 - 11 - January 17, 2018 7.6 Shallow Foundations 7.6.1 The foundation recommendations herein are for the proposed residential structures founded in compacted fill. Foundations for the structure should consist of continuous strip footings and/or isolated spread footings. Continuous footings should be at least 18 inches wide and extend at least 18 inches below lowest adjacent pad grade. Isolated spread footings should have a minimum width of 24 inches and should extend at least 18 inches below lowest adjacent pad grade. Figure 3 presents a footing dimension detail depicting the depth to lowest adjacent grade. 7.6.2 Steel reinforcement for continuous footings should consist of at least four No. 4 steel reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. The minimum reinforcement recommended herein is based on soil characteristics only (expansion index of 50 or less) and is not intended to replace reinforcement required for structural considerations. 7.6.3 The recommended allowable bearing capacity for foundations with minimum dimensions described herein and bearing in properly compacted fill is 2,000 pounds per square foot (psf). The values presented herein are for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 7.6.4 Total and differential settlement of the building founded on compacted fill materials is expected to be less than 1,4-inch for 6-foot footings. 7.6.5 Where buildings or other improvements are planned near the top of a slope 3:1 (horizontal to vertical) or steeper, special foundation and/or design considerations are recommended due to the tendency for lateral soil movement to occur. Footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. Although other improvements, which are relatively rigid or brittle, such as concrete flatwork or masonry walls, may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which would permit some lateral soil movement without causing extensive distress. Geocon Incorporated should be consulted for specific recommendations. 7.6.6 We should observe the foundation excavations prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are similar to those expected and that Project No. G2192-52-01 -12- January 17, 2018 they have been extended to the appropriate bearing strata. Foundation modifications may be required if unexpected soil conditions are encountered. 7.6.7 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 7.7 Concrete Slabs-on-Grade 7.7.1 Concrete slabs-on-grade for the structures should be at least 4 inches thick and reinforced with No. 3 steel reinforcing bars at 24 inches on center in both horizontal directions. 7.7.2 Slabs that may receive moisture-sensitive floor coverings or may be used to store moisture- sensitive materials should be underlain by a vapor retarder. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACI 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer's recommendations and ASTM requirements and installed in a manner that prevents puncture. The vapor retarder used should be specified by the project architect or developer based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. 7.7.3 The bedding sand thickness should be determined by the project foundation engineer, architect, and/or developer. However, we should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. It is common to see 3 to 4 inches of sand below the concrete slab-on-grade for 5-inch thick slabs in the southern California area. The foundation design engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. We suggest that the foundation design engineer present the concrete mix design and proper curing methods on the foundation plans. It is critical that the foundation contractor understands and follows the recommendations presented on the foundation plans. 7.7.4 Concrete slabs should be provided with adequate crack-control joints, construction joints and/or expansion joints to reduce unsightly shrinkage cracking. The design of joints should consider criteria of the American Concrete Institute (AC!) when establishing crack-control spacing. Crack-control joints should be spaced at intervals no greater than 12 teet. Additional steel reinforcing, concrete admixtures and/or closer crack control joint spacing should be considered where concrete-exposed finished floors are planned. Project No. G2192-52-01 -13 - January 17, 2018 7.7.5 The concrete slab-on-grade recommendations are based on soil support characteristics only. The project structural engineer should evaluate the structural requirements of the concrete slabs for supporting vehicle, equipment and storage loads. 7.7.6 The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations as a result of differential movement. However, even with the incorporation of the recommendations presented herein, foundations and slabs-on-grade will still exhibit some cracking. The occurrence of concrete shrinkage cracks is independent of the soil supporting characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of crack-control joints and proper concrete placement and curing. Literature provided by the Portland Cement Association (PCA) and American Concrete Institute (ACI) present recommendations for proper concrete mix, construction, and curing practices, and should be incorporated into project construction. 78 Post-Tensioned Foundation System Recommendations 7.8.1 As an alternative to the conventional foundation recommendations, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post- Tensioning Institute (PT!) DC 10.5-12 Standard Requirements for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive Soils or WRJ/CRSI Design of Slab-on-Ground Foundations, as required by the 2016 California Building Code (CBC Section 1808.6.2). Although this procedure was developed for expansive soil conditions, it can also be used to reduce the potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented in Table 7.8. The parameters presented in Table 7.8 are based on the guidelines presented in the PT! DC 10.5 design manual. TABLE 7.8 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (P11) DC10.5 Design Parameters Value Thornthwaite Index -20 Equilibrium Suction 3.9 Edge Lift Moisture Variation Distance, em (feet) 5.3 Edge Lift, yM(rncheS) 0.61 Center Lift Moisture Variation Distance, em (feet) 9.0 Center Lift, YM (inches) 0.30 Project No. G2192-52-01 -14 - January 17, 2018 7.8.2 Post-tensioned foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psi) (dead plus live load). This bearing pressure may be increased by .one-third for transient loads due to wind or seismic forces. The estimated maximum total and differential settlement for the planned structures due to foundation loads is '/2 inch. 7.8.3 The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. 7.8.4 Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. 7.8.5 Consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. 7.8.6 If the structural engineer proposes a post-tensioned foundation design method other than PTI, DC 10.5: The deflection criteria presented in Table 7.8 are still applicable. The width of the perimeter foundations should be at least 12 inches. The perimeter footing embedment depths should be at least 18 inches. The embedment depths should be measured from the lowest adjacent pad grade. 7.8.7 Our experience indicates post-tensioned slabs may be susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. 7.8.8 During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints form between the Project No. G2192-52-01 _15- January 17, 2018 footings/grade beams and the slab during the construction of the post-tension foundation system unless designed by the structural engineer. 7.8.9 Special subgrade presaturation is not deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soil should be moisturized to maintain a moist condition as would be expected in any such concrete placement. The slab underlayment should be the same as previously discussed. 7.9 Concrete Flatwork 7.9.1 Exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance with the recommendations herein. Slab panels should be a minimum of 4 inches thick and, when in excess of 8 feet square, should be reinforced with 6 x 6 - W2.9/W2.9 (6 x 6 - 6/6) welded wire mesh or No. 3 reinforcing bars spaced at least 18 inches center-to-center in both directions to reduce the potential for cracking. In addition, concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACT) should be taken into consideration when establishing crack control spacing. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading section prior to concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be checked prior to placing concrete. 7.9.2 Even with the incorporation of the recommendations within this report, the exterior concrete flatwork has a likelihood of experiencing some uplift due to expansive soil beneath grade; therefore, the steel reinforcement should overlap continuously in flatwork to reduce the potential for vertical offsets within flatwork. Additionally, flatwork should be structurally connected to the curbs, where possible, to reduce the potential for offsets between the curbs and the flatwork. 7.9.3 Where exterior flatwork abuts the structure at entrant or exit points, the exterior slab should be dowelled into the structure's foundation stemwall. This recommendation is intended to reduce the potential for differential elevations that could result from differential settlement or minor heave of the flatwork. Dowelling details should be designed by the project structural engineer. Project No. G2192-52-01 -16- January 17, 2018 7.10 Retaining Walls 7.10.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2H: IV, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an expansion index of 50 or less. 7.10.2 Unrestrained walls are those that are allowed to rotate more than 0.001H (where H equals the height of the retaining portion of the wall) at the top of the wall. Where walls are restrained from movement at the top (at-rest condition), an additional uniform pressure of 7H psf should be added to the active soil pressure for walls 8 feet or less. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added. 7.10.3 The structural engineer should determine the seismic design category for the project. If the project possesses a seismic design category of D, E, or F, the proposed retaining walls should be designed with seismic lateral pressure. A seismic load of 16H psf should be used for design of walls that support more than 6 feet of backfill in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. We used the peak site acceleration, PGAM, of 0.443g calculated from ASCE 7-10 Section 11.8.3. 7.10.4 The retaining walls may be designed using either the active and restrained (at-rest) loading condition or the active and seismic loading condition as suggested by the structural engineer. Typically, it appears the design of the restrained condition for retaining wall loading may be adequate for the seismic design of the retaining walls. However, the active earth pressure combined with the seismic design load should be reviewed and also considered in the design of the retaining walls. 7.10.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The recommendations herein assume a properly compacted free- draining backfill material (El of 50 or less) with no hydrostatic forces or imposed surcharge load. Figure 4 presents a typical retaining wall drain detail. If conditions different than Project No. G2192-52-01 -17- January 17, 2018 those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.10.6 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time, Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 7.10.7 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, retaining wall foundations should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. 7.10.8 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The retaining walls and improvements above the retaining walls should be designed to incorporate an appropriate amount of lateral deflection as determined by the structural engineer. 7.10.9 The recommendations presented herein are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls (such as mechanically stabilized earth [MSE] walls, soil nail walls, or soldier pile walls) are planned, Geocon Incorporated should be consulted for additional recommendations. 7.11 Lateral Loading 7.11.1 To resist lateral loads, a passive pressure exerted by an equivalent fluid weight of 350 pounds per cubic foot (pcf) should be used for the design of footings or shear keys poured neat in compacted fill. The passive pressure assumes a horizontal surface extending at least 5 feet, or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in design for passive resistance. Project No. G2192-52-01 -18- January 17, 2018 7.11.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of 0.35 should be used for design. The friction coefficient may be reduced to 0.2 to 0.25 depending on the vapor barrier or waterproofing material used for construction in accordance with the manufacturer's recommendations 7.11.3 The passive and frictional resistant loads can be combined for design purposes. The lateral passive pressures may be increased by one-third when considering transient loads due to wind or seismic forces. 7.12 Preliminary Pavement Recommendations 7.12.1 We calculated the flexible pavement sections in general conformance with the Caltrans Method of Flexible Pavement Design (Highway Design Manual, Section 608.4) using an estimated Traffic Index (TI) of 5.0 and 6.0 for local and collector streets, respectively. The project civil engineer and owner should review the pavement designations to determine appropriate locations for pavement thickness. The final pavement sections for the parking lot should be based on the R-Value of the subgrade soil encountered at final subgrade elevation. Based on the results of our R-Value testing of the subgrade soils, we assumed an R-Value of 44 and 78 for the subgrade soil and base materials, respectively, for the purposes of this preliminary analysis. Table 7.12.1 presents the preliminary flexible pavement sections. TABLE 7.12.1 PRELIMINARY FLEXIBLE PAVEMENT SECTION Assumed Asphalt Class 2 Location Assumed Subgrade Concrete* Aggregate Traffic Index R-Value (inches) Base* (inches) Local Street 5.0 44 4 4 Collector Street 6.0 44 1 4 6 *per City of Carlsbad Engineering Standards (2016) 7.12.2 The subgrade soils for pavement areas should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above the optimum moisture content. The depth of subgrade compaction should be approximately 12 inches. 7.12.3 Class 2 aggregate base should conform to Section 26-1-02B of the Standard Specifications for The State of California Department of Transportation (Caltrans) and should be compacted to a minimum of 95 percent of the maximum dry density at near optimum Project No. G2192-52-01 -19- January 17,2018 moisture content. The asphalt concrete should conform to Section 203-6 of the Standard Spec jflcations for Public Works Construction (Greenbook). 7.12.4 The base thickness can be reduced if a reinforcement geogrid is used during the installation of the pavement. Geocon should be contact for additional recommendations, if requested. 7.12.5 A rigid Portland cement concrete (PCC) pavement section should be placed in driveway entrance aprons. We calculated the rigid pavement section in general conformance with the procedure recommended by the American Concrete Institute report AC! 330R-08 Guide for Design and Construction of Concrete Parking Lots using the parameters presented in Table 7.12.2. TABLE 7.12.2 RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus of subgrade reaction, k 100 pci Modulus of rupture for concrete, MR 500 psi Traffic Category, IC A and C Average daily truck traffic, ADTF 1 and 100 7.12.6 Based on the criteria presented herein, the PCC pavement sections should have a minimum thickness as presented in Table 7.12.3. TABLE 7.12.3 RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Driveways/Automobile Parking Areas (TC=A) 5.0 Heavy Truck and Fire Lane Areas (TC=C) 7.0 7.12.7 The PCC pavement should be placed over subgrade soil that is compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. This pavement section is based on a minimum concrete compressive strength of approximately 3,000 psi (pounds per square inch). 7.12.8 A thickened edge or integral curb should be constructed on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a Project No. G2192-52-01 -20- January 17, 2018 minimum thickness of 2 inches, whichever results in a thicker edge, and taper back to the recommended slab thickness 4 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). Reinforcing steel will not be necessary within the concrete for geotechnical purposes with the possible exception of dowels at construction joints as discussed herein. 7.12.9 To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 12.5 feet for the 5-inch and 15 feet for 6-inch or thicker slabs and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced ACT report. The depth of the crack-control joints should be at least 1/4 of the slab thickness when using a conventional saw, or at least 1 inch when using early-entry saws on slabs 9 inches or less in thickness, as determined by the referenced AC! report discussed in the pavement section herein. Cuts at least '/ inch wide are required for sealed joints, and a % inch wide cut is commonly recommended. A narrow joint width of 1/10 to 1/8 inch-wide is common for unsealed joints. 7.12.10 To provide load transfer between adjacent pavement slab sections, a butt-type construction joint should be constructed. The butt-type joint should be thickened by at least 20 percent at the edge and taper back at least 4 feet from the face of the slab. As an alternative to the butt-type construction joint, dowelling can be used between construction joints for pavements of 7 inches or thicker. As discussed in the referenced ACT guide, dowels should consist of smooth, 1-inch-diameter reinforcing steel 14 inches long embedded a minimum of 6 inches into the slab on either side of the construction joint. Dowels should be located at the midpoint of the slab, spaced at 12 inches on center and lubricated to allow joint movement while still transferring loads. In addition, tie bars should be installed at the as recommended in Section 3.8.3 of the referenced AC! guide. The structural engineer should provide other alternative recommendations for load transfer. 7.12.11 Concrete curb/gutter should be placed on soil subgrade compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content. Cross-gutters should be placed on subgrade soil compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. Base materials should not be placed below the curb/gutter, cross-gutters, or sidewalk so water is not able to migrate from the adjacent parkways to the pavement sections. Where flatwork is located directly adjacent to the curb/gutter, the Project No. G2192-52-01 -21 - January 17, 2018 concrete flatwork should be structurally connected to the curbs to help reduce the potential for offsets between the curbs and the flatwork. 7.13 Site Drainage and Moisture Protection 7.13.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2016 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. Appendix C presents the results of the storm water management investigation. 7.13.2 The performance of pavements is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. If planter islands are proposed, the perimeter curb should extend at least 12 inches below proposed subgrade elevations. In addition, the surface drainage within the planter should be such that ponding will not occur. 7.13.3 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. 7.13.4 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. Area drains to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes can be used. In addition, where landscaping is planned adjacent to the pavement, construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material should be considered. 7.14 Grading, Improvement and Foundation Plan Review 7.14.1 Geocon Incorporated should review the final grading, improvement and foundation plans prior to finalization to check their compliance with the recommendations of this report and evaluate the need for additional comments, recommendations, and/or analyses. Project No. G2192-52-01 -22 - January 17, 2018 LIMITATIONS AND UNIFORMITY OF CONDITIONS The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. G2192-52-0I January 17, 2018 VICINITY MAP 1534 MAGNOLIA AVENUE CARSBAD, CALIFORNIA 0' 60' 720' SCALE 7= 60' (On 77x17) GEOCON LEGEND iw w s _F TjJ Qudf....UNDOCUMENTED FIUL A Qop OLD PARALIC DEPOSITS (p.2) APPROX. LOCATION OF PERCOLATION TEST APPROX. THICKNESS OF UNDOCUMENTED FILL ThESEHORAPHOAS. ItFOHNATHS1NAOEAVALASEFORDSPIAYWASFROVOEONV5000LE000Th. SUBJECT TSR LCENSNSUBHEEAENT.Ot EIPONOATEHI SPAR UJfl1RATI!PURPASEHCItY ITS NOT NTAPIOSDFARCLENTSIJ300RRSPIaNOBHAI.LICTNENHPRHAUCEONYQENT.O.ENT SHALL ICEUBIFY. BEFRASNIS HOlD ANOHESSAEOCHN FRCMAIWLHSLITV I1CUSMAHASIAT OPASHASUHOLPABJUBYSUENT. GEOCON INCORPORATED OEOTECMNEAL• ENVIRONMENTALU MATERIALS 696ORANS DRIVE $ANDO,CAtFOSNSfl121297A PS858569ARAXB5855&6159 PROJECT NO. G2192-52-01 FIGURE 2 GEOLOGIC MAP 17 - 2018 CONCRETE SLAB 4 44. a 4 SAND AND VAPOR / PAD GRADE RETARDER IN—' :. . ACCORDANCE WITH ACI 00 q 2 :4 j .::.. LL FOOTING WIDTH SAND AND VAPOR RETARDERIN ACCORDANCE WITH Ad LL FOOTING WIDTH 4. 4 ...... !. 4 a q *....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE I WALL / COLUMN FOOTING DIMENSION DETAIL I GEOCON INCORPORATED (I ®R GEOTECHNICAL• ENVIRONMENTAL. MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML! CW DSK/GTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01-17-2018 PROJECTNO.G2192-52-01 FIG.3 Plotted:01/1612018 4:08PM I 5y:JONATHAN WILKINS I File .ocatlen:YPROJECTSG2192-5201 1534 Magnolia Ave\DETAlLSWaICokjmn Footing Dleienalon Detail (COLFOOT2).dwg CONCRETE BROWDITCH 1 RETAINING WALL [GROUND SURFACE PROPOSED BACKFILL ,'""-........TEMPORARY BACKCUT WATER PROOFING PER ARCHITECT PER 2/3H .1 - .. 4 MIRAFI 140N FILTER FABRIC (OR EQUIVALENT) OPEN GRADED — (-•.. ! 1" MAX. AGGREGATE GROUND SURFACE 4" DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET 12" CONCRETE CONCRETE L BROWDITCH GROUND SURFACE RETAINING WALL WALL ,/GROUND SURFACE BROWDITCH 1RETAINING ___________________ WATER PROOFING WATER PROOFING I - _-"PERARCHrrECT - —"PERARCHrrECT I DRAINAGE PANEL I - — (MIRADRAIN 6000 - I OR EQUIVALENT) 2/3 H 2/3 H DRAINAGE PANEL - .- 12" -j - (MIRADRAIN 6000 3/4" CRUSHED ROCK OR EQUIVALENT) (1 CU.FTJFT.) - - FILTER FABRIC 4 DIA. SCHEDULE 40 PROPOSED ENVELOPE PROPOSED morl", PERFORATED PVC PIPE MIRAFI 140N OR GRADE\ OR TOTAL DRAIN EQUIVALENT EXTENDED TO I FOOTING 4" DIA. SCHEDULE 40 I FOOTING APPROVED OUTLET PERFORATED PVC PIPE I OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NOTE: DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING NO SCALE I TYPICAL RETAINING WALL DRAIN DETAIL I GEOCON INCORPORATED (low) GEOTECHNICALU ENVIRONMENTAL MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML! CW DSK/GTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01 - 17- 2018 1 PROJECT NO.G2192 -52-01 1 FIG. 4 Pbtted:01/16/2016 4:07PM I By:JONAThAN WILKINS I File Locatlen:Y:PROJECTS\G2192-52-01 1534 Magnolle AveDETAILS\TypleaI Retaleleg Wall Draleage Detail (RWDD7A).dwg APPENDIX APPENDIX A FIELD INVESTIGATION We performed our field investigation on September 27, 2017, that consisted of a visual site reconnaissance, excavating 9 exploratory trenches using a rubber-tire backhoe and conducting 2 infiltration tests. The approximate locations of the trenches and infiltration tests are shown on the Geologic Map, Figure 2. As trenching proceeded, we logged and sampled the soil and geologic conditions encountered. Trench logs and an explanation of the geologic units encountered are presented on figures following the text in this appendix. We located the trenches in the field using existing reference points. Therefore, actual exploration locations may deviate slightly. We visually classified and logged the soil encountered in the excavations in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual Manual Procedure D 2488). Project No. 62192-52-01 January 17,2018 PROJECT NO. G2192-52-01 TRENCH T I DEPTH < SOIL I- Z Q) IN SAMPLE NO. _.j z CLASS ELEV. (MSL.) DATE COMPLETED 09-27-2017 FEET x uj EQUIPMENT BACKHOE W12 BUCKET BY: K HMSE a. MATERIAL DESCRIPTION 0 - SM UNDOCUMENTED FILL (Qudi) Loose, dry Silty, fine to medium SAND: some roots - SM OLD PARALIC DEPOSITS (Qop24) 2 - :j1:.: Medium dense, damp, light reddish brown, Silty, fine to medium SAND TI-1 4 - CL Dense, moist, olive-brown, fine Sandy, CLAY; iron staining -. - - - - SC - ---------------------------------- Medium dense, moist, reddish brown to olive brown, Clayey, line to medium 6 - ./::.. SAND; iron staining Ti-2 8 . ______ - -Becomes denser TRENCH TERMINATED AT 9 FEET No groundwater encountered Figure A-I, Log of Trench T 1, Page 1 of I SAMPLE SYMBOLS • ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 IX TRENCH - DEPTH < SOIL 1 Z U) FEET SAEIN ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 :i 0 Uim 20 EQUIPMENT BACKHOE W12 BUCKET BY: K HAASE °- MATERIAL DESCRIPTION - 0 SM UNDOCUMENTED FILL (Qudi) • :..J.j::: Loose, dry, light brown, Silty, fine SAND __ __ __ - SM OLD PARALIC DEPOSITS (Qop24) - 2 - ..f.j:: Medium dense, damp, brown, Silty, fine SAND - -CL Dense, moist, olive brown, fine Sandy, CLAY 4 . --- SC Dense, moist, reddish brown, Clayey, fine to medium SAND 6 • ____ ____ _____________________________________ TRENCH TERMINATED AT 6 FEET - No groundwater encountered Figure A-2, Log of Trench T 2, Page 1 of I I ... SAMPLING UNSUCCESSFUL I] STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS DISThRBED OR BAG SAMPLE ... CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GE000N PROJECT NO. G2192-52-01 TRENCH DEPTH SAMPLE NOFEET.IN 0 SOIL CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 EQUIPMENT BACKHOE W12' BUCKET BY: K HMSE 0 0 MATERIAL DESCRIPTION 0 - SM UNDOCUMENTED FILL (Qudi) - Loose, dry, brown, Silty, fine SAND SM - :.::1.:: OLD PARALIC DEPOSITS (Qop24) - Medium dense, damp, reddish to yellowish brown, Silty, fine to medium SAND 2 - -- - - - - - ---------------------------------- SM Medium dense, moist, brown, Silty, fine to medium SAND :}: aw 4 - ---- CL Dense, wet, dark reddish brown, fine Sandy, CLAY EE1 _______________ _ TRENCH TERMINATED AT 6 FEET - __________________________________ No groundwater encountered Figure A-3, Log of Trench T 3, Page 1 of I SAMPLE SYMBOLS I ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) 11 DISTIRBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 it TRENCH DEPTH SOIL I•-Z Cl) <SAMPLE 0 ELEV. (MSL)______ DATE COMPLETED 09-27-2017 FEET 0 EQUIPMENT BACKHOE WIT BUCKET BY: K. HAASE 0. MATERIAL DESCRIPTION 0 - ____ - SM UNDOCUMENTED FILL (Qudf) Loose, thy, light brown, Silty, fine SAND - SM - OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light reddish brown, fine to coarse SAND -2- :::j CL Dense, moist, olive brown to reddish brown, fine Sandy, CLAY - - SC Dense, moist, olive brown to reddish brown, fine Sandy, CLAY - - T4-1 TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-4, Log of Trench T 4, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U .. DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 TRENCH T5 Z LU . DEPTH SAMPLE < SOIL - z ZLI ceI— NO. CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 FEET it 20 EQUIPMENT BACKHOE W12' BUCKET BY: K. HAASE IL ac a 0 MATERIAL DESCRIPTION 0 SM UNDOCUMENTED FILL (Qudf) dry, light brown, fine SAND Loose, Silty, SM OLD PARALIC DEPOSITS (Qop24) fine Medium dense, moist, dark brown, Silty to medium SAND 2 .4.. t... .•J:. -Becomes brown -6- ::I:•'1.: -Becomes dense 8 10 SC Dense, moist, olive gray to reddish brown, Clayey fine to coarse SAND; iron staining 12 TRENCH TERMINATED AT 12 FEET No groundwater encountered Figure A-5, Log of Trench T 5, Page 1 of I I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE W ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 IX TRENCH DEPTH >- < SOIL O. I- Z ) ' . IN FEET SAMPLE NO. ...j CI.ASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 CO LU I._Z 0 w. j3 Of EQUIPMENT BACKHOE W12 BUCKET BY: K HAASE 0. 0 MATERIAL DESCRIPTION 0 - _____ — SM UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND ---- --. - ---------------------------------- SM Loose, damp, light reddish brown, Silty fine SAND; little gravel; deleterious material 2- j - i.1...I. - - SM OLD PARALIC DEPOSITS (Qop2-4) Medium dense, moist, dark reddish brown, Silty, fine to medium SAND 4 - :..j:: - 6 :1:: .i -Becomes dark brown - -Becomes denser, finer grained - :•: 8 SC Dense, moist, reddish brown, Clayey, fine to medium SAND - 10 - ____ ____ ________________________________________ TRENCH TERMINATED AT 10 FEET No groundwater encountered Figure A-6, Log of Trench T 6, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 >-W of TRENCH T7 DEPTH < SOIL 1 z Ci) UJ SAMPLE NO. .j CLASS ELEV. (MSL.)______ DATE COMPLETED 09-27-2017 < (I) ZU FEET EQUIPMENT BACKHOE W!Z BUCKET BY: K HMSE 0. C.) MATERIAL DESCRIPTION UNDOCUMENTED FILL (Qudi) Loose, dry, light brown, Silty, fine SAND; roots - SM OLD PARALIC DEPOSITS (Qop24) - 2 Medium dense, damp, light reddish brown, Silty, fine to medium SAND - . -Becomes dense TRENCH TERMINATED AT 5 FEET No groundwater encountered Figure A-7, Log of Trench T 7, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) 19 DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. if IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 >W Ix TRENCH TB DEPTH 0< SOIL I-Z l)- W. SAMPLEIN 9 CLASS ZL1 W L) FEET NO. ELEV. (MSL.)W ______ DATE COMPLETED 09-27-2017 V3 EQUIPMENT BACKHOE W12' BUCKET BY: ,K HAASE - MATERIAL DESCRIPTION - 0 SM UNDOCUMENTED FILL (Qudf) Loose, dry, brown, Silty, fine SAND; roots - - SM OLD PARALIC DEPOSITS (Qop24) Medium dense, damp, light yellowish brown, Silty, fine SAND 2 -Becomes dense, moist, light reddish brown - 4 - ____ ____ _________________________________________ TRENCH TERMINATED AT 4 FEET No groundwater encountered Figure A-8, Log of Trench T 8, Page 1 of I SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST U ... DRIVE SAMPLE (UNDISTURBED) IM DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON PROJECT NO. G2192-52-01 Ix TRENCH zUJ-. UJI DEPTH SOIL I- IN SAMPLE NO. CLASS ELEV. (MSL.)_______ DATE COMPLETED 09-27-2017 I- FEEF i... 0 (USCS) zW W U) 9 z :i EQUIPMENT BACKHOE W12 BUCKET BY: K. HAASE a. MATERIAL DESCRIPTION SM UNDOCUMENTED FILL (Qudi) Loose, dry, brown, Silty, fine SAND; roots SM OLD PARALIC DEPOSITS (Qop2) Dense, damp, light reddish to yellowish brown, Silty fine to medium SAND 2 TRENCH TERMINATED AT 4 FEET No groundwater encountered Figure A-9, Log of Trench T 9, Page 1 of I SAMPLE SYMBOLS I ... SAMPLING UNSUCCESSFUL I] ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) IM DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX APPENDIX B LABORATORY TESTING We performed laboratory tests in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. We selected samples to test for maximum density and optimum moisture content, direct shear, expansion potential, water-soluble sulfate content, R-Value and gradation. The results of our laboratory tests are summarized on Tables B-I through B-V, Figure B-i and on the trench logs in Appendix A. TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Sample Description (Geologic Unit) Maximum Dry Optimum Moisture No. Density (pci) Content (% dry wt.) Ti-i Light reddish brown, Silty, fine to medium SAND (Qop) 132.8 8.1 T7-1 I Light reddish brown, Silty, fine to medium SAND (Qop) 1 130.5 1 9.0 TABLE B-Il SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080 Sample No. Dry Density (PC') Moisture Content (%) Peak [Ultimate'] Cohesion (psi) Peak [Ultimate'] Angle of Shear Resistance (degrees) Initial Final T1-12 121.8 6.6 13.4 500 [400] 27 [26] T7-12 118.6 8.7 13.7 700 [550] 27 [24] Ultimate at end of test at 0.2-inch deflection. 2 Remolded to a dry density of about 90 percent of the laboratory maximum dry density. TABLE B-Ill SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample No. Moisture Content (%) Dry Density (pci) Expansion Index 2016 CBC Expansion Classification ASTM Soil Expansion Classification Before Test After Test T34 11.5 23.4 103.8 35 Expansive Low T44 8.7 17.2 115.6 18 Non-Expansive Very Low T74 7.8 1 14.1 117.2 0 Non-Expansive Very Low Project No. G2192-52-01 -B-1 - January 17, 2018 TABLE B-IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. Water Soluble Sulfate (%) AC! 318-14 Sulfate Class TI-1 0.032 SO T7-1 0.009 50 TABLE B-V SUMMARY OF LABORATORY RESISTANCE VALUE (R-VALUE) TEST RESULTS ASTM D 2844 Sample No. Depth (feet) Description (Geologic Unit) R-Value T7-1 2 -3 Light reddish brown, Silty, fine to medium SAND (Qop) 44 Project No. G2192-52-01 - B-2 - January 17, 2018 PROJECT NO. G2192-52-0I l_MEDIUM I I iuiiui IoInhIiii!iI1IIIIIuI 11111111 .111111_1111111_IIIII'II_111111111_11111111 .111111 11111111 IIIIIi1 111111111 11111111 111111_11111111_11111111_111111111_11111111 111111 11111111 IIIIIIII 11011111 11111111 • 111111_11111111 IIIIIII1'NiIHhIIII 11111111 11111111 .111111_IllIflhl_11111111_Iiiii1!! 1111111_11111111_11111111_IIflhIIIi!!!!!!!I 111111_11111111_11111111_111111111_IIIIIiii • 111111 IllIflhl 11111111 1111111 I I CU RV C] '7.'i I[. cMAGNOLIA .V.4 i V [U] Ij :y II I r Z1-b.U1.(,IJ Figure B-I GEOCON GRAVEL SAND SILT OR CLAY COARSEFINE ICOARSE _FINE SAMPLE DEPTH (if) CLASSIFICATION NAT WC LL PL P1 TI-I 2.0 SC - Clayey SAND TI-2 6.0 SM - Silty SAND APPENDIX APPENDIX C STORM WATER MANAGEMENT INVESTIGATION FOR 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PROJECT NO G2192-52-01 APPENDIX C STORM WATER MANAGEMENT INVESTIGATION We understand storm water management devices will be used in accordance with the BMP Design Manual currently used by the City of Carlsbad. If not properly constructed, there is a potential for distress to improvements and properties located hydrologically down gradient or adjacent to these devices. Factors such as the amount of water to be detained, its residence time, and soil permeability have an important effect on seepage transmission and the potential adverse impacts that may occur if the storm water management features are not properly designed and constructed. We have not performed a hydrogeological study at the site. If infiltration of storm water runoff occurs, downstream properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other undesirable impacts as a result of water infiltration. Hydrologic Soil Group The United States Department of Agriculture (USDA), Natural Resources Conservation Services, possesses general information regarding the existing soil conditions for areas within the United States. The USDA website also provides the Hydrologic Soil Group. Table C-I presents the descriptions of the hydrologic soil groups. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. In addition, the USDA website also provides an estimated saturated hydraulic conductivity for the existing soil. TABLE C-I HYDROLOGIC SOIL GROUP DEFINITIONS Soil Group Soil Group Definition Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist A mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of B moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a C layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These D consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. The property is underlain by natural materials consisting of undocumented fill and Old Paralic Deposits and should be classified as Soil Group D. Table C-Il presents the information from the USDA website for the subject property. The Hydrologic Soil Group Map, provided at the end of this appendix, presents output from the USDA website showing the limits of the soil units. TABLE C-Il USDA WEB SOIL SURVEY - HYDROLOGIC SOIL GROUP Map Unit Name Map Unit Approximate Percentage Hydrologic kSAT of Most Limiting Symbol of Property (inches/hour) Soil GroupLayer Chesterton-Urban Land Complex, CgC 83 D 0.00-0.06 2 to 9 percentslopes Marina Loamy Coarse Sand, M1C 17 B 0.57-1.42 2 to 9 percentslopes In-Situ Testing The infiltration rate, percolation rates and saturated hydraulic conductivity are different and have different meanings. Percolation rates tend to overestimate infiltration rates and saturated hydraulic conductivities by a factor of 10 or more. Table C-ffl describes the differences in the definitions. TABLE C-Ill SOIL PERMEABILITY DEFINITIONS Term Definition The observation of the flow of water through a material into the ground Infiltration Rate downward into a given soil structure under long term conditions. This is a function of layering of soil, density, pore space, discontinuities and initial moisture content. The observation of the flow of water through a material into the ground Percolation Rate downward and laterally into a given soil structure under long term i conditions. This s a function of layering of soil, density, pore space, discontinuities and initial moisture content. The volume of water that will move in a porous medium under a Saturated Hydraulic hydraulic gradient through a unit area. This is a function of density, Conductivity (k5AT, Permeability) structure, stratification, fines content and discontinuities. It is also a _____________________________ function of the properties of the liquid as well as of the porous medium. The degree of soil compaction or in-situ density has a significant impact on soil permeability and infiltration. Based on our experience and other studies we performed, an increase in compaction results in a decrease in soil permeability. We performed 2 percolation tests within Trenches T-2 and T-3 at the locations shown on the attached Geologic Map, Figure 2. The results of the tests provide parameters regarding the percolation rate and - C-2 - the saturated hydraulic conductivity/infiltration characteristics of on-site soil and geologic units. Table C-N presents the results of the estimated field saturated hydraulic conductivity and estimated infiltration rates obtained from the percolation tests. The calculation sheets are attached herein. We used a factor of safety applied to the test results on the worksheet values. The designer of storm water devices should apply an appropriate factor of safety. Soil infiltration rates from in-situ tests can vary significantly from one location to another due to the heterogeneous characteristics inherent to most soil. Based on a discussion in the County of Riverside Design Handbook for Low Impact Development Best Management Practices, the infiltration rate should be considered equal to the saturated hydraulic conductivity rate. TABLE C-IV FIELD PERMEAMETER INFILTRATION TEST RESULTS Test Depth Geologic Percolation Field-Saturated C.4-1 Worksheet Test Location (feet) Unit Rate Infiltration Rate, Infiltration Rate', (minutes/inch) kt (inch/hour) kt (inch/hour) P-i (T-2) 6 Qop 187.5 0.07 0.04 P-2 (T-3) 6 Qop 106.0 0.32 0.16 Average: 146.8 0.20 0.10 Using a factor of safety of 2. Infiltration categories include full infiltration, partial infiltration and no infiltration. Table C-V presents the commonly accepted definitions of the potential infiltration categories based on the infiltration rates. TABLE C-V INFILTRATION CATEGORIES Infiltration Category Field Infiltration Rate, I (inches/hour) Factored Infiltration Rate', I (inches/hour) Full Infiltration I> 1.0 I> 0.5 Partial Infiltration 0.10<1 1.0 0.05 <I < 0.5 No Infiltration (Infeasible) I < 0.10 1< 0.05 1 Using a Factor of Safety of 2. Groundwater Elevations We did not encounter groundwater or seepage during the site investigation. We expect groundwater exists at depths greater than 50 feet below existing grades. - C-3 - New or Existing Utilities Utilities will be constructed within the site boundaries. Full or partial infiltration should not be allowed in the areas of the utilities to help prevent potential damage/distress to improvements. Mitigation measures to prevent water from infiltrating the utilities consist of setbacks, installing cutoff walls around the utilities and installing subdrains and/or installing liners. The horizontal and vertical setbacks for infiltration devices should be a minimum of 10 feet and a 1:1 plane of 1 foot below the closest edge of the deepest adjacent utility, respectively. Existing and Planned Structures Existing residential and roadway structures exist adjacent to the site. Water should not be allowed to infiltrate in areas where it could affect the neighboring properties and existing adjacent structures, improvements and roadway. Mitigation for existing structures consists of not allowing water infiltration within a lateral distance of at least 10 feet from the new or existing foundations. Slopes Hazards Slopes are not currently planned or exist on the property that would be affected by potential infiltration locations. Therefore, infiltration in regards to slope concerns would be considered feasible. Storm Water Evaluation Narrative As discussed herein, the property consists of existing undocumented fill overlying Old Paralic Deposits (Qop). Water should not be allowed to infiltrate into the undocumented or compacted fill within the basins as it will allow for lateral migration to adjacent residences. We evaluated the infiltration rates within the Old Paralic Deposits within the proposed basin areas to help evaluate if infiltration is feasible. We performed the infiltration tests at location where the basins would be practical based on the topography of the property and discussions with the Client. We performed the percolation tests at the lower elevations of the property and adjacent to the existing storm drain system. Our in-place infiltration tests indicate an average of 0.10 inches/hour (including a factor of safety of 2); therefore, the site is considered feasible for partial infiltration. We do not expect geologic hazards to exist on the property. Therefore, partial infiltration may be considered feasible within the Old Paralic Deposits. Storm Water Management Devices Liners and subdrains should be incorporated into the design and construction of the planned storm water devices. The liners should be impermeable (e.g. High-density polyethylene, HDPE, with a - C-4 - thickness of about 30 mil or equivalent Polyvinyl Chloride, PVC) to prevent water migration. The subdrains should be perforated within the liner area, installed at the base and above the liner, be at least 3 inches in diameter and consist of Schedule 40 PVC pipe. The subdrains outside of the liner should consist of solid pipe. The penetration of the liners at the subdrains should be properly waterproofed. The subdrains should be connected to a proper outlet. The devices should also be installed in accordance with the manufacturer's recommendations. Liners should be installed on the side walls of the proposed basins in accordance with a partial infiltration design. Storm Water Standard Worksheets The BMP Design Manual requests the geotechnical engineer complete the Categorization of Infiltration Feasibility Condition (Worksheet C.4-1 or 1-8) worksheet information to help evaluate the potential for infiltration on the property. The attached Worksheet C.4-1 presents the completed information for the submittal process. The regional storm water standards also have a worksheet (Worksheet D.5-1 or Form 1-9) that helps the project civil engineer estimate the factor of safety based on several factors. Table C-VI describes the suitability assessment input parameters related to the geotechnical engineering aspects for the factor of safety determination. TABLE C-VU SUITABILITY ASSESSMENT RELATED CONSIDERATIONS FOR INFILTRATION FACILITY SAFETY FACTORS Consideration High Medium Low Concern —3 Points Concern —2 Points Concern - 1 Point Use of soil survey maps or Use of well permeameter or simple texture analysis to borehole methods with . Direct measurement with estimate short-term accompanying continuous boring log, localized (i.e. small- infiltration rates. Use of Direct measurement of scale) infiltration testing Assessment Methods well permeameter or infiltration area with methods at relatively high borehole methods without localized infiltration resolution or use of accompanying continuous measurement methods extensive test pit boring log. Relatively (e.g., Infiltrometer). infiltration measurement sparse testing with direct Moderate spatial methods. infiltration methods resolution Predominant Soil Silty and clayey soils Loamy soils Granular to slightly Texture with significant fines loamy soils Highly variable soils Soil boring/test pits Soil boring/test pits Site Soil Variability indicated from site assessment or unknown indicate moderately indicate relatively variability homogenous soils homogenous soils Depth to Groundwater! <5 feet below 5-15 feet below >15 feet below Impervious Layer facility bottom facility bottom facility bottom - C-5 - Based on our geotechnical investigation and the previous table, Table C-VII presents the estimated factor values for the evaluation of the factor of safety. This table only presents the suitability assessment safety factor (Part A) of the worksheet. The project civil engineer should evaluate the safety factor for design (Part B) and use the combined safety factor for the design infiltration rate. TABLE C-Vu FACTOR OF SAFETY WORKSHEET DESIGN VALUES - PART A1 Suitability Assessment Factor Category Assigned Weight (w) Factor Value (v) Product (p = w x v) Assessment Methods 0.25 2 0.50 Predominant Soil Texture 0.25 2 0.50 Site Soil Variability 0.25 2 0.50 Depth to Groundwater! Impervious Layer 0.25 1 0.25 Suitability Assessment Safety Factor, SA = Ep 1.75 The project civil engineer should complete Worksheet D.5-1 or Form 1-9 using the data on this table. Additional information is required to evaluate the design factor of safety. - C-6 - © Part 1- Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response I to this Screening Question shall be based on a comprehensive X evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on the USGS Soil Survey, the property possesses Hydrologic Soil Group D classifications. In addition, we encountered field infiltration rates of: T-21P-1: 0.07 inches/hour (0.04 with a FOS of 2.0) T-3/P-2: 0.32 inches/hour (0.16 with a FOS of 2.0) This results in an average infiltration rate of 0.20 inches/hour (0.10 with an FOS of 2.0). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, 2 groundwater mounding, utilities, or other factors) that cannot x be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Undocumented fill and Old Paralic Deposits underlie the property. Water that would be allowed to infiltrate could migrate laterally outside of the property limits to the existing right-of-ways (located to the south and west) and toward existing and proposed structures (located to the north and east). However, we expect the basins would be setback a sufficient distance from the existing and proposed utilities and structures to help alleviate seepage and underground utility concerns. Additionally, the use of vertical cutoff walls or liners, as recommended herein, would prevent lateral migration of water. The bottom of the basins should expose Old Paralic Deposits. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. - C-i - \kkbi ©$fl Itj Criteria Screening Question Yes No Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot X be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not encounter groundwater during the drilling operations on the property. We anticipate that groundwater is present at depths of greater than 50 feet. Therefore, infiltration due to groundwater elevations would be considered feasible. Additionally, we understand that contaminated soil or groundwater has not been documented or identified at the property. Therefore, infiltration due to groundwater concerns would be considered feasible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of x contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We do not expect full infiltration would cause water balance issues including change of ephemeral streams or discharge of contaminated water to surface waters. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. If all answers to rows 1 - 4 are "Yes" a full infiltration design is potentially feasible. Part 1 The feasibility screening category is Full Infiltration Result* Not Full i i If any answer from row 1-4 s "No", infiltration may be possible to some extent but Infiltration would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. - C-S - kiiI ©411 Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration in any 5 appreciable rate or volume? The response to this Screening x Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Based on the USGS Soil Survey, the property possesses Hydrologic Soil Group D classifications. In addition, we encountered field infiltration rates of: T-21P-1: 0.07 inches/hour (0.04 with a FOS of 2.0) T-3/P-2: 0.32 inches/hour (0.16 with a FOS of 2.0) This results in an average infiltration rate of 0.20 inches/hour (0.10 with an FOS of 2.0). Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) x that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Undocumented fill and Old Paralic Deposits underlie the property. Water that would be allowed to infiltrate could migrate laterally outside of the property limits to the existing right-of-ways (located to the south and west) and toward existing and proposed structures (located to the north and east). However, we expect the basins would be setback a sufficient distance from the existing and proposed utilities and structures to help alleviate seepage and underground utility concerns. Additionally, the use of vertical cutoff walls or liners, as recommended herein, would prevent lateral migration of water. The bottom of the basins should expose Old Paralic Deposits. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. - C-9 - Criteria Screening Question Yes No Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other X factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not encounter groundwater during the drilling operations on the property. We anticipate that groundwater is present at depths of greater than 50 feet. Therefore, infiltration due to groundwater elevations would be considered feasible. Additionally, we understand that contaminated soil or groundwater has not been documented or identified at the property. Therefore, infiltration due to groundwater concerns would be considered feasible. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. Can infiltration be allowed without violating downstream 8 water rights? The response to this Screening Question shall be x based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: We did not provide a study regarding water rights. However, these rights are not typical in the San Diego area. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. Part 2 Partial Result* If any answer from row 5-8 is no, then infiltration of any volume is considered to be Infiltration infeasible within the drainage area. The feasibility screening category is No Infiltration. *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. GFQCON Excavation Percolation Test Project Name: 1 1534 Magnolia Project Number: G2192-52-01 Open-Pit Location: T-2 (P-i) Date: 9/27/2017 By: JML Test Hole Length (in.) _____.14;Q Test Hole Width (in ) 12 0 or Test Hole Dia. (in.) Test Hole Depth (in.) 10.5 Test Hole Area, A, (in.2) 168.0 At /AD A v/At (0/A)*60 Reading Time, t (mm) Depth of Water, 0 (in.) At (mm) Cumulative lime, t (mm) AD (in.) Wetted Area, A wet (in .2) Change in Volume, A (in .3) Percolation Rate (mm/In.) Flow Rate, Q (in.3/min) Infiltration Rate, I (in./hr) 1 0.0 8.25 15.00 15.00 0.06 595.38 8.19 10.50 240.00 0.70 0.07 15.0 2 0.0 8.50 15.00 30.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 3 0.0 8.50 15.00 45.00 0.25 603.50 8.25 42.00 60.00 2.80 0.28 15.0 4 0.0 8.50 15.00 60.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 5 0.0 8.50 15.00 75.00 0.01 609.74 8.49 1.68 1500.00 0.11 0.01 15.0 6 0.0 8.50 15.00 90.00 0.06 608.38 8.44 10.50 240.00 0.70 0.07 15.0 7 0.0 9.00 15.00 105.00 0.01 635.74 1.68 1500.00 0.11 0.01 15.0 8.99 8 0.0 9.00 15.00 120.00 0.06 634.38 8.94 10.50 240.00 0.70 0.07 15.0 9 0.0 9.00 15.00 135.00 0.01 635.74 8.99 1.68 1500.00 0.11 0.01 15.0 10 0.0 9.00 15.00 150.00 0.07 634.18 11.76 214.29 0.78 0.07 15.0 8.93 11 0.0 9.00 15.00 165.00 0.08 633.92 8.92 13.44 187.50 0.90 0.08 15.0 12 0.0 9.25 15.00 180.00 0.05 647.70 9.20 8.40 300.00 0.56 0.05 15.0 13 14 2.00 ci 4.. 1.50 1.00 ci 0.50 - C - 0.00 0.00 20.00 40.00 60.00 80.00 100.00 Time (mm) 120.00 140.00 160.00 180.00 200.00 Percolation Rate (Minutes/Inch) Soil Infiltration Rate (Inches/Hour) 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 Time (mm) 0.00 0.00 OV)p GEOCON Excavation Percolation Test Project Name: 1534 Magnolia Project Number:G2192-52-01 Open-Pit Location: 1-3(P-2) Test Hole Length (In.) I __14.9 TestHole Width (in.) or Test Hole Dia. (In.) Test Hole Depth (in.) 11.0 Date: 9/27/2017 By: I JML Test Hole Area, A, (in. 2) 168.0 At /1D AV/At (01A) *60 Reading lime, t (mm) Depth of Water, D (in.) At (mm) Cumulative Time, t (mm) AD (in.) Wetted Area, A wet (in .2) Change in Volume, A v (in.) Percolation Rate (mm/in.) Flow Rate, Q (in.3/min) Infiltration Rate, I (in./hr) 1 0.0 8.50 15.00 15.00 0.50 597.00 8.00 84.00 30.00 5.60 0.56 15.0 2 0.0 8.50 15.00 30.00 0.06 608.38 8.44 10.50 240.00 0.70 0.07 15.0 3 0.0 8.50 15.00 45.00 0.13 606.75 8.38 21.00 120.00 1.40 0.14 15.0 4 0.0 8.50 15.00 60.00 0.01 609.74 1.68 1500.00 0.11 0.01 15.0 8.49 5 0.0 8.50 15.00 75.00 0.50 597.00 8.00 84.00 30.00 5.60 0.56 15.0 6 0.0 8.19 15.00 90.00 0.19 588.88 8.00 31.50 80.00 2.10 0.21 15.0 7 0.0 8.50 15.00 105.00 0.44 8.06 598.63 73.50 34.29 4.90 0.49 15.0 8 0.0 8.50 15.00 120.00 0.06 8.44 608.38 10.50 240.00 0.70 0.07 15.0 9 0.0 8.75 15.00 135.00 0.31 614.88 8.44 52.50 48.00 3.50 0.34 15.0 10 0.0 8.75 15.00 150.00 0.50 8.25 610.00 84.00 30.00 5.60 0.55 15.0 11 0.0 8.25 15.00 165.00 0.06 595.38 8.19 10.50 240.00 0.70 0.07 15.0 12 13 14 Percolation Rate (Minutes/Inch) Soil Infiltration Rate (Inches/Hour) e iN SCALE I HYDROLOGIC SOIL SURVEY I GEOCON INCORPORATED GEOTECHNICALU ENVIRONMENTAL U MATERIALS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 - FAX 858 558-6159 ML/CW DSKIGTYPD 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA DATE 01-17-2018 1 PROJECT NO.G2192-52-01 I FIG. C 11 Pbtted:0111712018 8:10AM I BY-JONATHAN WILKV4S I File Locatlen:YPROJECTStG2192-5201 1534 Magnob AveDETAILSG2192-52-01J4ydrolegIcSourvey.dwg APPENDIX APPENDIX D RECOMMENDED GRADING SPECIFICATIONS FOR 1534 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA PROJECT NO. G2192-52-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechmcal Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than % inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than % inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 11/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade A ___,-Original Ground 2 ,- Finish Slope Surface Remove All Unsuitable Material S.... As Recommended By I Slope To Be Such That 'S. Consultant Sloughing Or Sliding I Varies Does Not Occur "B" See Nt I - See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 S. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL Kfl.0 --S SWROCK F7T77FT—g M. ,\ \r FAMV — i...JlcH OW47M$ n(t[IO V '14 1OOFLET I4DEPTHORA PPE LEP1GTh OF LONGER Wt5OorEr. III OAMEMR SOMEDUM 40 PVC PMFOPATM Pwc FOR iLB. LrStHNl IUOE 4bEPfl1 GRA$1P LENGTh iCYERfl4W X NO SCALE 7.2 Slope drains within stability fill keyways should use 4-inch-diameter (or lager) pipes. GI rev. 07/2015 TYPICAL STABILITY FILL DETAIL TO PVC 40 0* 146 SLE. 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW SIDE VIEW 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 TYPICAL HEADWALL DETAIL NO SCALE $Oi IALL$HØULbOUflE?*tTOCLLLOP N000ALI cO ACM 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 LIST OF REFERENCES 2016 California Building Code, California Code of Regulations, Title 24, Part 2, based on the 2015 International Building Code, prepared by California Building Standards Commission, dated July 1, 2016. A3 Development, Conceptual Plan, 6 Lots, 1534 Magnolia Avenue, Carlsbad, California, dated August 16, 2017. ASCE 7-10, Minimum Design Loads for Buildings and Other Structures, Second Printing, April 6, 2011. Boore, D. M., and G. M Atkinson (2008), Ground-Motion Prediction for the Average Horizontal Component of PGA, PGV, and 5%-Damped PSA at Spectral Periods Between 0.01 and 10.0 S, Earthauake Spectra, Volume 24, Issue 1, pages 99-138, February 2008. California Department of Water Resources, Water Data Library. http://www.water.ca.gov/waterdatalibrarv. California Geological Survey, Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10% probability of being exceeded in 50 years. http://redirect.conservation.ca.gov/cgs/rghm/pshaman/nshamain.html Campbell, K. W., and Y. Bozorgnia, NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10 s, Preprint of version submitted for publication in the NGA Special Volume of Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. Chiou, Brian S. J., and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra, Spring 2008. Civil Landworks, Magnolia-Brady Preliminary Tentative Map and Grading Plan, 1534 Magnolia Avenue, Carlsbad, California, dated January 5, 2018. Geocon Incorporated, Phase I Environmental Site Assessment Report, 1534 Magnolia Avenue, Carlsbad, California, dated October 10, 2017 (Project No. G2192-62-02). Historical Aerial Photos. http://www.historicaerials.com Kennedy, M. P., and S. S. Tan, Geologic Map of the Oceanside 30'x60' Quadrangle, California, USGS Regional Map Series Map No. 3, Scale 1:100,000, 2002. Risk Engineering EZ-FRISK, 2016. Unpublished reports and maps on file with Geocon Incorporated. United States Geological Survey computer program, U.S. Seismic Design Maps, httn://earthquake.usgs.gov/designmaps/us/application.php. Project No. 62192-52-01 January 17, 2018 (èity of Carlsbad CERTIFICATION OF : ['I'] *1:1_I 0 This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: DEV2018-0010, MAGNOLIA-BRADY Permit #: CBR2019-1251 Project Address: 1631 BRADY CIR Assessor's Parcel #: 2052210700 Project Applicant: MAGNOLIA A3 LLC (Owner Name) Residential Square Feet: New/Additions: 3,361 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/18/2019 Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of pequry that (1) the information provided above is correct and true to the best of the Owners 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. [] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 FM--]San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) FN--] San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marceija (By Appt.only) FM--] Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 ' V C U SCHOOL DISTRICT SCHOOL FEE CERTIFICATION OCT 3 J 2019 (To be completed by the school district(s)) CITY THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS Bull (.JkRLSBAr. FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. IL D!V,S, The undersigned, bein'-4Iily 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: IN CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: - -- FAII Community & Economic uiiaing Division &~WWOMM W Phone: 1635 Faraday Avenue I Carlsbad, CA 920081 760-602-27191 760-602-8558 fax I building@carlsbadca.gov :m1\00 7dj RECEIVED CIL',aty-ry ',SBAD Carlsbaa 3 2019 PAD CERTIFICATION FOR BUILDING PERMIT __ DIVISION PROJECT INSPECTOR:___ DATE. K) ?_t In PROJECT ID CT-VA S - ODD GRADING PERMIT NO.61 IS-60q-1 ______________________ LOT(S) REQUESTED FOR RELEASE: N/A = NOT APPLICABLE COMPLETE -0 = Incomplete or unacceptable As-Built (Redlines) are up to date and available onsite for reference, All daily geotechnical observation reports compaction reports and letters from geotechnical engineer submitted, including: pads, retaining walls, utility-trenches, slopes, paved access roads and parkinglots. Site security and fencing installed for separation of construction activity from. public. Letter from EOWdocumenting that-the-finished pad elevations match the plan elevations for specific lot(s). .. S. Letter from the project QSDcertifying that all construction related BMPsare installed in accordance with City of Carlsbad Storm Water-Standards. Site access:to requested lot(s) adequate and .Iogically:grouped, including a designated staging area for building:phase of work. All onsite underground utilities installed and ready for service. Identification and protection of city sewer infrastructure is implemented, including manhole protection,. false bottoms and sediment traps. Permanent/TemPorary Fire Access Plan approved by Fire Department representative, and rnplemerted on site. I0 Letter from Owner/Dev requesting pad certification of the specific lot(s) with 8i4 11" site plan. Pad certification: for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all city requirements. Zhe above.stated lots are conditionally approved for a building permit tôinstall retaining walls required r pad certfflcation only. The above stated lots are conditionally approved for a building permit to install foundations only. Project Inspector - gu]~~ 6LzAamc — Municipal Mojects Manag Public Works Construction Management & Inspection 1635 Faraday Avenue I Carlsbad, CA 92008 1760-602-2790 1760-438-4178 fax t4;l1ic Date /of3//i Date STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP C-3 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMPs Control BMPs Management BMPs Pollution Control BMPs C .9 • . E . . .- g C Best Management Practice* £ C Q) 2 C (BMP) Description ID . g C • . . 1 Jie 41 C71 r EL o 0 -CL 0 q U) U) > U) 0 0 0 = C C N C C C U) 0 L_ 2 U ) C 0 .-' i. 0 .4-' 0 0 ,_ 0 C 0 U) 2 0 -,-. 0 -i-. 0 0 0 0 0 0 w cn (1) 0 Li C) u > (i (fl o Cfl . (I) O O 0 O >0 (I) Cfl (I) 0 C/) 0 CASQA Designation —3 N 00 0) - r') LO CO N CO - - ) N CO I I I r'•) I I U) I CO I CO I 0 I 0 I 0 I 0 1L LiJ d W 1L L!J dl d1 I I I C/) Z I C/) I C/) (/) Construction Activity LiJLJ W Li (I)cflcnv)v) If) If) (f) l Gradlng/SollDlsturbance Trenching/Excavation - Stockpiling V Drilling/Boring V Concrete/Asphalt Sawcutting - Concrete Flatwork Paving V Conduit/Pipe Installation - Stucco/Mortar Work - - Waste Disposal V V - Staging/Lay Down Area - Equipment Maintenance and Fueling V - Hazardous Substance Use/Storage Dewatering F Site Access Across Dirt V - Other (list): V Instructions: V V Check the box to the left of all applicable construction activity (first column) expected to occur during construction. V Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for inforrriation and details of the chosen BMPs and how to apply them to the project. V PROJECT INFORMATION Site Address: 6rc4 ir Assessor's Parcel Number: Emergency Contact: rç (\A Name: 24 Hour Phone: - S6 — -M\Ø Construction Threat to Storm Water Quality (Check Box) EDIUM D LOW STORM WATER POLLUTION PREVENTION NOTES 1: ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION AC11VI11ES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNE GENT!~AMEINT) ,Q~!y ?~~ - I I 1--t OWNER(S)/O 'S A (SIGNATURE) DATE E-29 Page 1 of 1 REV 11/17 (Ci ty of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. Project Name/Building - Applicationlntormation Permit No.: BP No.: aw Property Address!APN: ( 'b C, r cLeW o 5 - -0 7 Applicant Name/Co.: - Applicant Address: c \Jc. (4r- Contact Phone: - Contact Email: Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature: Date: ci tI\ B-50 Page 1 of 3 Revised 04119 City of Carlsbad -Climate Action Plan Consistency Checklist 'l Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ I Construction Type I Complete Section(s) I Notes: I '"New construction 1A O Alterations: 0 exempt BPV 2- $60,000 IA 1-2 family dwellings and townhouses with attached garages O Electrical service panel upgrade IA only Multi-family dwellings only where interior finishes are removed BPV 2! $200,000 1A and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed I Nonresidential O New construction • 113 and 2 O Alterations 2 1. Electric Vehicle Charging esidential New construction and major alterations (or electric panel upgrade)* - Plea e refer to Carlsbad Ordinance CS-349 when completing this section. 9 n and two-family residential dwelling or townhouse with attached garage: 0 One EVSE ready parking space required 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed I EVSE Spaces Capable Ready Installe—d7-1 Total Calculations: Total EVSE spaces =.10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be "Capable," Ready" or 'Installed.' *Major alterations are: (1) for one and two-family dwellings and townhous?s with attached garages, alterations have a building permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. D Nonresidential new construction (includes hotels!motets) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready L Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces o-g 1 10-25 2 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 4/12/2019 2 (City of Carlsbad CLIMATE ACTION.PLAN CONSISTENCY -CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included, in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projcts that propose or require a performance approach to comply with energy- related measures will need to attàh to this checklist separate calOulations and documentation as specified by the ordinances. / . If an item in the checklist is deem' to be not applicable to a,Ø?oject, or is less than the minimum required by ordinance, an explanation must bç provided to the satisfa/tion of the Building Official. A Details on CAP ordinance requiremen\are available oyle city's website. Application Information Project Name/Building Permit No.: BP No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Conta Email: Contact information of person completing t s checklist (if different than a ove): Name: / Contact Phone: Company I name/address: , Contact Email: Applicant Signature: Date: B-50 Page 1 of 3 Revised 04/19 (âity of Carlsbad CONSTRUCTION WASTE MANAGEMENT PLAN B-59 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov Many of the materials generated from your project can be recycled. You are required to list materials that will be reused, recycled or disposed from your project. If you have questions about the recycling requirement or completing this form, please contact Waste Management at (760) 929-9400, a certified C&D recycler, or the Carlsbad Building Division at (760) 602-2700. Please note: Unless you are self-hauling, Waste Management or approved haulers must be used for all construction projects within the City of Carlsbad. PART 1 Complete and submit this form when applying for a Building Permit. Note: Permits will not be issued without a completed Construction Waste Management Plan. Applicant Information Permit No. Project Title Magnolia Project Address 1657,1653,1649,1647,1639,1635,1631 Brady Circle, Carlsbad APN Owner Contractor Architect Applicant Name Smith, Ten - Pebble Creek Companies 0 0 0 Lost First Applicant Address 3802 Main Street, Ste 10, Chula Vista, CA 91911 Phone ( 619 ) 938-0312 E-mail Address teri@pebblecreekcompanies.com Applicant Mailing Address Same as above (if different than project address) Project Type Residential Commercial Public Building (check all that apply): 11 U Brief Description New Construction of 7 Single Family Homes Project Size Estimated Cost of Project $ (square footage) Please check the appropriate box: Industrial U flI plan on using WASTE MANAGEMENT roll-off bin(s) for all materials and will provide all receipts after construction. I plan on self-hauling to a certified recycling facility and will provide all receipts after construction. 0 This is a proposed LEED certified project and I plan on separating materials on site in conjunction with WASTE MANAGEMENT. Acknowledgement: I certify under penalty of perjury under the laws of the State of California that the information provided in and with this form pertains to construction and demolition debris generated only from the project listed in PART 1, that I have reviewed the accuracy of the information, and that the information is true and correct to the best of my knowledge and belief. Print Name Teri Smith Signature \JLiA 'Yl..Jj-P Date IC Page 1 of 4 Rev. 11/12/18 Other 0 PART 1 Complete, obtain signature, and submit this form when applying for a Building Permit. Note: Permits will (cont'd) not be issued without a completed Construction Waste Management Plan. DEBRIS RECYCLING ESTIMATE: Permit No. Project Title Magnolia Project Address1657,1653,1649,1647,1639,1635,1631 Brady Circle, Carlsbad, CA APN Applicant NameSmith, Ten - Pebble Creek Companies Phone (619 ) 938-0312 Last First I1l[sIgI: Complete the following table with estimated waste tonnage to be generated by your project. This is your plan for construction waste management. Changes can be made on the final recycle report. Goal: the diversion rate shall be 65% by weights of debris. A B C Material Type Estimated Place a (1) check Place a () check next Place a (1) check next Waste Quantity next to items to be to items to be to items to be (tons) reused or salvaged recycled disposed at landfill Complete this line of the table only if only using WASTE MANAGEMENT roll-off bins. Mixed C&D Debris 80.3 X Asphalt & Concrete 30 X Brick /Masonry / Tile N/A Mixed Inert Debris Cabinets, Doors, Fixtures, Windows (circle all that apply) N/A Carpet N/A Carpet Padding / Foam N/A Cardboard N/A Ceiling Tile (acoustic) N/A Drywall (used, new, scrap) 27 X Landscape Debris (brush, trees, stumps, etc.) No dirt. N/A Unpainted Wood & Pallets 5 X Roofing Materials N/A Scrap Metal N/A Stucco N/A Other: TOTAL = 142.3 7 To meet 65% Diversion Requirement (estimate) 142 x 0.65 = 92.3 tons Total Estimated Waste from above Minimum Required Diversion Contractor/Owner Signature\1JA_A_i1flj4-J'..Date -(C1 Page 2 of 4 Rev. 11/12/18