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017-300-035
011-C 0-035 01-0159Y [� osBBIi CONTR: BUTCH D AD NEW SINGLE FAMILY RESIDE 017-300-035 05-0235 JOSHI, RAKESHKPRANIKA 15 OSPREY CIR, CHICO Cont-. PERFEC'I'IO'N POOLS NEW POOL 01-500 r si 3`. l~ �Nr•w I r si 3`. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVIL'LE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAM (530)538-2140 , WEBSITE: www.buttecounty.net\dds LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License 'Class: — �3 License Number: 5 6665 Date: v, Z7 OContractor. �C v •F"711^ �0- i t r sPdc OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose. of sale.). ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 'I am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION I ereby. affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation,' as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: 5 T- (t Policy #: f. 7 ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: /{S WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Name: Address: PERMIT NO. BP050235 Issued Date: 02/25/2005 APN: 017-300-035-000 Site Address: 15 OSPREY CIR CHI Map Index: Description: NEW POOL (MASTER 500-01) -Owner: JOSHI, RAKESH & PRANIKA 15 OSPREY CIRCLE CHICO, CA 95928 Applicant: PERFECTION POOL AND SPAS 172 E 20TH ST CHICO, CA 95928 530-895-0437 Contractor: PERFECTION POOL AND SPAS 172 E 20TH ST CHICO, CA 95928 530-895-0437 License #: 566654 Architect: Engineer: BACHMAN & ASSOCIATES Total Square Ft: 0 S. F. ,Valuation: $0.00 Census Code: 419 7 46-7 L/ -I- This permit is hereby issued under the applicable provisions of the Butte County Cody Pnd/Or Resoluti n to �o work i dicate bov for which fees have been paid. y By: Date: - PERMIT EXPIRES ON: ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handlirig and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that'I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize represaptajivpt of Butte County,to enter upon the above mentioned property for inspection purposes. Print Name: evY k4, Llle14c4esignature: /1 Date: 7 sl ❑ Owner Contractor ❑ Agent for Owner ❑ Agent for Contractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" r� CONTRACTOR OWNER Last Name -;2_0 7t, S T' [First Name Address 15 0S ' 7C"— City G� G State C y} Zip4 g- Phone Fax Fax E-mail State License Number r� CONTRACTOR Name —DDjs Y- S u�c Address 17 Z 4—::- -;2_0 7t, S T' City C �<<U Address State C14 Zip R5`/X W 1 Phone aLl 7 / Zip Fax 9195 -031-11 E-mail _ N �• �iS Fax Lic. # ,56&� 5`� • Co'. CIG53s sTiwle APPLICANT SIGNATURE X 04 For office use only: ARCHITECT/ENGINEER Name Name Address Address City C, i'e eu State �, Zip Phone Zips sly sr Fax E-mail Fax X45-03-11 State License Number APPLICANT SIGNATURE X 04 For office use only: APPLICA A E Name vc Address ' 7 Z oZ� -� S r City C(,Ftc State C� Zips sly sr Phone X45-04'37 Fax X45-03-11 E-mailsT.o� � e,�ec�oy, ols a.HeQ s d -s ,cont APPLICANT SIGNATURE X 04 For office use only: Zoning Property Address 5 Gs re C� City Flood Zone WORKER'S COMPENSATION SRA Yes I No Occ, LENDING AGENCY Tye Const. Subdivision Namq Map Ibb I W41 Book Page Lot # P ann , Date Approved: .� PERMIT NO. BP 0503 BIN # LOCATION AP# 017 -3o0 --03s Property Address 5 Gs re C� City Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: sw; ;� �aa1 cow sTu�T� a1-sCc' - Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVtk FOR SUBMt TAL REQUIREMENTS L, K:\FORMS\BUILDING FORMBldgApplSubRgmts.doc Page 1 of 2 Received by:0-1 Amount: Bldg Receipt #:V7,347 Date: -I/I/ 65— SRA Sheriff SMTP Other #(p (v _�TotalTotal REV 7-27-04 SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.) ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ 13. Sanitation and site plan approval from the Environmental Health Department. Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530)538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 va 3s- COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES-BUILDINGI ISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: ��� �) ASSESSOR PARCEL NUMBER Proposed Building Use: �(� - l��ie� Counter TechniciDate: r ) Items required In order to apply for a permit. All boxes MUST be checked OR marked NA lnWer ply. STT ; 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. . ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate ❑ 11. Site plan and business license approval from the City of Biggs ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner ❑ 14. Hazardous Material Form ` 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers..........................................................................................:. ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ / 19. Soils Report and/or Engineered Foundation required ........................................... ........ L� 20. Erosion Control Plan Required........................................................................ ........ 3 ❑ 21. Fees as shown on the attached Schedule of Fees Due Sheet .............................. _w..... ❑ 22. City of Chico Plumbing permit........................................................................ `~ ❑. 23. California Department of Forestry plan approval ❑ paid. Sent by: 24. Planning approval (A) Use: (B)Parking: (C) Parcel Check:_ ❑ 25. Contact Land Development a ut _ Improvements, _ Drainage ......................... - 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Pre -Inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... ❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 32. Letter of Signature authorization.................................................................... ❑ 33. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 34. Manufactured home utility clearance............................................................... ❑ 35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: When issued Telephoneand hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. f Applicant: UID Ggp Date: 1. Index permit -application for the above items numbered: Plan Check Lett4r 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑co to , by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed � : Date: Structural approved by: Date: Note transfer b . Date: 14201) Yellow: Building Division i% TO: Building Department FROM: Environme'ntal Health SUBJECT: Sanitation Clearance -*�' -1 6m E.H. USE ONLY Plot Plan Attechad W -- Rout Men Attached Sent to S.D. LL 22- L�' Owner f Log'a"tion' AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: pec EnvironKe—nta(He'al'ifi-S '- ialist Date 8/96 A V y �tic WOf� Department of,Public Works J. Michael Crump, Director LAND DEVELOPMENT DIVISION Storm Water Management Programl 7 County Center Drive Oroville, CA 95965 "(530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System . (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE1 Project Description: S (-'' I W" *"I -I S E�oCl) Project Location and/or Parcel Number: ©17 - Soo- a3 S By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: }�vc s �-� ✓ t �G (coy-, oo/S r-SPo s "{"'1L Date: a � 7 Less than I Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 f I Description and Purpose Afiber roll consists cf straw, flax, or other similar materials bound into a tight tubular roll. When fiber rolls are placed at the toe and on the fa,::e of slopes, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal .of sediment from the runoff. ' By interrupting the length of a slope, fiber rolls can also reduce erosion. Suitable Applications Fiber rolls may be suable: ■ Along the toe, top, face, and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow ■ At the end of a downward slope where it transitions to a steeper slope , ■ Along the perimeter of a project ■ As check dams ir_ unlined ditches ■ Down-slope of exposed soil areas ■ Around temporary stockpiles Limitations ■ Fiber rolls are net effective unless trenched Targeted Constituents k Sediment.,�.,..,,...,...w,.�....�.,-x......�.,. Nutrients Trash Metals Bacteria Oil and Grease Organics -Potential Alternatives SE -1 Silt Fence.. " SE -6 Gravel Bag Berm SE -8 Sandbag Barrier' SE -9 Straw Bale Barrier .n. .t >:rnia Stormwater YYaiity. Acsodation January 2003 California Stormwater BMP Handbook 1 of 4 Construction www.cabmphandbooks.com SE -5 Fiber Rolls ■ Fiber rolls at the toe of slopes greater than 5:1 (H:V) should be a minimum of 20 in. diameter or installations achieving the same protection (i.e. stacked smaller diameter fiber rolls, etc.). ■ Difficult to move once saturated. ■ If not properly staked and trenched in, fiber rolls could be transported by high flows. ■ Fiber rolls have a very limited sediment capture zone. ■ Fiber rolls should not be used on slopes subject to creep, slumping, or landslide. Implementation Fiber Roll Materials ■ Fiber rolls should be either prefabricated rolls or rolled tubes of erosion control blanket. Assembly of Field Rolled Fiber Roll ■ Roll length of erosion control blanket into a tube of minimum 8 in. diameter. ■ Bind roll at each end and every 4 ft along length of roll with jute -type twine. Installation ■ Locate fiber rolls on level contours spaced as follows: - Slope inclination of 4:1 (H:V) or flatter: Fiber rolls should be placed at a maximum interval of 20 ft. - Slope inclination between 4:1 and 2:1 (H:V): Fiber Rolls should be placed at a maximum interval of 15 ft. (a closer spacing is more effective). - Slope inclination 2:1 (H:V) or greater: Fiber Rolls should be placed at a maximum interval of io ft. (a closer spacing is more effective). ■ Turn the ends of the fiber roll up slope to prevent runoff from going around the roll. ■ Stake fiber rolls into a 2 to 4 in. deep trench with a width equal to the diameter of the fiber roll. - Drive stakes at the end of each fiber roll and spaced 4 ft maximum on center. - Use wood stakes with a nominal classification of o.75 by 0.75 in. and minimum length of 24 in. ■ If more than one fiber roll is placed in a row, the rolls should be overlapped, not abutted. Removal ■ Fiber rolls are typically left in place. 2 of 4 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Fiber Rolls 5E-5. ■ If fiber rolls are removed, collect and dispose of sediment accumulation, and fill and compact holes, trenches, depressions or any other ground disturbance to blend with adjacent ground. ; Costs Material costs for fiber rolls range from $20 - $30 per 25 ft roll. Inspection and Maintenance ■ Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non -rainy season. ■ Repair or replace split, torn, unraveling, or slumping fiber rolls. ■ If the fiber roll is used as a sediment capture device, or as an erosion control device to maintain sheet flows, sediment that accumulates in the BMP must be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one-half the designated sediment storage depth, usually one-half the distance between the top of the fiber roll and the adjacent ground surface. Sediment removed during maintenance may be incorporated into earthwork on the site of disposed at an appropriate location. If fiber rolls are used for erosion control, such as in a mini check dam, sediment removal should not be required as long as the system continues to control the grade. Sediment. control BMPs will likely be required in conjunction with this type of application. References . Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. January 2003. California Stormwater BMP Handbook 3 of 4 Construction www.cabmphandbooks.com SE -5 Fiber Rolls Note: Inst0ll fiber roll along a level contour. -V J/ JI y. I, I -V ' - I y — Fiber rolls TYPICAL FIBER ROLL INSTALLATION ,c N N.T.S. E o01�0pa1 `\\`t g��A�� ENTRENCHMENT DETAIL N.T.S. i i i i III ylll y Install a fiber roll near slope where it transitions into a steeper slope 4 of 4 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com A ,..'If Y -V tk / Vertical spacing measured along the face of the slope varies between 10' and 20' s TYPICAL FIBER ROLL INSTALLATION ,c N N.T.S. E o01�0pa1 `\\`t g��A�� ENTRENCHMENT DETAIL N.T.S. i i i i III ylll y Install a fiber roll near slope where it transitions into a steeper slope 4 of 4 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com A NO''ES ' J RESIDENTIAL S I� 011-680-035 01-0159 RAKESH.AF"10j ,.__"�_-� ��I o sp r cry C-i.r . - Mglco CONTit.-BUTCH DE___ ADMAN I NEW SINGLE FAMILY RESIDENCE OFFICE COPY Address GAS j� • <(I Q Meter By - D —V ELECTRIC Meter By Date SPECIAL CONDITIONS CHECKED BY - SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD VPUSING LETTER otict Ar4 fv- see -1c, OFFICE COPY Address GAS Meter By Date ELECT M tern By�� Date JOB FINALED (Dat v ' ` o z Signature f� C? ' 41. 4 f J�. { �S lj. t, k ,7 RESIDENTIAL S I� 011-680-035 01-0159 RAKESH.AF"10j ,.__"�_-� ��I o sp r cry C-i.r . - Mglco CONTit.-BUTCH DE___ ADMAN I NEW SINGLE FAMILY RESIDENCE OFFICE COPY Address GAS j� • <(I Q Meter By - D —V ELECTRIC Meter By Date SPECIAL CONDITIONS CHECKED BY - SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD VPUSING LETTER otict Ar4 fv- see -1c, OFFICE COPY Address GAS Meter By Date ELECT M tern By�� Date JOB FINALED (Dat v ' ` o z Signature f� d = OK 0 = Not OK = Not Applicable = Not Ready MOBILE HOMES Date 'MOBILE HOME UTILITIES (Plans) OK except #'s Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. 2. Soils; Special MH Support Sketch Gas; MH Test -Demand -Valve -Connector 3. Sewer; Location -Test -Fall -C/O -Concrete 5. 4. Water; Location -Test -Easement Needed (Sketch) Water; MH Test -Regulator -Connector 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 8. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ PLPG 7. Well Clearance & Disconnect 8. Utility Clearance N Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cent. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Founclation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B -1 - MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs.-Connectors Shthg.-Frg-Bracing ' 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rttrs-Trusses, 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date . Card B-1 .1= OK 0 = Not OK = Not Applicable = Not Ready Date Skf6erfloor (Plans) OK exce Zoni Setbacks-Easems-F c �%1 tg.,,Main; Soils-Elec. Gent .-/ RESIDENTIAL (Single & Duplex) 1t #'s Date FRAMING (Continued) _ i -Slope 1116. Hangers -Post Caps -Anchors -Connectors /" Fig. Depth 47. CItpg. Joist-Rftr. Ties-Purlin-Roll Brac. rus hting.-Ring. y3eTtg., Garage; Soils-Steel-Elec. Grnd.-/ P' Fig. Depth 4. Fig., Porches & Decks; Soils -Steel-/ P' Fig. Depth tT j5 enywdlls, Main; Ste el-Blockouts-Wrapped em Is, Garage; Steel-Blockouts-Wrapped r6 old Downs and Special Anchors 7. Slab, Steel -Wrapped 8. P' s -Fireplace Ftg.-Steel V.; Fall -Fitting -Test -2 Way C/O -Sewer Test te UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. PI ms & Ducts; Clearance -Material -Support -Ins, 1 Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date K 7 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date _ PLUMBING (Permit) OK except #'s tj,40r Htr.; Vent -Access -Combustion Air Baffle ater Pipe; Test & Anchor -Nail Protection D.W V.; Test Fittings & Anchor -Nail Protection S ower Pan; Test, First Floor -Tub Access 21. est Tub & Shower, Second Floor -Tub Access Gas Pipe; Sixe & Date G/`01 /0 I Card B-1 D /U V Date Card B-1 Date Card B-1 Date Card B-1 Date L CTRICAL (Permit) OK except #'s F' ture & Transformer Clearance -Ins. Protection Ele Receptacles Spacing -Lights & Switches at Doors ze oxes & No. of Conductors Stapled f7jox Installed Close to Edge of Studs & C.J. V16-4. Ground made up w/Mech Fasteners -Bond Gas & Water Appliance Circuits in Kitchen & Conductor Size GFI 9. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or At Ra/rlge Circle / / ga Cu or AI -Oven Circ. / / ga Cu or At sulaled Neutral ❑ Yes Q No 0, vice -Riser Conductors & Ground Main Disconnect uip. Clearances Panels-Motors-Mech. Equip. Cxhes Closet Light -Shower Light -Spa Light Smoke Detector DatCard B-1 � V Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s C. 'ucts Insulation & Support 6 Fan, Exhaust above insulation ndensate Drain & Overflow, Size & Grade F nace-Vent Access -Comb. Air -Return Air Vent 115 outlet Attic Access & Platform if Furnace in Attic Date © Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FOAMING (Permit) OK except #'s Slls. Proper Materials & Anchors alls Studs -Nailing Spacing & Braces -Plates -Sound Baring Walls over Girders & Floor Nailing raft top in Walls (rat proof) 44 F' a Stops, Furred Ceilings -Stairs -Chasers -Tubs Headers & Beams -Size & Bearing Ties or Type A Flue -Fireplace Throat Clearance Access; Size & Romex Protection -Draft Stop -Ins. Baffles i. Windows or Exiting Doors -Sill Ht. & Dimensions Ys(.fiXage Fire Protection Framing roperty Line Firewall & Openings t. Doors -One 3' -Check Garage 3rd Story, 2 Exits Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers W/'47'' 0-,J 58. Sidi ailing Veneer tucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Xiazing Area -Glass Protection -Skylights -Plastic V. Shear Walls; Nailing -Bolts np0. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls- indows Date Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date ,.FINAL (Plans) O cept #'s Ex teps- Door & Sid light Protection -Landings S ke Detector Furnace Vents -clearance -Comb. Air -Connector - In rage; Above Floor-Ducts-Mech. Protection qpdroom Exiting G.F & Bath Fixtures & Tub Access -Spa lec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 7 re lace or Stove, Clearance -Hearth lec. Outlets at Wood Panel, Int. & Ext. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance Elec. Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure C Duct in Garage -Damper tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in -rage; Above Floor-Mech. Protection I lec. & Mech. Equip. Listed for Location 48 -"El eceptacles in Garage (F.F.I.)-Romex Protection Ins on -Foam -Looked in Attic Gu d Rails & Deck Construction -Post Caps be'Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor Q Yes 82. FollowinaJnstld./Driveidi't ,j No/Walks4*d'J No/Planters D Yes J No own -Finish Disconnect, Electrical- learance to 8". at ell, Disconnect, Electrical, Plumbing 8 xt ' r Elec. Trim, G.F.I. Receptacle -Underground 8 VentiLWion Throughout House 9Qo<-orre s from Previous Inspections 9 as Test -Meters Tagged, Gas -Electric 92. WaIgi,�ewer Connected -C/O to Grade- D Approval ba-fn!.2y Compliance Certificate -Other Certificates ddress Posted DateQ Card B- Date Card B-1 Dam Car -1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: CORRECTION NOTICE LX�:: 14 ol-ol:S-*7 OWkR PERMIT NO. A routinelinspection indicates that the following violations of Butte County Ordinances exist at the above address and shoul&be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. LA- t* —c— Ar, 0 F f ate inspector RFV '10/92 BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 -7-47 Elliott Road, Paradise, CA - (916) 872-6307 % X CORRECTION NOTICE LX�:: 14 ol-ol:S-*7 OWkR PERMIT NO. A routinelinspection indicates that the following violations of Butte County Ordinances exist at the above address and shoul&be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. LA- t* —c— Ar, 0 F f ate inspector RFV '10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 'Main Street * Chico, -CA (530)..891.-2751 j7 CountylCenter Drive * Orovi0q, CA (530) 538-7541 t CORRECTION NOTICE Of/- /5 - OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please 'ntact this office immediately. 4 t :Ai Date Inspector REV 10/92 �, �- , _ _ __ _ _ . .._. _ _ _ _ _ .. _ .f /�� i __ �- �. _ v _ '� V� Vim• V� t.\ CLIMATE PRO® FIBER CILASS BLOWING WOOL Your home has been professionally insulated to provide a guaranteed thermal resistance. HomwwNER s NAmEy ADDRESS (ieH �c]` lJ1I�S STATE ZIP BLOWING WOOL NEW CONSTRUCTION IF RETROFIT: RECORD OF INSTALLATION INCHES BATTS AND ROLLS ❑ RETROFIT DEFTH OF PREVIOUS ` AREA INSULATED INSULATION _ • NUMBER OF BAGS USED Contents of •' rL� WALLS ,� ✓ AREA INSULATED "` ESTIMATED R -VALUE OF IN. IN. SC. Fr. PREVIOUS INSULATION i '• THICKNESS OF INSULATION I TYPE (S) OF PREVIOUS 'I^r� INCHES INSULATION IN ATnc not be less than: 11 5% in. 7.0 R -VALUE OF INSULATION <50 0.176 lbs. INCHES BATTS AND ROLLS MINIMUM THICKNESS R -VALUE THICKNESS AREA INSULATED CEILINGS / � '41 IN. SQ. FT. Contents of IN. SQ. FT, WALLS /(7 V " IN. SQ. FT. FLOORS � � IN. IN. SQ. FT. SQ. FT. net area should not IN. SQ. FT. CLIMATE PRO. BAG WEIGHT - 25 LB_ NOMINAL R -VALUE MINIMUM THICKNESS BAGS PER 1000 SO. FT. MAXIMUM NET COVERAGE MINIMUM WEIGHT PER SO. FT.' To obtain an Installed The number of bags Contents of The weight per insulation insulation per 1000 sq. ft. of this bag should sq. ft. of installed resistance should not net area should not not cover insulation should (R) of be less than: be less than: more than: not be less than: 11 5% in. 7.0 142 sq. ft, 0.176 lbs. 19 8'/. in. 12.5 79.9 sq. ft. 0.313 lbs. 22 10 in. 14.6 68.4 sq. ft. 0.3651bs. 26 1114 in. 17.2 58.0 sq. ft. 0.431 lbs. 30 13 in. 20.0 50.0 sq. ft. 0.500 lbs. 38 16% in. 26.3 38.0 sq. ft. 0.6591bs. 44 18% in. 30.5 32.8 sq. ft. 0.763 lbs: 50 2014 in. 35.5 28.2 sq. ft. 0.886 lbs. . 60 23Y4 in. 43.0 23.2 sq. ft. 1.076 Ibs: INSULATIONCONTRACTORSIGNATURE / DATEQg�/p- v COMPAI I��i [] ��/���C1✓� ADDRESS/ ` � PHONA t / S6 1 HOME BUILDER SIGNATURE AMPANY ADDRESS PHONE Johns Manville �►� �' BIG194 7/97 0 1997Johns Manville Corporation „' i•.•'7.n ^/"7. �%_�'�, ��"-'. %�'\i�.i� Y�.ti'"�/��^.\:_ �%� �'1 Y, -\moi",#/% Johns Manville Corporation, P.O. Box 5108, Denver, CO 80217-5108, Internet: htp://www.jm.com. for more information call 1-800.6543103. INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING D ROVILLE J gbl, � * FROM: /& /w ivi ENVIR. HEALTH, CHICO DATE: 011 -7 /to RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNERNAME: SEPTIC: WELL: AP#: c ADDRESS/LOCATION: )sovlo v Comments: GL/memosheleasehol� 1:1 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, Californiii 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96) APPLICAT70N AND PERMIT ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNER TELEPHONE SO. FT. OCC. BUILDING VALUATION 2746 R-3 148,284-00 . OWNER'S MAILING ADDRESS AMANDA2060 CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS BUTTE4069 14TDDEN VALLEY RD, CONSTRUCTION LENDER Fireplace 0 1,500-00 LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 800 or) ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ S59 oo BUILDIN(j'DRU,bPREY CIRCLE, CHICO 11 �J Energy Plan Checking Fee $ 21 00 $ PERMIT FEE $ LOT NO. 30 SUBDIVISIONS NAME ROCK BLUFF PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ER Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 77 r Solar or heat um water heater 23.00 Water piping 15.00 15 00 Each as water heater or vent 15.00 TYPE OF WORK New ❑X Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W1 20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service z'aoq OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is I II force and effect. License Class Lic. No. S l5? 3,� OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My.workers' compensation insurance carrier and policy number are: Carrier Policy Number he above sections need not be completed if the permit is for work of a valuation one hundred dollars ($100) or less.) ppp0 I certity that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall dh comply with th se provisions. �' Date I -"y�' Signature of Applicant - Owner Contractor ❑Agent An OSHA permit is required for excavations over 60" dep and demolitio or construction of structures over 3 stories in hei ht. Main Service To 4s.00 WEE200A NEW CONST. DWELLING OCCUP. SO Occ000Aup, OR ADONS. ( 3 ACC. BLDS. 3.5¢x, =R°.,MULTI.OUTLET @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. .00 EX. Occup. OUTLET OR FDRURES BAL 20 O I.SO Ex. Occup. ollnFTs REESio.OER.A 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 157.73 MECHANICAL PERMIT Filing Fee 20.00 Heating 2 15.00 30.00 Cooling 2 15.00 30.00 Hood 6.5o 6.50 Ventilation PERMIT FEt $ 86.50 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ _ 1 CONST. TYPE VN TOTAL FEE $ 1909.23 HAZ. f D FE IMP FLOOD X COF PARCEL PD H X X ISSU This permit is hereby Issued under the applicable of the Butte County Code and/or Resolutions indicated above for which fees have been By PERMIT EXPIRES ON provisions to do work paid. ate 4101 oz e Receipt No. cp °) � •� WHITE •D.D.S.--8. D. CANARY -ASSESSOR PINK -IN CTOR GOL ENROD-APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION � " J 7 County Center Drive a Oroville, California. 95965 •Telephone (530) 538-7541 PERMIT N0. ,Rev.,2AQj APPLICATION AND PERMIT ae- ► N"�°' -- (o 80-f)- 3 6-_ BUILDING PERMIT /1 k n n �, i_ i�agi.� �c ' A"`c)/�F SO. FT. I OCC. BUILDING VALUATION _ p01�Ta{ICTIOM uioew unoom wwrsa acosas Mc+ertcr as ammm a%o+crear an 0800=1 S ALM Aooees M LA fs-yd6— Total Valuation 20. *PERMIT FEE PAID % 00 -0 O SRA " ' 'RC1. Oo SHERIFF $ OTHER $ AMOUNT RECEIVED $ *RECEIPT NUMBER * TO BE PUT INTO COMPUTER Ex. Occup. «m ET oe wnwo �3 • ars L PAWIL YAP PLUMBING PERMIT Filing Fee 20.00 Moble Home Facilities 20.00 Misc. Wiring Each Trn 7.00 Cooling2„. � USEOF8TRUCTtJRE Hood 8.50 (n '50 Solar or heat pump water heater 23.00 S �] Duplex O Mobilehome O Other Water piping 15.00 'PSP Each as water heater or vent I 15.00 .DO ? TYPE OF WORK Gas piping system 1 -5 outlets 15.001,5'(10 Yt�Iew AddRion O Remodel O Utilities E3 Installation O Other O Buldin sewer 15.00 Moble Home S G W Q20.00 Describe Work: PERMIT IFEE_ ELECTRICAL PERMIT Filing Feel 20.00 LESS Main Service 20o ami LESS 23.00'193,0() Main Service 2wA To IowA 48.00 taw CONST. pWEL.NOOCCYP. !d 3.5tfr. a A4C. e�*- allADD".NtW (jv rum wo�►aa�o. �u�navner @7.50 *PERMIT FEE PAID % 00 -0 O SRA " ' 'RC1. Oo SHERIFF $ OTHER $ AMOUNT RECEIVED $ *RECEIPT NUMBER * TO BE PUT INTO COMPUTER Ex. Occup. «m ET oe wnwo s Ex. Occu ovrtara opo. a 5.00 Temporary Service 23.00 Moble Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE s MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling2„. Hood 8.50 (n '50 Ventilation PERMIT FEt = V Moble Home Installation Fee $ Energy Inspection Fee ± •(�� 3O0N6T591t TOTALFEEatP CO/eeThis permit Is hi under the appiica Is provlsionsf of the Butte County Code and/or Resolutions to do woM11 Indicated above for which fees have been paid. By Date PERMIT EXPIRES ON PA I_ r - COUNTY OF BUTTE-, DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILI.E, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 -r . ./",,,fir �•�- `� PERMIT APPLICATION DATA SHEET OWNER: (J�-t�-Q ASSESSOR PARCEL NUMBER:go Proposed Building Use: :5. �. H Building Inspector: Date: _ / -c2 f 20 At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By El1. All items have been submitted.-------------------------------------- --------------------------------------------- 02. Plot plans, 3/4 sets, signed by the preparer of plans. ------------=' --------------------------------------------- 03. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ 116. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ anufactured Home data and installation instruct ons including,Tie Down Specifications.------------------ Feesof $ lT--��L--��--Z-------------------------------------------------------------- - pact fees as shown on the attached schedule. ��- --------^� -�-- ------ --- -- - -[-- California Department of Forestry clan arrrova ee . Yh -------- q4 3 . Flood elevation certificate. ----------------------------------------- --------------------------------------------------- W /� 4. Sanitation and plot plan approval(,. Health Department. ------------------------------------------- 95 U 01 ❑ 15. Ci of Chico plumbing permit. ----------------------------------------------------------------------------------- El16 lot plan and business license approval from the City of Biggs. ---------------------------------------- W87. — Planning approval for (A) Use: (B) Parking: ---------------- -- . Contact Land Development about Improvements, ❑Drainage, Legal Parcel. ---------------- El 19. Encroachment Permit for driveway (construction approval prior to occupancy). --------------------- El 20. Pre -inspection for required Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). ❑22. Workers' Compensation carrier and policy number. ----------------------- E123. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). - Otter of signature authorization. ------------------------------ Recorded copy of Agricultural Acknowledgment Statement. ❑ 26. Letter of intent on building use.-------------------------------- 1127. ------------------------------- ❑27. Manufactured Home utility clearance. ----- 028. Existing violations and/or expired permits. ❑29 ❑433 A, Grant Deed, W3 U. Other: Title, ❑ Check to H.C.D $ (Date) ;;I.enou issueie pernmitprocess as follows ❑Mail to owner^❑ ail to contractor. elephone :7 G� �C� and hold for pickup at 1.� office. ❑'Deliver with inspector. �'r2 uc 7 . /2,—V16W 3// 6/0/ `� Applicant: �6 �` Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, p Other: Data: ^Z By: -/ 1. Index permit application for the above items numbered: 1 Check List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mai , ❑ Building DIvision counter, Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, w ised of the above requirgd tp ❑ phone, ❑ mail, ❑ Building Divi 'e unter, by D te; Plans reviewed by: Date: LL Plans approved by: VVfA Date: Sets of plans on hold in ❑ Plan Cabinet, 0 A.P. folder. Note transfer by: IDate: Yellow Copy - Department of Development Services, Building Division. Elfh%USE ONLY' Plotf4anAnsched Floor Plan Anacfied Y4j Sent to S.D. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance 6. R - j QIi-&AQ-035-* Owner V Location AP# Plan Approved for: Sewage Disposal X Water Supply: Public Private Well Clearance for 4� dwelling. Other kOK uz,12t-- ,t- I in ASA 14" - nal for: Final clearance O.K. for: NOTE: Environmental Health Specialist 8/96 -I/J]��) ( Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION - 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 SCHEDULE OF FEES DUE I n . OWNER PROPOSED BUILDING USE 1. BUILDING PERMIT FEES Z�� • 2 -- Balance Due ................ $ -- Additional Fees Due ........... $ -- Additional Fees Due ........... $ -- Revised Plan Checking Fee ....... $ 2. SCHOOL DISTRICT FEES C. / (paid at District Office) 1 3. SHERIFF FEES (paid at Building Division) Residential ........ x $360.00= $ 3(aQ. Units Commercial (sq.ft.)... x $0.03 = $ Sq.Ft. /0 4. URBAN AREA FEES (paid at Building Division) Residential (per unit) . x : = $ #Units Amt. Commercial (sq.ft.) .. x =$ Sq. Ft. Amt. &5. RECREATION DISTRICT FEES (paid at District Office) c� 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK t"' 3 bol 15 2 $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. #_ DATE J'ZS-D1 RECEIPT # DATE REC 1/0� At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPI:ICANT DATE _� 5-61 Pursuant to Government Code Section 66020, you ar hereby notified that items 2,3,4,5,6,8,9, and 10 above may have been imposed on your project. You have 90 days from the date of appro i of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 2/97) BUTTS COUNTY PARKS DSVBI,OPMNT FSE CERTIFICATION FORM CHICO AREA RECREATIO©N AND PARK DISTRICT Assessor Parcel Numbers) Property Owner _ (. Vl._ jj IC�.�ri.-A Project Location/A-ddress UVu Subdivision.Lot Number(s) Q O Residential Development: (check one) G XNew Development _Alteration/Addition _Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units ' Comment: wilding Department Representative Date wwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*www�rw Chico Area Recreation and Park District(CARD) certifies that Ra k•e '� oStn (Applicant; Name) (Phone Number) (Street Addr ss) U (City) (State) (Zip Code) -has complied with the requirements of Butte Co. Resolution No. 90-140 by payment for dwelling units @ $1,189 for total payment of $ d, CARD Representative '1 0 - PAID BY CHECK NO. REMARKS: BANK NO . Q01 , PAID BY CASH RECEIPT N0. Distribution: White --Applicant Pink --CARD park.fec (form revised 11/90) Nipyi\1 61 a-�I Date Yellow --Butte Co. Building Dept'. Goldenrod --City of Chico Building Dept. 04/06/01 fl0300, 10 ZZtiti TilTRt. '611ft9,10 BUTTE COUNTY SCHOOLS IMPACTWEE CERTIFICATION FORM (One form per Building) School District Building Department No. A.P. Number 011—&W-0351 Jurisdiction: city County 0 A r-.'\ f I A Property Owner Property Location/Address - Subdivision Lot No. ................................................................................................................... Residential Development ET -]— Sq. Footage OC 1 No Living Mobile Home Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # *(No foundation inspection):: .................................................................................................................. ; Commercial/Industrial Building Department Representative Sq. Footage Date (Including Exterior Roofed Areas) (Floor Plans reviewed by School District Personnel) District Identification No. C) L4 O School District certifies that 'enl LA04 (Applicant) /n �p 1, �j� n / 1 /n �, , . / /7 (Street 7' V has-t'o m- P"�'�ed,with the requirements of Resolution No. representing square feet. 62& A*,C-,,,,- School District Representative 01/- Paid by Check # 14 0V Remarks: (Phone Number) -1,- &,-5 - (State) (Zip Code) 2 7 -7 - o Q by payment of $ J 2 FiAB 926 $ -�� IFULL MITIGATION $ W— L/a Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.x1s (10/98)dmm �t A D WM!0i. RECORDED MAIL TO: i :• 20Q7 1 —�0i 1 t�480 . BUTTE COUNTY BUILDING DMSION 7 COUNTY CENTER DRIVE Recorded I REC FEE 19.00 oxovn.LE,cA9s%s 19.00 yyRecords I COPIES 1.00 County I /— CANDACE J. GRUBBS I G % Recorder I ( ROSEMARY DICKSON I Assistant I Vickie 03:44PM 16 -Mar -2001 I Page 1 of 5 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this. acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date march 16', 2001 State of California County of Butte PROPERTY JOSHI On 14arch 16, 2001 before me, Taaai Barlow, Notary Public personally appeared RAKESH JOSHI AND PRANIKA JOSHI personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that be/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal Signature ti Seal: TAMI BARLOW Si D g -- COMM. 11289725 A.P. # 0 / / - (o 96 - d 3,S- —OC!XD WNOTARY PUBUC-0AUFORNIA COUNTY OF BUTTE Comm. Expires Jan. 7, 2005 DESCRIPTION THE LAND REFERRED COUNTY OF.BUTTE, PARCEL I: TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: LOT 30,;' AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE 211, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JULY 14, 2,000, IN BOOK 150 OF MAPS, AT PAGES) 7, 8, AND 9. THIS DEED IS MADE AND ACCEPTED UPON THE COVENANTS, CONDITIONS AND RESTRICTIONS AS SET FORTH IN THAT CERTAIN DECLARATION OF RESTRICTIONS RECORDED DECEMBER 21, 1992, UNDER BUTTE COUNTY RECORDER'S. SERIAL NO. 92-58192 AND ANNEXED AUGUST 14, 2000, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 2000-31479, BUTTE COUNTY, CALIFORNIA; 'ALL OF WHICH ARE INCORPORATED HEREIN BY REFERENCE THERETO WITH THE SAME FORCE AND EFFECT AS THOUGH FULLY SET FORTH HEREIN AT LENGTH AND GRANTEES BY ACCEPTANCE OF THIS DEED APPROVE, ADOPT, RATIFY AND AGREE TO THE TERMS OF SAID DECLARATION. AP#: 011-680-035-000 PARCEL II• A 6 FOOT FENCE EASEMENT OVER LOTS 10 AND 11, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL III• THOSE CERTAIN STORM DRAIN EASEMENTS OVER LOTS 12, 13, 14 AND 15, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL IV• A MAIL BOX AREA EASEMENT OVER LOT 1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62,. 63, 64 AND 65. CONTINUED DESCRIPTION - CONTINUED PARCEL V• NON-EXCLUSIVE EASEMENTS FOR INGRESS, EGRESS, SUPPORT, STORM DRAINAGE, WATER SYSTEM AND SEWERAGE SYSTEM OVER COMMON AREA LOTS A AND A-1, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "ROCKY BLUFFS SUBDIVISION, PHASE I", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 13, 1992, IN BOOK 126 OF MAPS, AT PAGE(S) 60, 61, 62, 63, 64 AND 65. PARCEL VI• A NON-EXCLUSIVE EASEMENT FOR THE INSTALLATION, REPAIR, MAINTENANCE, MONITORING AND REPLACEMENT OF SANITARY SEWER FACILITIES AND APPURTENANCES IN, OVER, ACROSS, THROUGH AND ON, INCLUDING THE RIGHT OF ACCESS TO FACILITATE ALL OF THE ABOVE, OVER THE FOLLOWING DESCRIBED REAL PROPERTY: COMMENCING AT THE NORTHEAST CORNER OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M.D.B. & M., AS SHOWN ON THAT CERTAIN MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 14, 1976, IN BOOK 56 OF MAPS, AT PAGE(S) 64; THENCE SOUTH 00 DEG. 40' 55" EAST, 701.41 FEET ALONG THE EASTERLY LINE OF SAID SECTION 3 TO THE NORTHERLY LINE OF THAT CERTAIN REAL PROPERTY DESCRIBED IN BOOK 1502, PAGE 189, OFFICIAL RECORDS, AS SHOWN ON SAID MAP; THENCE LEAVING SAID SECTION LINE, NORTH 57 DEG. 14' 00" WEST, 439.19 FEET ALONG SAID NORTHERLY LINE; THENCE CONTINUING ALONG SAID NORTHERLY LINE SOUTH 62 DEG. 36' 00" WEST, 670.00 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED PROPERTY; THENCE LEAVING SAID POINT OF BEGINNING AND SAID NORTHERLY LINE SOUTH 64 DEG. 37' 21" WEST, 20.14 FEET; THENCE NORTH 25 DEG. 00' 00" WEST, 1.45 FEET; THENCE SOUTH 68 DEG. 45' 11" WEST, 405.72 FEET; THENCE NORTH 25 DEG. 00' 00" WEST, 332.49 FEET; THENCE NORTH 01 DEG. 18' 00" WEST, 228.89 FEET; THENCE SOUTH 54 DEG. 43' 18" EAST, 50.00 FEET; THENCE SOUTH 74 DEG. 02' 40" EAST, 280.00 FEET; THENCE SOUTH 40 DEG. 45' 00" EAST, 356.39 FEET TO THE POINT OF BEGINNING. PARCEL VII• A NON-EXCLUSIVE EASEMENT 30 FEET IN WIDTH FOR INGRESS AND EGRESS OVER THE FOLLOWING DESCRIBED REAL PROPERTY: COMMENCING AT THE NORTHEAST CORNER OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M.D.B. & M., AS SHOWN ON THAT CERTAIN MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 14, 1976, IN BOOK 56 OF MAPS, AT PAGE(S) CONTINUED DESCRIPTION - CONTINUED PARCEL VII - CONTINUED 64; THENCE SOUTH 00 DEG. 40' 55" EAST, 701.41 FEET ALONG THE EASTERLY LINE OF SAID SECTION 3 TO THE NORTHERLY LINE OF THAT CERTAIN REAL PROPERTY DESCRIBED IN BOOK 1502, PAGE 189, OFFICIAL RECORDS, AS SHOWN ON SAID MAP; THENCE LEAVING SAID SECTION LINE, NORTH 57 DEG. 14' 00" WEST, 439.19 FEET ALONG SAID NORTHERLY LINE; THENCE CONTINUING ALONG SAID NORTHERLY LINE SOUTH 62 DEG. 36' 00" WEST, 670.00 FEET; THENCE LEAVING SAID NORTHERLY LINE NORTH 40 DEG. 45' 00" WEST, 356.39 FEET TO THE TRUE POINT OF BEGINNING FOR THE FOLLOWING DESCRIBED PROPERTY; THENCE LEAVING SAID POINT OF BEGINNING AND CONTINUING NORTH 40 DEG. 45' 00" WEST, 54.65 FEET; THENCE NORTH 74 DEG. 02' 40" WEST, 247.07 FEET; THENCE NORTH 54 DEG. 43' 18" WEST, 45.92 FEET; THENCE SOUTH 88 DEG. 42' 00" WEST, 454.99 FEET; THENCE SOUTH 08 DEG. 40' 00" WEST, 30.46 FEET; THENCE NORTH 88 DEG. 42' 00" EAST, 460.27 FEET; THENCE SOUTH 54 DEG. 43' 18" EAST, 50.00 FEET; THENCE SOUTH 74 DEG. 02' 40" EAST, 280.00 FEET TO THE POINT OF BEGINNING. PARCEL VIII• THE RIGHT OF ACCESS TO FACILITATE THE INSTALLATION, USE, REPAIR, MAINTENANCE AND REPLACEMENT OF SANITARY PIPELINES OVER THE FOLLOWING DESCRIBED PROPERTY: A STRIP OF REAL PROPERTY FIFTEEN (15) FEET IN WIDTH, LYING TEN (10) FEET ON THE NORTHEASTERLY SIDE AND FIVE (5) FEET ON THE SOUTHWESTERLY SIDE OF THE FOLLOWING DESCRIBED LINE: COMMENCING AT THE NORTHEAST CORNER OF SECTION 3, TOWNSHIP 21 NORTH, RANGE 2 EAST, M.D.B. & M., AS SHOWN ON THAT CERTAIN MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 14, 1976, IN BOOK 56 OF MAPS, AT PAGE(S) 64; THENCE SOUTH 00 DEG. 40' 55" EAST, 829.98 FEET ALONG THE EASTERLY LINE OF SAID SECTION 3.TO THE SOUTHERLY LINE OF THAT CERTAIN REAL PROPERTY DESCRIBED IN BOOK 1502, PAGE 189, OFFICIAL RECORDS, AS SHOWN ON SAID MAP; THENCE LEAVING SAID SECTION LINE, SOUTH 62 DEG. 35' 16" WEST, 622.00 FEET ALONG SAID SOUTHERLY LINE TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE LEAVING SAID LINE, NORTH 66 DEG. 44' 39" WEST, 52.39 FEET; THENCE NORTH 45 DEG. 34' 36" WEST, 48.87 FEET; THENCE NORTH 48 DEG. 40' 56" WEST, 58.92 FEET; THENCE NORTH 48 DEG. 13' 31" WEST, 31.10 FEET; THENCE NORTH 50 DEG. 34" 20" WEST, 21.62 FEET; THENCE NORTH 46 DEG. 45' 22" WEST, 31.41 FEET; THENCE NORTH 51 DEG. 39' 25" WEST, 67.04 FEET; THENCE NORTH 51 DEG. 10' 20" WEST, 120.63 FEET; THENCE NORTH 49 DEG. 42' 38" WEST, 112.83 FEET TO THE SOUTHERLY BOUNDARY LINE OF THAT CERTAIN REAL PROPERTY DEEDED TO THE COUNTY OF BUTTE MARCH 26, 1975, IN BOOK 1976, PAGE 114, OFFICIAL RECORDS, AND THE TERMINATION OF THE HEREIN DESCRIBED LINE. CONTINUED �lr DESCRIPTION - CONTINUED PARCEL VIII - CONTINUED• THE SIDELINES OF THE HEREIN DESCRIBED EASEMENT ARE TO BE EXTENDED OR FORESHORTENED SO AS' TO INTERSECT THE SOUTHERLY LINE OF SAID PROPERTY DESCRIBED IN BOOK 1502, PAGE 189, OFFICIAL RECORDS AND THE SAID SOUTHERLY LINE OF THE PROPERTY DESCRIBED IN BOOK 1976, PAGE 114, OFFICIAL RECORDS. February 9, 2001 Department of Development Services Building.. Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 '(530) 538-2,140 FAX Rakesh and Bobbi Joshi 2060 Amanda Way, Apt. 111 Chico, CA 95928 Re: Building Permit Number: 01-0159 Assessor's Parcel Number: 011-680-035 - This office has performed the structural review of the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calc ations as follows: Provide shear wall panels on the plans as specified in the structural calculations. The shear wall schedule shown on the plans does not match the schedule shown in the calculations. The calculations specify two 5' long #2 or #5 shear wall panels along wall line G. T e plans indicate 4' type S shear walls. Type. S. shear walls are not shown in the shear wall schedule on the plans. Please clarify. Ox Provide #11 shear wall panels along wall lines 3 and :' -4 as specifie structural calculations. The structural calculations require an addition 3' long panel and 4' long panel. - STICL MtMNL, �t ��N AtON6 W 3 40-u S Lselse L, rovide collector straps on the plans as specified in the structural calculations. tN CA-,�. rovide verification from the truss manufacturer that all trusses intended to carry drag forces have been designed accordingly. �im`zShow boundary nailing requirements for all drag trusses on the roof plan. Please key all details to the plans. Plan check will continue upon receipt of the above items and those items listed in the letter sent to you from Martha Whitney on February 2, 2001. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Philo Hunt, P.E. Plan Check Engineer cc: Larry Warner, AEC Group k S c u S S,Lzq) _ W l L. A -a -y W A11- \ M-72 Vxi t. A-oniz�s s S 3� v6' N REVIEW RESPONSEOORM In order to expedite the review of your pmns, please complete the following information and return this form with your re- submittal. this form is not complete, as to all correction items. we will not be able to accept your resubmittal for review. There must be a vali response to every item requested in our plan correction letter. "By others" is not considered a valid response. Please indicate yo,, response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL- DI AMC 1 A-1 ASSESSORS PARCEL NUMBER c, PERMIT NUMBER ` O\ \' U?3-0 RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: N oT PLAN CHECK ITEM #, RESPONSE BY: LOCATION ON PLANS/CALCS: 2 - COMMENTS: COMMENTS: PLAN CHECK ITEM N RESPONSE BY: LOCATION ON PLANS/CALCS: 3 �o UJaro(� Z-)\-2 / ST ( LA AA 1. S S I N C- -' ? A -Ne-?- CAI L. (Al 'G:" PLAN CHECK ITEM N RESPONSE BY: LOCATION ON P 5\-3 PLAN CHECK ITEM # RESPONSE BY: ��v�5 --•�.m � LOCATION ON PLANS/CALCS: aAA- C\Chec\ COMMENTS: Pr N REVIEW RESPONSE V#RM - In order to expedite the review of youplease complete the -following information and -return this form with your re -submittal this form is not complete. as to all correction items, we will not be able to accept your re -submittal for review. There must be a vali response to every item requested in our plan correction letter. "By others" is not considered a valid response. Please indicate yon response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL 0i Auc CORS PARCEL NUMBER 0k1-CQ,?_�-o- 01 I 0k- C7A5R PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: '•'. PLAN CHECK ITEM RESPONSE BY: hors Wcw ntsc LOCATION ON PLANS/CALCS: COMMENTS: S: N ON PLANS/CALCS: S: February 9, 2001 0 Department- of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Rakesh and Bobbi Joshi 2060 Amanda Way, Apt. 111 Chico, CA 95928 Re: Building Permit Number: 01-0159 Assessor's Parcel Number: 011-680-035 I This office has performed the structural review of the above referenced building plans. Please provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Provide shear wall panels on the plans as specified in the structural calculations. The shear wall schedule shown on the plans does not match the .schedule shown in the calculations. 2. The calculations specify two 5' long #2 or #5 shear wall panels along wall line G. The plans indicate 4' type S shear walls. Type S shear walls are not shown in the shear wall schedule on the plans. Please clarify. 3. Provide #11 shear wall panels along wall lines 3 and 4 as specified in the structural calculations. The structural calculations require an additional 3' long panel and 4' long panel. 4. Provide collector straps on the plans as specified in the structural calculations. 5. Provide verification from the truss manufacturer that all trusses intended to carry drag forces have been designed accordingly. 6. Show boundary nailing requirements for all drag trusses on the roof plan. - 7. Please key all details to the plans. Plan check will continue upon receipt of the above items and those items listed in the letter sent to you from Martha Whitney on February 2, 2001. Additional items may be required when plan check is resumed. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, cs�( A I� N /i�M I` Philo Hunt, P.E. Plan Check Engineer cc: Larry Warner, AEC Group February 2, 2001 Rakesh and Bobbi Joshi 2060 Amanda Way Apt. 111 Chico, CA 95928 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530)538-7541. (530) 538-2140 FAX Parcel Number: 011-680-035 Building Permit Number: 01-0159 This office reviewed building plans for the permit application referenced above. The plans examiner's comments are listed in Part I below. Please respond in writing to each comment in Part -I by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Indicate which detail, specification or calculation shows the requested information. Additional response information is included on the response form. Your complete and clear response will expedite the recheck and approval of this project. If more than one party is responsible for plans, all party's must respond on the PLAN REVIEW RESPONSE FORM. PART -I Provide additional information and/or make revisions to plans, specifications and calculations as follows: r'rovide an erosion control plan (three copies), prepared by a licensed professional. Minimum size of the door leaf for the main exit door can be no smaller than three feet in width. Please revise front door to meet this code requirement. /Provide manufacturer's specifications for a heating unit with an AFUE of 90 and a cooling unit with a SEER of 13. (Provide two copies of each unit.) of the building plans by the Butte County Building Division engineer has not been (�Review mpleted at this time. Any additional comments from the engineer will be addressed in separate correspondence. Please note: Your parcel map has a requirement stating that any earthwork or site development must be limited to the dry season (May through October). An application must be made to request that this condition be changed to the requirements shown in item number one above. Permits cannot be issued for this subdivision until the application has been submitted to the Planning Division of Deve O ment Services' of Butte County. If you've any additional questions regarding this item please contact Steve Hackney at (530) 538-7601. Plan check will continue upon receipt of all of the above items. Additional comments may be generated from your response above where the plan documents were incomplete, inconsistent or not adequate to depict code compliance.. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. PART -II The items identified below must be submitted prior to permit issuance. These items were noted at the time of permit application on the PERMIT APPLICATION DATA SHEET. 1. Complete and return your school impact fee form. 2. Complete and return your park fee form. 3. Provide health department clearance for sanitation and plot plan. 4. Balance of fees for building permit is $1207.23 5. Sheriff Fee is $360.00 ncerel rtha itney Plans Examiner GC cc: AEE Group APPLICANT: OWNER: PERMIT A. P. WORK DESCRIPTION: PRC, ECT PROCESSING RFr'OR.D Zl �lLo-t-A. ,q.91-0( RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEXAND ' MISCELLANEOUS ONLY Owner: JCK7""�' Building Permit Number: Plans Examiner. i� A. P. Number. G NERAL: kZoning requirements — (number of permitted living units). 2. Building permit valuation. .,2' Plans signed by the designer. Proper description of work on the application. � Existing violations on the property. �6 Recorded notice of violation. PLOT PLAN: Complete parcel size and dimensions. 2. Setbacks, side yard, easements, Etc. Other buildings or structures. Grading, fills and/or drainage. Now Rev i S i erg 5 Flood halard. Ofs, pecial conditions on Parcel Map (Noise, SRA. Fire Sprinklers, Water Tender, Traffic an Drainage es)•Dct .KiC�O 6Y1 C �e/J t �Yl b ( (�C Q� �%YU i FAU & FAS road setback. Q �! Building or utilities across lot lines (record form). FLOOR PLA.: Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 106.3.3). (Yl fh 3 o'k ,a! 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). ,a". Egress windows (Uniform Building Code section 310.4). Skylights (Uniform Building Code'section 2409 & 2603.7). ' Glazing in Hazardous locations (Uniform Building Code section 2406). fal Required room sizes and ceiling heigh&(Uniform' Building Code section 310.6). / GFCI in baths, garage, kitchen; wet bar;' and eiderior receptacles (NEC 210). ,8' Prohibited locations of gas water heaters (Unifoim'PlmisliMg Code 509& 1213.5). Prohibited locations of gas hea*i equipm6ti-!' nifo ns Mechanical Code 304.5). �6. Garage firewall separation i+aqwred onrgarage stde'tacTn'dmg srfpportrng walls andposts (Uniform Building Code section 302.4 Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). Smoke detectors (Uniform Building Code section 310.9:1). ,,Z' Yater closet clearances (Uniform Plumbing Code 408.5). Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). 9 Pagel of2 • 0 UCTiJRAL DETAILS: ---.� ; Conventional constru — shaped buildings rm Building Code section 2320.5.4). 1_ - Standard bracinengineered esi g nifor�i BuiTdmg Code se6tion 2320.11.3). 3 Clerestory requiring anti g and/or engineering. 4 Ihree story building requiring engineered calculations and plans. 5 Foundation plan complete enough to construct building. 6: Floor construction details complete enough to construct building. 7. Elevations and wall construction details complete enough to construct building. 8. Roof construction details complete enough to construct building. 9. Rafter ties or bearing ridge beam. 10.. Ai cplace construction details and calculations if necessary. 11. Garage door header size(s). 12. Porch header size(s). 13. Stud heights. 14. Expansive soil — special foundation design required. 15. Retaining walls requiring design. 16: Special Inspection requirements. 17. Header sizes.. 18.G ypsum wallboard nailing inspection required. MISCELLANEOUS ITEMS: 1. Stairway details — landings, rise and run, head. clearance, handrails (Uniform Building Code section 1006): f 2. Guardrails (Uniform Building Code section 509). 3 �:=Brick or stone veneer (Uniform Building Code section 1403). 4: Exterior plaster— weep screeds (Uniform Building Code section 2506.5). 5. Roofpitch for roof covering (Uniform Building Code Table 15-B-1& 2,15-D-1 & 2). ����e = (fire hazard). protection. .8. 3¢" halls and stairways (Uniform Building Code section 1004.3.3.2). 9. Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). M. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 11: Attic access and ventilation (Uniform Building Code section 1505). 12: Combustion air for fuel burning appliances — LPG requi=emeats. - Sound requirements. Energy design compliance and supporting documentation. Q� 5: Flashing at all exterior openings. I 16. CDF responsible area requirements. �i� d 17. Building Permit requirements: nU�✓- 17.1. SRA. �� l�' J r 17.2. Flood elevation certificate. 17.3. Fire Sprinklers required. . 17.4. Special Inspection requirements. :. 17.5. Use Permit conditions. - 17.6. Sub -Standard Housing letter. Page, 2 of, 2 r L.rlf'IITED�. " STRUCTURAL GAL.G U LATI O N S FOR GUSTO" H O"E _ FOR 12AKE5H $� BOBBI JOSHI JOB SITE LOT 30 ROCKY BLUFFS SUBDIVISION CHICO, CA A•E•C D� �avTTP 7. : 1LDiNG DEPARTP EN' ARCHITECTURE + ENGINEERING + CONSULTING Larry J. Wamer A.I.A., ARCHITECT .A P P P O V FP 3 555 FLYING V ST., SUITE 3 / CHICO, CALIFORNIA 95928 530-892-8008 /� �a P PROJECT: JOSHI RESIDENCE._..PROJ. No. AR025JOI LOCATION: CHICO, CA DATE: 01/02/01 BY: LJW PAGE 1 OF CODES: Uniform building code, 1997 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition RITC, Timber Construction Manual MATERIAL: Concrete: f = 2,500'psi min. @ 28 days. . Masonry: f c = 1500 psi Mortor: f = 1800 psi, Type "S" Grout: f = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe: ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or equal Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC A190.1-1983 .. Simple Spans: 2417-V4'Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20 psf non -Snow Floor Live Load: 40 psf Seismic Zone: 3 Wind Speed: 75 mph Exposure: C Method.2 used unless noted otherwise.. Allowed Soil -Bearing: 1,500 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of AEC Group, Larry J. Warner AIA, Architect: Verification of the soil conditions at the project site to determine the expansive or bearing capacity is by others. AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 44 PROJECT: JOSHI RESIDENCE PROD. No. AR025JOI LOCATION: CHICO, CA DATE: 01/02/01 BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS CONVENTIONAL FRAMED ROOF ROOFING 9.0 PSF 1/2" CDX PLY 1.5 TJ1 @ 24" O.C. 1.1 TH@24"O.C. 1.1 5/8" GYP BRD. 2.8 INSUL 0.5 MISC 0.5 TOTAL 16.5 PSF USE 19.0 PSF. FLOOR SYSTEM 6.0 PSF ( 2x FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF JOIST . 2.2 INSULATION 0.6 GYP 2.8 FLOORING 1.5 MISC 0.5 TOTAL 9.9 PSF TOT USE 10.0 PSF. EXTERIOR FRAMED WALLS EXT. FINISH 6.0 PSF SHEAR PLY 1.5 FRAMING 2.0 GYP BRD , 2.2 INT. FINISH 0.2 INSUL 0.3 TOTAL 12.2 PSF USE 12.2 PSF. CONCRETE FLOOR SLAB 15.0 PSF SHEATHING 2.3 FRAMING 3.5 INSULATION 0.5 TOTAL 21.3 PSF USE 22.0 PSF TRUSSED ROOF SYSTEM ROOFING 9.0 PSF 1/2" CDX PLY 1.5 TRUSSES @ 24" O.C. 3.5 5/8" GYP BRD. 2.8 INSUL 0.5 MISC _. 0.5 TOTAL 17.8 PSF USE 19.0 PSF. ( I -JOIST FRAMING FLOOR) 3/4" CDX PLY AL 2.3 PSF I -JOIST 1.4 5/8" GYP BRD 2.8 MISC& INSUL 1.5 FLOORING 1.5 TOTAL 9.5 PSF USE 10.0 PSF. INTERIOR FRAMED WALLS GYP. BRD 2.2 PSF FRAMING 2.0 GYP. BRD 2.2 FINISHOES - N/A INSUL N/A TOTAL 6.4 PSF USE 6.4 PSF. AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 F MMM■EMME -J , v i11 MMM■EMME -J , v A . T r- - - - - - - - - - - - - - - - - I I ' 4 1 I' 'i 1 r ► 38340 L I r- - - - - - - - - - - - - - - - - I I ' 1 I' I L I I Lp I ' n -z � I 1 � I XVW dO ow 1 , � I . iI I ❑. I X I I , I � I I 1 _ J � I I I I I ' � I I 1 ' 1 ' I I LLJ Li I I L— - — — - — — - — - — - — - — - — - — - — - _ _ _ I I I�I p gpQ ' 'FP J pm I f 1 3ippLz X%� ' �x�� ; I� � 1 ... Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI, AEC Group on:.01-04-2001 : 11:17:17 AM Project: AR025JOl - Location: GDH-1 GARAGE DOOR HEADER S= Summary: e 3,5 111x 9 �N x 1�.5 FT 2.0E Par lam - Trus Joist -MacMillan 9.5 ec n Adequare ay` u 1 o o r ling Factor: Moment of Inertia / Depth Required 8.7 In Deflections: IN2 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: . TL-Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loading: Roof Live Load -Side One: .. LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: _ . TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: _ TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope Adjusted Beam Loading: Beam Uniform Live Load: wL= Beam Uniform Dead Load Adjusted for Rafter Pitch: wD_adj= Total Uniform Load: WT= Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.03 Fv': " Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 8.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: M= LVE 0.57 IN 0.35 IN = U571 0.92 IN = U216 792 LB 1301 LB 2093 LB 0.80 IN 16.5 FT 0.0 FT 6 : 12 240 180 99 SF One 16 PSF 22 PSF 4.0 FT 16 PSF 22 PSF 2.0 FT 1.15 10 PLF 96 PLF 158 PLF 254 PLF 2900 PSI 290 PSI 2000000 PSI 750 -PSI 3433 PSI 334 PSI 8634 FT -LB 2093 LB Sreq= 30.2 IN3 S= 49.9 IN3 - ' Areq= 9.5 IN2 A= 32.3 IN2 Ireq= 192.3 IN4 - 1= 230.8 IN4 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) 1 Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:05:30 AM Project: AR025JOl - Location: HDR -1 10 Summary: ,s -" 846 3(5 IN'x-9-25-IN,x 8"OFFT /_2.0 Parallam - Trus Joist -MacMillan 1130 Section -Adequate By: 9.2% Controlling Factor: Section Modulus / Depth Required 8.85 In Center Span Deflections: LB Dead Load: DLD-Center= Live Load: - LLD-Center-- LD-Center=Total TotalLoad: TLD -Center - Center Span Left End Reactions (Support A): PSI Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactiorls (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity riot checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: �. Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: - wT-2= Point Load 1 Live Load: - PL1-2= Dead Load: PD1 -2= Location (From left end of span): X1-2= Properties For. 2.0E Parallam- Trus Joist -MacMillan - Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4.96 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= 1= 0.16 IN 0.11 IN = U860 0.27 IN = U359 1832 LB 2560 LB 4392 LB . 1.67 IN 2114 LB 2949 LB 5063 LB 1.93 'IN 8.0 FT 0.0 FT 8.0 FT 1.00 360 240 352 PLF 484 PLF 10 PLF 846 PLF 1130 . LB 1556 LB 5.0 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2985 PSI 290 PSI 11375 -FT-LB 5063 LB 45.8 IN3 49.9 IN3 26.2 IN2 32.3 IN2 154.2 IN4 230.8 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01b Bv: Larry Warner AIA CSI , AEC Group on: 01-04-2001: 41:47:38 AM Project: AR025JOl - Location: HDR-2 TYP HEADER Summary.: t3.5 IN x 9.25 IN x 6.5 FT / 2.0E Parallam -Trus Joist-MacMillan - Section-Adequate-By:-93:1%Controlling Factor: Area / Depth Required 6.02 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.04 IN = U2002 Total Load: TLD= 0.10 IN = L/782 Reactions (Each End): Live Load: LL-Rxn= 1456 LB Dead Load: DL-Rxn= 2271 LB Total Load: TL-Rxn= 3727 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.42 IN Beam Data: Span: L= 6.5 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Non-Snow Live Load: Roof Loaded Area: RLA= 182 SF Live Load Method: Method = One Roof Loading: Roof Live Load-Side One: LL1= 16 PSF Roof Dead Load-Side One: DL1= 22 PSF Tributary Width-Side One: TW1= 26.0 FT Roof Live Load-Side Two: LL2= 16 PSF Roof Dead Load-Side Two: DL2= 22 PSF Tributary Width-Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 10 PLF Slope Adjusted Beam Loading: _ Beam Uniform Live Load: wL= 448 PLF Beam Uniform Dead Load Adjusted for Rafter Pitch: wD_adj= 699 PLF Total Uniform Load: WT= 1147 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 3433 PSI Adjustment Factors: Cd=1.15 Cf=1.03 FV: Fv'= 334 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: " M= 6057 FT-LB 3.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear. V= 3727 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 21.2 IN3 S= 49.9 IN3 Area: Areq= 16.8 IN2 •A= 32.3 IN2 Moment of Inertia: Ireq= 53.2 IN4 - ' 1= 230.8 IN4 Multi -Loaded Beam[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 12:19:14 AM Proiect: AR025JOl - Location: HDR -20 PSI Summary: PSI 3.5 IN x 9.25 IN,x,5.5 FT ! 2.0E Parallam - Trus Joist -MacMillan PSI Section Adequate By: 20.6% Controlling Factor: Section Modulus ! Depth Required 8.42 In Center Span Deflections: - Dead Load: DLD-Center= Live Load: LLD -Center - Total Load: TLD -Center - Center Span Left End Reactions (Support A): Live Load: - LL-Rxn-A= Dead Load: DL-Rxn-A= . Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions, (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: . U Total Load Deflect. Criteria: " ' U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 Live.Load: PL1-2= . Dead Load: PD1 -2= Location (From left end of span): X1-2= Properties For: ZOE Parallam- Trus Joist -MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: _ E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2.75 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At left support of span 2 (Center Span) Critical shear created by.combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= I req= 1= 0.06 IN 0.04 IN = U1476 0.10 IN = U634 2087 LB 2731 LB 4817 LB 1.84 IN 2087 LB 2731 LB 4817 LB 1.84 IN 5.5 FT 0.0 FT 5.5 FT 1.00 360 240 352 PLF 418 PLF 10 PLF 780 PLF 2237 LB 3107 LB 2.75 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2985 PSI 290 PSI 10298 FT -LB 4817 LB 41.4 IN3 49.9 IN3 25.0 IN2 32.3 IN2 87.4 IN4 230.8 IN4 Multi -Loaded Beamf 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-24.2001 : 12:21:48 AM Protect: AR025JOl - Location: HDR -30 Summary: - 3.5 IN x 9.25 IN x 6.5 FT / 2.0E Parallam - Trus Joist -MacMillan Section Adequate By: 130.3% Controlling Factor: Section Modulus / Depth Required 6.1 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD -Center - Total Load: TLD-Center-- LD-Center=Center CenterSpan Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B).- ):Live LiveLoad: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: - L2= Center Span Unbraced Length -Top of Beam: Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load:., wD-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 _ , Live Load: PL1-2= Dead Load: PD1 -2= Location (From left end of span): X1-2= Properties For: 2.0E Parallam- Trus Joist -MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3.51 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2' Maximum Shear: V= At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= - 1= 0.04 IN 0.03 IN = U2332 0.08 IN = U998 966 LB 1269 LB 2235 LB 0.85 IN 1032 LB 1362 LB 2394 LB 0.91 IN 6.5 FT 0.0 FT 6:5 FT 1.00 • 360 240 176 PLF 209 PLF 10 PLF 395 PLF 854 LB 1207 LB 3.5 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2985 PSI 290 PSI 5392 FT -LB 2394 LB 21.7 IN3 49.9 IN3 12.4 IN2 32.3 IN2 55.5 IN4 230.8 IN4 Floor Joist( 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-04-2001 : 11:11:36 AM Project: AR025JOl - Location: FJ -1 TYP FLOOR JOIST IN Summary: TJ1 PRO 120TS /'9.5 - Trus Joist -MacMillan x 11.0 FT (cD 16 O C FT -LB Section Adequate By: 92.7% Controlling Factor: Allowable Deflection LB • I -joists were designed for simple spans using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. 1008 Joist Span Deflections: - Dead Load: DLD-Center- Live Load: LLD -Center - Total Load: - TLD -Center - Joist Span Left End Reactions (Support A): 141000000 Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Joist Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length.Required (Beam only, Support capacity not checked): BL -B= Joist Data: Joist Span Length: L2= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Joist Span Loading: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT-2= Properties For. TJI PRO 120TS / 9.5- Trus Joist -MacMillan Depth: .. D= Moment Capacity: Mcap= Shear Capacity: - • Vcap= El:.. El= End Reaction Capacity: Rcap= Comparisons With Required Sections: _ Maximum Moment: M= Adjusted Moment Capacity: Mcap-adi= Maximum Shear.. V= Adjusted Shear Capacity: Vcap-adi= EI Required: EI -req= EI: El= Maximum End Reaction: Rmax= Adjusted Reaction Capacity: Reap-adj= 0.04 IN 0.14 IN = U925 0.18 IN = L/740 293 LB 73 LB 367 LB 1.75 IN 293 LB 73 LB 367 LB 1.75 IN 11.0 FT 1.00 480 360 40 PSF 10 PSF 50 PSF 67 PLF 9.5 IN 2570 FT -LB 1120 LB 141000000 LB-IN2 1120 LB 1008 FT -LB 2570 FT -LB 367 LB 1120 LB 73176520 LB-IN2 141000000 LB-IN2 367 LB 1120 LB Uniformly Loaded Floor Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-04-2001 : 11:12:43 AM Protect: AR025JOl = Location: FG -1 TYP FLOOR GIRDER .. Summary: ( 2 ) 1.75�IN 5 IN x 6.0 FT / 1�9E Microllam - Trus Joist -MacMillan - Section Adequate By: 43.7%• Controlling Factor: Moment of Inertia / Depth Required 4.87 In Deflections: Dead Load: _ DLD= 0.04 IN Live Load: LLD= 0.14 IN = U517 Total Load: TLD= 0.18 IN = U410 Reactions (Each End): Live Load: ' LL-Rxn= 1320 LB Dead Load: DL-Rxn= 348 LB Total Load: TL-Rxn= 1668 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.64 IN Beam Data: Span: L= 6.0 FT Unbraced Length -Top of Beam: Lu= 1.34 FT Live Load Deflect: Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40 PSF Floor Dead Load -Side One: DL1= 10 PSF Tributary Width -Side One: TW1= 5.5 FT Floor Live Load -Side Two: LL2= 40 PSF Floor Dead Load -Side Two: DL2= 10 PSF Tributary Width -Side Two: TW2= 5.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 440 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD=' 116 PLF Total Maximum Load:wT= 556 PLF Properties For: 1.9E Microllam- Trus Joist -MacMillan Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc peep= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2886 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.11 FV: Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2502 FT -LB 3.0 ft from left support Critical moment created by combining all dead and live loads. *LB Maximum Shear: V= 1668 At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 10.5 IN3 S= 17.6 IN3 Area: Areq= 8.8 IN2 A= 19.2 IN2 Moment of Inertia: Ireq= 33.8 IN4 1= 48.5 IN4 Column[ 97 Uniform Building Code (91 NDS)) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-04-2001 : 11:46:05 AM, Protect: AR025JOl - Location: C-HDR-1 Summary: 1.5 IN x 3.5 IN x 9 FT / Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 20.3% Vertical Reactions: .. Live: "' Vert-LL-Rxn= 1408 LB Dead: Vert-DL-Rxn= 2218 LB Total: Vert-TL-Rxn= 3626 LB Axial Loads: Live Loads: PL= 1408 LB Dead Loads: - PD= 2205 LB Column Self Weight: CSW= 13 LB Total Loads: PT= 3626 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X-X Axis): Sx= 3.1 IN3 Section Modulus (Y-Y Axis): Sy= 1.3 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 0.0 Properties For. Stud- Douglas Fir-Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X-X Axis): Fbx= 675 PSI Bending Stress (Y-Y Axis): Fby= 675 PSI Adjusted Properties:- roperties: Fc': Fc': Fc'= 866 PSI Adiustment Factors: Cd=1.00 Cf=1.05 - Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: - fc= 691 PSI Allowable Compressive Stress: Fc'= 866 PSI Column( 97 Uniform Buildinq,Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-04-2001 : 11:32:54 AM Project: AR025JO1 -Location: CSF 1 FLR GIRDER POST Summary: 3.5 IN x 3.5 -IN x 2 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 81.1% Vertical Reactions: Live: Vert-LL-Rxn= 2640 LB Dead: Vert-DL-Rxn= 703 LB Total: Vert-TL-Rxn= 3343 LB Axial Loads: Live Loads: PL= 2640 LB Dead Loads: PD= 696 LB Column Self Weight: CSW= 7 LB Total Loads:— PT= 3343 LB Eccentricity (X -X Axis): 55' Z ex= 0.00 IN Eccentricity (Y -Y Axis): ° ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 2.0 FT Maximum Unbraced Length (X -X Axis): Lx= 2.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 2.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dz= 3.50 IN Column Section (Y -Y Axis): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sv= 7.1 IN3 Slenderness Ratio: Lex/dx= 6.9 Ley/dy= 6.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticitv: E= 1600000 PSI Bending Stress (X -X Axis): - Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: - Fc': Fc'= 1447 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.97 Column Calculations (Controlling Case Only): - Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 273 PSI Allowable Compressive Stress: Fc'= 1447 PSI P�0s S f4w " POS -F Columnf 97 Uniform Building Code (91 NDS) -J Ver: 5.016" By: Larry Warner AIA CSI , AEC Group on: 01-04-2001 : 11:31:48 AM Proiect: AR025JOl - Location: C-GDH-1 POST @ GDH-1 GARAGE DR HDR Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 62.5% Vertical Reactions: Live: Vert-LL-Rxn= 792 LB Dead: Vert-DL-Rxn= 1332 LB Total: Vert-TL-Rxn= 2124 LB Axial Loads: Live Loads: PL= 792 LB Dead Loads: PD= 1301 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 2124 LB Eccentricity (X -X Axis): , ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): " Controlling. Load Case: Axial Total Load Only (L + D) Compressive Stress: - fc= 173 PSI Allowable Compressive Stress: Fc'= 463 PSI ' Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 0.1-24-2001 : 10:07:59 AM Prolect: AR025JOl - Location: C-HDR-1 Summary: 1.5 IN x 3.5 IN x 9 FT / Stud - Douglas Fir-Larch - Dry Use Section Adequate By: 3.1% Vertical Reactions: Live: Vert-LL-Rxn= 1832 LB Dead: Vert-DL-Rxn= 2573 LB Total: Vert-TL-Rxn= 4405 LB Axial Loads: Live Loads: PL= 1832 LB Dead Loads: PD= 2560 LB Column Self Weight: CSW= 13 LB Total Loads: PT= 4405 LB Eccentricity (X-X Axis): _ • ex= 0.00 IN Eccentricity (Y-Y Axis)' ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: - L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 1.50 IN Area: A= 5.25 IN2 Section Modulus (X-X Axis): Sx= 3.1 IN3 Section Modulus (Y-Y Axis): Sy= 1.3 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 0.0 Properties For. Stud- Douglas Fir-Larch Compressive Stress: Fc= 825 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X-X Axis): Fbx= 675 PSI Bending Stress (Y-Y Axis): Fby= 675. PSI Adjusted Properties: Fc': Fc'= 866 PSI Adjustment Factors: Cd=1.00 Cf=1.05 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 839 PSI Allovwable.Compressive Stress: Fc'= 866 PSI Column( 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b BV: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 12:23:06 AM Project: AR025JOl - Location: C -HDR -20 Summary: 3.5 IN x 3.5 IN x 8 FT/#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 30.4% Vertical Reactions: Live: Vert-LL-Rxn= 2087 LB Dead: Vert-DL-Rxn= 2758 LB Total: Vert-TL-Rxn= 4845 LB Axial Loads: ". Live Loads: PL= 2087 LB Dead Loads: PD= 2731 LB Column Self Weight: CSW= 27 LB Total Loads: PT= 4845 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 8.0 FT Maximum Unbraced Length (X -X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y -Y Axis): _ . Lv= 8.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): - dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sv= 7.1 IN3 Slenderness Ratio: Lex/dx= 27.4 Ley/dy= 27.4 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 568 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.38 Column Calculations (Controlling Case Onlv): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 396 PSI Allowable Compressive Stress: Fc'= 568 PSI Column[ 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:09:54 AM Protect: AR025JOl - Location: C -T -A8' Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 59.6% Vertical Reactions: Live: Vert-LL-Rxn= 950 LB Dead: Vert-DL-Rxn= 1338 LB Total Vert-TL-Rxn= 2288 LB Axial Loads: Live Loads: PL= 950 LB Dead Loads: PD= 1307 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 2288 LB Eccentricity (X -X Axis): .. ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: - . Cd -Axial= 1.00 Column Data: L= 9.0 FT Length: Maximum Unbraced Length (X -X Axis): _ Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: dx= 3.50 IN Column Section (X -X Axis): Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= - 7.1 IN3 Section Modulus (Y -Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis):Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463. PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 187 PSI Allowable Compressive Stress: Fc'= 463 PSI Column( 97 Uniform Building Code (91 NDS) j Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 :10:09-.55 AM Proiect: AR025JOl - Location: C-T-AG Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 5.7% Vertical Reactions: Live: Vert-LL-Rxn= 2237 LB Dead: Vert-DL-Rxn= 3107 LB Total: Vert-TL-Rxn= 5344 LB Axial Loads: Live Loads: PL= 2237 LB Dead Loads: PD= 3076 LB Column Self Weight: CSW= 31. LB Total Loads: PT= 5344 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ` ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): -• Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Lv= 9.0 FT Column End Condition: - Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): - dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 IN3 Section Modulus (Y-Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 436 PSI Allowable Compressive Stress: Fc'= 463 PSI Columnf 97 Uniform Buildinq Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:09:56 AM Protect: AR025JOl - Location: C -T -BG Summary: 3.5 IN x,,5.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 31.9% Vertical Reactions: Live: Vert-LL-Rxn= 2522 LB Dead: Vert-DL-Rxn= 3517 LB Total: Vert-TL-Rxn= 6039 LB Axial Loads: Live Loads: PL= 2522 LB Dead Loads: PD= 3469 LB Column Self Weight: CSW= 48 LB Total Loads: PT= 6039 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis). ey= 0.00 IN Axial Duration Factor. Cd -Axial= 1.00 Column Data: Lenqth: _ L= 9.0 FT Maximum Unbraced Lenqth (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0 FT Column End Condition: - Ke= . 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X -X Axis): Sx= 17.6 IN3 Section Modulus (Y -Y Axis): Sy= 11.2 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For: #2- Douqlas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bepdinq Stress (X -X Axis): Fbx= 875 PSI Bendinq Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: �. Fc': Fc'= 460 PSI Adiustment Factors: Cd=1.00 Cf=1.10 Cp=0.32 Column Calculations (Controllinq Case Only): Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 314 PSI Allowable Compressive Stress: Fc'= 460 PSI Column( 97 Uniform Building Code (91 NDS)1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:09:57 AM Protect: AR025JOl - Location: C-T-CIO=LEFT Summary: 3.5 IN x.5 55 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 13.2% Vertical Reactions: Live: Vert-LL-Rxn= 3216 LB Dead: Vert-DL-Rxn= 4473 LB Total: Vert-TL-Rxn= 7689 LB Axial Loads: Live Loads: PL= 3216 LB Dead Loads: PD= 4425 LB Column Self Weight: CSW= 48 LB Total Loads: PT= 7689 LB Eccentricity (X -X Axis): ,. ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis)-.. Ly= 9.0 FT Column End Condition: "' Ke= 1.0 Calculated Properties: Column Section (X -X Axis): _ ' dx= 5.50 IN Column Section (Y -Y Axis): dy= 3.50 IN Area: A= 19.25 I N2 Section Modulus (X -X Axis): Sx= 17.6 IN3 Section Modulus (Y -Y Axis): Sy= 11.2 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 460 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.32 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: ..fc= 399 PSI Allowable Compressive Stress: Fc'= 460 PSI ' Column( 97 Uniform Building Code (91 NDS) 1 Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01724-2001 : 10:09:58 AM Proiect: AR025JOl -Location: C-T-C10-RIGHT Summary: 3.5 IN x 3.5 IN-z 9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 0.7% Vertical Reactions: Live: Vert-LL-Rxn= 2357 LB Dead: Vert-DL-Rxn= 3273 LB Total: Vert-TL-Rxn= 5630 LB Axial Loads: Live Loads: PL= 2357 LB Dead Loads: PD= 3242 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 5630 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): "' Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: - Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): - dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 IN3 Section Modulus (Y-Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 460 PSI Allowable Compressive Stress: Fc'= 463. PSI ' Column( 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:09:58 AM Prosect: AR025JOl - Location: C -T -C8 Summary: 3.5 IN x 3.5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 63.6% Vertical Reactions: Live: Vert-LL-Rxn= 854 LB Dead: Vert-DL-Rxn= 1207 LB Total: Vert-TL-Rxn= 2061 LB Axial Loads: Live Loads: PL= 854 LB Dead Loads: PD= 1176 LB Column Self Weight: CSW= 31 LB Total Loads: RT= 2061 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): ., dx= 3.50 IN Column Section (Y -Y Axis): dv= 3.50 IN Area: _ . A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sv= 7.1 IN3 Slenderness Ratio: _ Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D.) Compressive Stress: fc= 168 PSI Allowable Compressive Stress: Fc'= 463 PSI ' Columnf 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:09:59 AM Proiect: AR025JOl - Location: C-T-DG Summary: 3.5 IN x 3.5yJN x 9 FT / #2 - Douglas Fir-Larch - Dry Use Section Adequate By: 24.0% Vertical Reactions: Live: Vert-LL-Rxn= 1799 LB Dead: Vert-DL-Rxn= 2506 'LB Total: Vert-TL-Rxn= 4305 LB Axial Loads: Live Loads: PL= 1799 LB Dead Loads: " " PD= 2475 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 4305 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis):' ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): .. Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: _ A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.1 IN3 Section Modulus (Y-Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 .Properties For. #2- Douglas Fir-Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 875 PSI Bending Stress (Y-Y Axis): Fby= 675 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: - fc= 351 PSI Allowable Compressive Stress: Fc'= 463 PSI ' Columnf 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:10:00 AM Protect: AR025JOl - Location: C -T -GG Summary: n 3.5 IN x 3�5 IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 16.6% Vertical Reactions: . Live: Vert-LL-Rxn= 1976 LB Dead: Vert-DL-Rxn= 2749 LB Total: Vert-TL-Rxn= 4725 LB Axial Loads: Live Loads: PL= 1976 LB Dead Loads: PD= 2718 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 4725 LB Eccentricity (X -X Axis): ,. ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis):. Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sy= 7.1 IN3 Slenderness Ratio: _ . Lex/dx= 0.0 Ley/dy= 30.9 Properties For. #2- Douglas Fir -Larch Compressive Stress: _ Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 386 PSI Allowable Compressive Stress: Fc'= 463 PSI Column( 97 Uniform Building Code (91 NDS) 1 Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 : 10:10:00 AM Project: AR025JOl - Location: C -T -JG Summary: A 3.5 IN x 3.51IN x 9 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 57.7% Vertical Reactions: Live: Vert-LL-Rxn= 997 LB Dead: Vert-DL-Rxn= 1402 LB Total: Vert-TL-Rxn= 2399 LB Axial Loads: Live Loads: PL= 997 LB Dead Loads: PD= 1371 LB Column Self Weight: CSW= 31 LB Total Loads: PT= 2399 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X -X Axis):, Lx= 0.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): dv= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X -X Axis): Sx= 7.1 IN3 Section Modulus (Y -Y Axis): Sy= 7.1 IN3 Slenderness Ratio: Lex/dx= 0.0 Ley/dy= 30.9 Properties For: #2- Douglas Fir -Larch Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 875 PSI Bending Stress (Y -Y Axis): Fby= 875 PSI Adjusted Properties: Fc': Fc'= 463 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 196 PSI Allowable Compressive Stress: Fc'= 463 PSI Footing Design ( 97 Uniform Building Code (91,NDS)1 Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-24-2061: 10:10:35 AM Proiect: AR025JOl - Location: FTG-C-HDR-1 Summary: Footing Size: 2.0 FT x 2.0 FT x 12.00 IN - Reinforcement: #4 BARS @ 8.00 IN. O.C. E/W / (3)-min. Footing Loads: Live Load: PL= 1832 LB Dead Load: PD= 2573 LB Total Load: PT= 4405 LB Ultimate Factored Load: Pu= 6717 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L'= 2.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: 'Areq= 3.26 SF Area Provided: A= 4.0 SF Ultimate Bearing Pressure: - Qu= 1101 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: - Bearing Required: Bearing= 6717 LB Allowable Bearing: Bearing-Allow= 36444 LB Beam Shear Calculations (One Way Shear): - Beam Shear: Vu1= 490 LB Allowable Beam Shear: vc1= 17340 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 48.00 IN Punching Shear. Vu2= 5037 LB Allowable Punching Shear (ACI 11-35): vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations: Factored Moment: Mu= 14701 IN-LB Nominal Moment Strength: Mn= 175264 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: AsM= 0.05 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI710.5.4): As(2)= 0.58 IN2 Controlling Reinforcing Steel: Selected Reinforcement:(3)x#4 As-reqd= BARS (6' 8.00 IN. 0.58 O.C. E/W IN2 Reinforcement Area Provided: " As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.25 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001: 10:15:36 AM Proiect: AR025JOl - Location: FTG -C -T -A8 Summary: Footing Size: 1.0 FT x 1:75 FT x 12.00 IN Reinforcement in Long Direction: #4 BARS (a 5.50 IN. O.C. /.(2) min. Reinforcement in Short Direction: #4 BARS @ 7.00 IN. O.C. / (3) min. Footing Loads: Live Load: PL= 950 LB Dead Load: F. PD= 1338 LB Total Load: PT= 2288 LB Ultimate Factored Load: Pu= 3488 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.0 FT Length: L= 1.75 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area:' Areq= 1.69 SF Area Provided: A= 1.75 SF Ultimate Bearing Pressure: - Qu= 1307 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: Bearing= 3488 LB Allowable Bearing: Bearing -Allow= 36444 LB Beam Shear.Calculations (One Way Shear): Beam Shear: Vu1= 42 LB Allowable Beam Shear: vcl= 8670 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 48.00 IN Punching Shear: Vu2= 5980 LB Allowable Punching Shear (ACI 11-35): vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: __ vc2= 69360 LB Bending Calculations (Long Direction): Factored. Moment: Mu -long= 6359 IN -LB Nominal Moment Strength: Mn -long= 115755. IN -LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a -long= 0.62 IN Steel Required Based on Moment: As(1)-lonq= 0.02 IN2 Minimum Code Required Reinforcement: As(2)-long= 0.29 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI -10.5.4): As-reqd-lonq= 0.29 IN2 Selected Reinforcement: (2) #4 BARS (a 5.50 IN. O.C. Reinforcement Area Provided: -- As -long= 0.39 IN2 Development Length Calculations (Long Direction): Development Length Required: - Ld-long= 15.00 IN Development Lenqth ,Provided: Ld-prov-lonq= 5.75 IN Bending Calculations (Short Direction): for bending, therefore adequate development length not required. Factored Moment: Mu -short= 2625 IN -LB Nominal Moment Strength: Mn -short= 174565 IN -LB Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: a -short= 0.53 IN Steel Required Based on Moment: As(1)-short= 0.01 IN2 Minimum Code Required Reinforcement (Shrink./Temp. ACI -10.5.4): As(2)-short= 0.50 IN2 Controlling Reinforcing Steel As-reqd-short= 0.50 IN2 Selected Reinforcement (Center Band): (3).#4 BARS (5 7.00 IN. O.C. Selected Reinforcement (Outside Band): () #4 BARS (ED. 5.50 IN. O.C. Reinforcement Area Provided (Total): As -short= 0.59 IN2 Development Length Calculations (Short Direction): I Development Length"Required: Ld-short= 15.00 IN Development Length Provided: Ld-prov-short= 1.25 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. ' Footing Design f 97 Uniform Building Code M -NDS) I Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-04-2001: 11:35:49 AM Protect: AR025JOl - Location: FTG -C -FG -1 Summary: Footing Size: 1.75 FT x 1.75 FT x 12.00 IN ' Footing has been designed without reinforcement - Footing Loads: Live Load: PL= 2640 LB Dead Load: PD= 703 LB Total Load: PT= 3343 LB Ultimate Factored Load: Pu= 5472 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.75 FT Length: L= 1.75 FT Depth: Depth= 12.00 - IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 2.48 SF Area Provided: A= 3.06 SF Ultimate Bearing Pressure: Qu= 1092 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: .. Bearing= 5472 LB Allowable Bearing: Bearing -Allow= 33841 LB Beam Shear Calculations (One Way Shear):- Beam Shear: B Vu1= 130 LB Allowable Beam Shear: vc1= 9100 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 54.00 IN Punching Shear. Vu2= 3211 LB Allowable Punching Shear: vc2= 46683 LB Bending Calculations: Factored Moment: Mu= 14365 IN -LB Nominal Moment Strength: Mn= 56875 IN -LB ' Footing Design f 97 Uniform Building Code (91 NDS)) Ver: 5.01 b Bv: Larry Warner AIA CSI , AEC Group on: 01-04-2001: 11:38:30 AM Protect: AR025JOl - Location: FTG-C-GDH-1 Summary: - Footing Size: 1.0 FT x 1.75 FT x 12.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= 792 LB Dead Load: PD= 1332 LB Total Load: PT= 2124 LB Ultimate Factored Load: Pu= 3211 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= ' 2500 PSI Footing Size: Width: W= 1.0 FT Length: L= 1.75 FT Depth: Depth= 12.00 IN Effective Concrete Depth: d= 10.00 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 1.57 SF Area Provided: A= 1.75 SF Ultimate Bearing Pressure: Qu= 1214 PSF Effective Allowable Soil Bearing Pressure: -• Qe= 1350 PSF Baseplate Bearing: Bearing Required: - -Bearing= 3211 LB Allowable Bearing: Bearing -Allow= 33841 LB .Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vc1= 5200 LB Punching Sbear Calculations (Two way shear): Critical Perimeter: Bo= 24.00 IN Punching Shear: Vu2= 1147 LB Allowable Punching Shear: vc2= 20748 LB Bending Calculations (Long Direction): Factored Moment: Mu -long= 5854 IN -LB Nominal Moment Strength: Mn -long= 32500 IN -LB Bending Calculations (Short Direction): Factored Moment: Mu -short= 2417 IN -LB Nominal Moment Strength: Mn -short= 56875 • IN -LB Footing Design f 97 Uniform Building Code (91 -NDS) ) Ver: 5.01 b By: Larry`Warner AIA CSI AEC Group on: 01-04-2001: 11:50:06 AM , Project: AR025JOl -Location: FTGQ-HDR-1 .. Summary: Footing Size: 1.7,5 FT x 1.75 FT x12.00 IN - Reinforcement: #4 BARS 4 7.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: - PL= 1408 LB Dead Load: PD= 2218 LB Total Load: PT= 3626 LB Ultimate Factored Load: Pu= 5499 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.75 FT Length: L= 1.75 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 2.69 SF Area Provided: A= 3.06 SF Ultimate Bearing Pressure: Qu= 1184 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350. PSF Baseplate Bearing: Bearing Required: Bearing= 5499 LB Allowable Bearing: Bearing -Allow= 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 65 LB Allowable Beam Shear: vc1= 15173 LB Punching Shear Calculations (Two way shear): Critical Perimeter. - Bo= 48.00 IN Punching Shear. Vu2= 3703 LB Allowable Punching Shear (ACI 11-35): vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations: Factored Moment: Mu= 10024 IN -LB Nominal Moment Strength: Mn= 174565 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 IN Steel Required Based on Moment: As(1)= 0.03 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)= 0.50 IN2 Controlling Reinforcing Steel:_ --As-reqd= 0.50 IN2 Selected Reinforcement: (T)744 -BARS c@ 7.00 IN. 0. C. E/W Reinforcement Area Provided.- As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 5.75 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design ( 97 Uniform Building Code (91 "NDS)) Ver: 5.01 b a= Required Footing Area:. BV: Larry Warner AIA CSI , AEC Group on: 01-24-2001: 12:23:45 AM A= Proiect: AR025JOl - Location: FTG -C -HDR -20 Qu= Effective Allowable Soil Bearing Pressure: - Qe= Summary: Selected Reinforcement: Bearing Required: - Bearing= Footing Size: 2.0 FT:k 2.0 FT x 12.00 IN Bearing-Allow-- earing-Allow=Beam BeamShear Calculations (One Way Shear): Reinforcement: #4 BARS @ 8.00 IN. O.C. E/W / (3) min. - Vu1= Allowable Beam Shear: vc1= Footing Loads: Critical Perimeter. Bo= Live Load: PL= 2087 LB Dead Load: PD= 2758 LB Total Load: PT= 4845 LB Ultimate Factored Load: Pu= 7409 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: �. Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: a= Required Footing Area:. Areq= Area Provided: A= Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: - Qe= Baseplate Bearing: Selected Reinforcement: Bearing Required: - Bearing= Allowable Bearing: Bearing-Allow-- earing-Allow=Beam BeamShear Calculations (One Way Shear): Beam Shear: - Vu1= Allowable Beam Shear: vc1= Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= Punching Shear. Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment:. Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: 3.59 SF 4.0 SF 1211 PSF 1350 PSF 7409 LB 36444 LB 540 LB 17340 LB 48.00 IN 5557 LB 104040 LB 157505 LB 69360 LB 69360 LB 16217 IN -LB 175264 IN -LB Concrete Compressive Block Depth: a= 0.46 Steel Required Based on Moment: As(1.)= 0.05 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5:4): As(2)= 0.58 Controlling Reinforcing Steel: As-reqd= 0.58 Selected Reinforcement: (3) #4 BARS @.8.00 IN. O.C. EM/ Reinforcement Area Provided: As= 0.59 IN IN2 IN2 IN2 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.25 IN Note: Plain concrete adequate for bending, therefore adequate development length.not required. Footing Design f 97 Uniform Building Code (91 NDS) j Ver: 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 :10:16:42 AM Proiect: AR025JOl - Location: FTG -C -T -BG Summary: Footing Size: 2.25 FT x 2.25 FT x 12.00 IN, F, Reinforcement: #4 BARS @ 6.00 IN. O.C. ENV / (4) min. Footing Loads: Live Load: PL= 2522 LB Dead Load: PD= 3517 LB Total Load:PT= 6039 LB Ultimate Factored Load: - Pu= 9211 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.25 FT Length: L= 2.25 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: _. n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 4.47 SF Area Provided: A= 5.06. SF Ultimate Bearing Pressure: Qu= 1193 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: Bearing= 9211 LB Allowable Bearing: Bearing -Allow= 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1109 LB Allowable Beam Shear: vc1= 19508 LB Punching Shear Calculations (Two way shear): - Critical Perimeter: Bo= 48.00 IN Punching Shear: Vu2= 7392 LB Allowable Punching Shear (ACI 11-35): - vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations: Factored Moment: Mu= 23550 IN -LB Nominal Moment Strength: Mn= 232477 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth:a= 0.55 IN Steel Required Based on Moment: As(1)= 0.08 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)= 0.65 IN2 Controlling Reinforcing Steel: As-reqd= 0.65 IN2 Selected Reinforcement: (4) #4 BARS c@ 6.00 IN. O.C. E/W Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 8.75 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design ( 97 Uniform Building Code (91 NDS) ) Ver: 5.01 b Areq= Area Provided: BV: Larry Warner AIA CSI , AEC Group on: 01-24.-2001 :10-.17:18 AM Qu= Project: AR025JOl - Location: FTG -C -T -CIO -LEFT Qe= Baseplate Bearing: As-reqd= Summary: - Allowable Bearing: Bearing -Allow= Footing Size: 2.5 FT x 2:5 FT x 12.00 IN - Beam Shear: Vu1= Reinforcement: #4 BARS @ 7.00 IN. O.C. ENV / (4) min. vc1= Punching Shear Calculations (Two way shear): - Footing Loads: Bo= Punching Shear. Vu2= Live Load: PL= 3216 LB Dead Load: PD= 4473 LB Total Load: PT= 7689 LB Ultimate Factored Load: Pu= 11729 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: - Column Tvpe: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50• IN Bearing Calculations Required Footing Area: Areq= Area Provided: A= Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Baseplate Bearing: As-reqd= Bearing Required: Bearing= Allowable Bearing: Bearing -Allow= Beam Shear Calculations (One Way Shear): - Beam Shear: Vu1= Allowable Beam Shear: vc1= Punching Shear Calculations (Two way shear): - Critical Perimeter: Bo= Punching Shear. Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: 5.7 SF 6.25 SF 1230 PSF 1350 PSF 11729 LB 36444 LB 1857 LB 21675 LB 48.00 IN 9853 LB 104040 LB 157505 LB 69360 LB 69360 LB 34321 233250 Concrete Compressive Block Depth: a= 0.49 Steel Required Based on Moment: As(1)= 0.11 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4):,, As(2)= 0.72 Controlling Reinforcing Steel: As-reqd= 0.72 Selected Reinforcement: (4) #4 BARS @ 7.00 IN. O.C. E/W Reinforcement Area Provided: As= 0.79 IN -LB IN -LB IN IN2 IN2 IN2 11,11A Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 10.25 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design f 97 Uniform Building Code (91 NDS) 1 Ver:. 5.01 b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001: 10:17:48 AM Protect: AR025JOl - Location: FTG-C-T-CIO-RIGHT Summary: Footing Size: 2.25 FT x 2.25 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: h. PL= 2357 LB Dead Load: PD= 3273 LB Total Load: _ . PT= 5630 LB Ultimate Factored Load: Pu= 8589 LB Footing Properties: Allowable Soil Bearing Pressure: _ Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.25 FT Length: L= 2.25 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 4.17 SF Area Provided: A= 5.06 SF Ultimate Bearing Pressure: Qu= 1112 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: Bearing= 8589 LB Allowable Bearing: Bearing-Allow= 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1034 LB Allowable Beam Shear: vc1= 19508 LB Punching Shear Calculations (Two way shear): Critical Perimeter: "' Bo= 48.00 IN Punching Shear: Vu2= 6892 LB Allowable Punching Shear (ACI 11-35): vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: - vc2= 69360 LB Bending Calculations: Factored Moment: Mu= 21960 IN-LB Nominal Moment Strength: Mn= 232477 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.55 IN Steel Required Based on Moment: As(1)= 0.07 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.65 IN2 Controlling Reinforcing Steel: As-reqd= 0.65 IN2 Selected Reinforcement: (4) #4 BARS @ 6.00 IN. O.C. E/W Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 8.75 IN Note: Plain concrete adequate for bending, therefore adequate development length notrequired. Footing Design f 97 Uniform. Building Code (91 NDS) ) Ver: 5.01b By Larry Warner AIA CSI , AEC Group on: 01-24-2001: 10:18:25 AM Proiect: AR025JOl - Location: FTG -C -T -CB Summarv: Footing Size: 1.0 FT x 1.67 FT x 12.00 IN Reinforcement in Long Direction: #4 BARS (5 5.50 IN. O.C. / (2) min. Reinforcement in Short Direction: #4 BARS @ 6.00 IN. O.C. / (3) min. Footing Loads: - Live Load: PL= 854 LB Dead Load: PD= 1207 LB Total Load: _ PT= 2061 LB Ultimate Factored Load: Pu= 3142 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield,.Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.0 FT Length: L= 1.67 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 . IN Column and Baseplate Size: Column Tvpe: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 1.53 SF Area Provided: A= 1.67 SF Ultimate Bearing Pressure: Qu= 1234 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: Rearing= 3142 LB Allowable Bearing: Bearing -Allow= 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 0 LB Allowable Beam Shear: vC1= 8670 LB Punching Shear Calculations (Two way shear): - Critical Perimeter: Bo= 48.00 IN Punching Shear: Vu2= 7642 LB Allowable Punching Shear (ACI 11-35): - vc2-a= 104040 LB -Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations (Long Direction): Factored Moment: Mu -long= 5361 IN -LB Nominal Moment Strength: Mn -long= 115755 IN -LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a -long= 0.62 IN Steel Required Based on Moment: As(1)-lonq= 0.02 IN2 Minimum Code Required Reinforcement: As(2)-lonq= 0.29 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI -10.5.4): As-reqd-lonq= 0.29 IN2 Selected Reinforcement: (2) #4 BARS (a 5.50 IN. O.C. Reinforcement Area Provided: As -long= 0.39 IN2- Development Length Calculations (Long Direction): Development Length Required: Ld-lonq= 15.00 IN Development Length Provided: Ld-prov-lonq= 5.27 IN Bending Calculations (Short Direction): for bending, therefore adequate development length not required. Factored Moment: Mu -short= 2364 IN -LB Nominal Moment Strength: Mn -short= 174297 IN -LB Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: a -short= 0.55 IN Steel Required Based on Moment: As(1)-short= 0.01 IN2 Minimum_ Code Required Reinforcement (Shrink./Temp. ACI -10.5.4): As(2)-short= 0.48 IN2 Controlling Reinforcing Steel: As-reqd-short= 0.48 IN2 Selected Reinforcement (Center Band): (3) #4 BARS 0, 6.00 IN. O.C. Selected Reinforcement (Outside Band): -(j #4 BARS 0,, 5.50 IN. O.C. Reinforcement Area Provided (Total): As -short= 0.59 IN2 Development Length Calculations (Short Direction): Development Length Required: Ld-short= 15.00 IN Development Length Provided: Ld-prov-short= 1.25 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5.01b By: Larry Warner AIA CSI , AEC Group on: 01-24-2001 :10:19-.01 AM Protect: AR025JOl - Location: FTG-C-T-DG Summary: Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 1799 LB Dead Load: PD= 2506 LB Total Load: PT= 4305 LB Ultimate Factored Load: Pu= 6567 LB Footing Properties: Allowable Soil Bearing Pressure: - Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement mover: - c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 3.19 SF Area Provided: A= 4.0 SF Ultimate Bearing Pressure: Qu= 1076 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: Bearing= 6567 LB Allowable Bearing: Bearing-Allow--. 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear. Vu1= 479 LB Allowable Beam Shear: vc1= 17340 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 48.00 IN Punching Shear: Vu2= 4925 LB Allowable Punching Shear (ACI 11-35): .. vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): - • vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations: Factored Moment: _ Mu= 14373 IN-LB Nominal Moment Strength: Mn= 175264 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.05 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.58 IN2 Controlling Reinforcing Steel: As-reqd= 0.58 IN2 Selected Reinforcement: (3) #4 BARS c@ 8.00 IN. O.C. E/W Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.25 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design f 97 Uniform Building Code (91 NDS)1 Ver: 5.01 b BY: Larry Warner AIA CSI , AEC Group on: 01-24-2001: 10:19:26 AM Project: AR025JOl - Location: FTG-C-T-GG Summary: Footing Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 1976 LB Dead Load: - ' PD= 2749 LB Total Load: PT= 4725 LB Ultimate Factored Load: Pu= 7208 LB Footing Properties: - Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing • Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 3.5 SF Area Provided: A= 4.0 SF Ultimate Bearing Pressure: Qu= 1181 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350' PSF Baseplate Bearing: Bearing Required: Bearing= 7208 LB Allowable Bearing: Bearing-Allow= 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 526 LB Allowable Beam Shear: vc1= 17340 LB Punching Shear Calculations (Two way shear): Critical Perimeter: - • Bo= 48.00 IN Punching Shear. Vu2= 5406 LB Allowable Punching Shear (ACI 11-35): vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): _ vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations: Factored Moment: Mu= 15776 IN-LB Nominal Moment Strength: Mn= 175264 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.05 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.58 IN2 Controlling Reinforcing Steel: As-reqd= 0.58 IN2 Selected Reinforcement: (3) #4 BARS @ 8.00 IN. O.C. E/W Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.25 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design f 97 Uniform Building Code (91 NDS) ) Ver: 5,01b By: Larry Warner AIA CSI , AEC Group on: 01-24='2001 : 10:19:52 AM Proiect: AR025JOl - Location: FTG -C -T -JG Summary: Footing Size: 1.0 FT x 1.8 FT x 12.00 IN Reinforcement in Long Direction: #4 BARS (ca 5.50 IN. O.C. / (2) min. Reinforcement in Short Direction: #4 BARS @ 7.00 IN. O.C. / (3) min. Footing Loads: Live Load: PL= 997 LB Dead Load: PD= 1402 LB Total Load: .. PT= 2399 LB Ultimate Factored Load: Pu= 3658 LB Footing Properties: As -short= 0.59 Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: _ Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.0 FT Length: L= 1.8 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.50 IN Column and Baseplate Size: Column Type: (Concrete) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Required Footing Area: Areq= 1.78 SF Area Provided: A= 1.8 SF Ultimate Bearing Pressure: Qu= 1333 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Baseplate Bearing: Bearing Required: Bearing= 3658. LB Allowable Bearing: Bearing -Allow= 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 93 LB Allowable Beam Shear: vc1= 8670 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 48.00 IN Punching Shear. Vu2= 6096 LB Allowable Punching Shear (ACI 11-35): "' vc2-a= 104040 LB Allowable Punching Shear (ACI 11-36): vc2-b= 157505 LB Allowable Punching Shear (ACI 11-37): vc2-c= 69360 LB Controlling Allowable Punching Shear: vc2= 69360 LB Bending Calculations (Long Direction): Factored Moment: Mu-lonq= 6935 IN -LB Nominal Moment Strength: Mn -long= 115755 IN -LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a-lonq= 0.62 IN Steel Required Based on Moment: As(1)-long= 0.02 IN2 Minimum Code Required Reinforcement: As(2)-lonq= 0.29 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI -10.5.4):: As-reqd-lonq= 0.29 IN2 Selected Reinforcement: (2) #4 BARS (a 5.50 IN. O.C. Reinforcement Area Provided: As -long= 0.39 IN2 Development Length Calculations (Long Direction): Development Length Required: Ld-lonq= 15.00 IN Development Length Provided: Ld-prov-lonq= 6.05 IN Bending Calculations (Short Direction): for bending, therefore adequate development length not required. Factored Moment: Mu -short= 2753 IN -LB Nominal Moment Strength: Mn -short= 174720 IN -LB Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrink./Temp. ACI -10.5.4): Controlling Reinforcing Steel: Selected Reinforcement (Center Band): Selected Reinforcement (Outside Band): Reinforcement Area Provided (Total): Development Length Calculations (Short Direction): a -short= 0.51 IN As(1)-short= 0.01 IN2 As(2)-short= 0.52 IN2 As-reqd-short= 0.52 IN2 (3) #4 BARS (a 7.00 IN. O.C. () #4 BARS 0,, 5.50 IN. O.C. As -short= 0.59 IN2 Development Length Required: Ld-short= Development Length Provided: Ld-prov-short= Note: Plain concrete adequate for bending, therefore adequate development- length not required. 15.00 IN 1.25 IN L I r* --1 I TE D STRU CTU RAL GALOU LATI ON S FOR GUSTOr� FOR RAKESH BOBBI JOSHI -T" �A RE: .7-311071 of c ° JOB SITE Zvi s' -o MAA -C,4 1212=1 LOT 30 ROCKY BLUFFS SUBDIVISION CH I CO; GA A•E•C GROUP, ARCHITECTURE + ENGINEERING + CONSULTING Larry J. Warner A.I.A., ARCHITECT 555 FLYING V ST., SUITE 3 CHICO, CALIFORNIA 95928 530-892-8008 OGTTE COU GILDING DEPART► N PROJECT: JOSHI RESIDENCE PROD. No. AR025JOI LOCATION: CHICO, CA DATE: 01/02/01 BY: LJW PAGE 1 OF CODES: Uniform building code, 1997 Edition AISC, Manual of steel construction, 9th Edition ACI, Manual of Concrete Practice, 1988 Edition AITC, Timber Construction Manual MATERIAL: Concrete: f'c = 2,500 psi min. @ 28 days Masonry: f c = 1500 psi Mortor: f c = 1800 psi, Type "S" Grout: f = 2500 psi @ 28 days Steel Reinforcing: ASTM A-615 Grade 40 for #4 or smaller ASTM A-615 Grade 50 for #5 or larger Structural Steel: ASTM A-36 Steel Pipe:. ASTM A53 Grade B Steel Tubing: ASTM A500 Grade A or B Machine Bolts: ASTM A307 Grade A Anchor Bolts: ASTM A307 Grade A, unfinished Wood Connectors: Simpson Strong -Tie or -equal ' Wood: Light Framing: Const. Grade Douglas Fir Struct. Lt Framing, Joists & Planks: Doug, Fir No. 2 Beams & Stringers, Posts & Timbers: Doug Fir No. 1 Plywood: A.P.A. Rated sheathing, Grade CD, UBC Std.25-9 Glue -Lam Timber: ANSI / AITC A190.1-1983 ' Simple Spans: 24F -V4 Combination Cantilevers: 24F -V8 Combination LOADS: Roof Live Load: 20. psf non -Snow Floor Live Load:. 40 psf Seismic Zone: 3 Wind Speed: 75 mph Exposure: C Method 2 used unless noted oYberwise.. Allowed Soil Bearing: 1,500 psf NOTE: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of AEC Group, Larry J. Warner AIA, Architect. Verification of the soil conditions at the project site to determine the expansive.or bearing capacity is by others. AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 i PROJECT: JOSHI RESIDENCE PROD. No. AR025JOI LOCATION: • CHICO, CA (2x FRAMING FLOOR) DATE: 01/02/01 3/4" CDX PLY 2.3 PSF BY: LJW PAGE 2 OF ROOF DEAD LOAD CALCULATIONS 2.2 I -JOIST CONVENTIONAL FRAMED ROOF TRUSSED ROOF SYSTEM 5/8" GYP BRD ROOFING 9.0 PSF ROOFING 9.0 PSF 1/2" CDX PLY 1.5 1/2" CDX PLY 1.5 ,TJ1 @ 24" O.C. 1.1 TRUSSES @ 24" O.C. 3.5 TH @ 24" O.C. 1.1 5/8" GYP BRD. 2.8 5/8" GYP BRD. 2.8 INSUL 0.5 INSUL 0.5 .' MISC 0.5. MISC 0.5 6.0 PSF GYP. BRD TOTAL 16.5 PSF -TOTAL FRAMING 17 8 PSF USE 19.0 PSF. FLOOR SYSTEM (2x FRAMING FLOOR) (I -JOIST FRAMING FLOOR) 3/4" CDX PLY 2.3 PSF 3/4" CDX PLY 2.3 PSF. JOIST 2.2 I -JOIST 1.4 INSULATION 0.6 5/8" GYP BRD 2.8 GYP 2.8 MISC& INSUL 1.5 FLOORING 1.5 FLOORING 1.5 MISC 0.5 TOTAL 9.9 PSF TOTAL TOTAL 9.5 PSF " USE 10.0 PSF. "' USE 10.0 PSF. EXTERIOR FRAMED WALLS INTERIOR FRAMED WALLS EXT. FINISH 6.0 PSF GYP. BRD 2.2 PSF SHEAR PLY 1.5 FRAMING 2.0 -FRAMING w 2.0 GYP. BIZD '2.2 GYP BRD 2.2 FINISHOES N/A INT. FINISH 0.2 INSUL.. N/A INSUL 0.3 TOTAL 12.2 PSF TOTAL 6.4 PSF USE 12.2 PSF. USE 6.4 PSF. CONCRETE FLOOR SLAB 15.0. PSF , SHEATHING 2.3 FRAMING 3.5 INSULATION 0.5 -TOTAL 21.3 PSF ' USE 22.0 PSF AEC GROUP., Larry J. Warner AIA, 555 Flying V St. Ste -3, Chico, CA 95928, 530-892-8008 SHEAR WALL SUMMARY REV -1 Mar 12 01 Proj. No JOSHI-AR025JOl DATE JAN 4 2001 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE LINE SEG. LGTH PLF TYPE No. LOAD TYPE 1 a 3'-6 SIMPSON STRONG WALL 24x9 IN STRONG WALL b c 3'-6 SIMPSON STRONG WALL 24x9 IN STRONG WALL d e f ' 2 a 15'-0 148 B-2 4 ` N/A b c 3'-0 148 B 2 828 B d 9'-0 148 B 2 N/A e f 4'-0 148 B 2 "'666 B 3. a 6'-0 SIMPSON STRONG WALL 48x9 IN STRONG WALL b c d e f 4 a b c d e 3'-0 228 D 11 1808 B f 4'-0 ,228 D 11 1725 B 5 a b c d V-0 440 E-1 16 5132 K f 6 a b c d V-0 440 E-1 16 5132 K e ... f 7_ a b 10'-0 162 B-2 4 "' 157 N/A c d 10'-0 162 B-2 4 157 N/A e f 8 a b 115'-0 72 B 2 N/A c d 8'-0 72 B 2 N/A ' e 3'-0 72 B 2 371 B f SHEAR WALL SUMMARY Proj. No JOSHI-AR025JOl DATE JAN 4 2001 SHEET OF GRID WALL SEG. LOAD PANEL PANEL H.D. H.D. NOTE -LINE SEG. LGTH PLF TYPE No. LOAD TYPE A 1-a 8'-0 .44 B 2 ..N/A 1-b 8'-0 44 B 2 N/A 3 4 5 6 -. . B 1 2 3 4 7-a 5'-0 SIMPSOM STRONG WALL 32x9 IN STRONG WALL 7-b 5'-0 SIMPSOM STRONG WALL 32x9 IN STRONG WALL C 1 N/A 2 3 4 5 6 D 1-a 91-0 SIMPSOM-STRONG WALL 48x9 INSTRONG WALL 1-b 9'-0 SIMPSOM STRONG WALL 48x9 IN STRONG WALL 3 . 'j 4 5 6 2 3 4 4'-0 472 E-1 16 " 5562 K 5 4'-0 472 E-1 16 3658 K 6 F 1 2 3 4 7-a 4'-0 149 B 2 or 5 1045 B 7-b 4'-0 149 B 2 or 5 1045 B G 1 2-a 5'-0 91 B 2 or 5 489 B 2-b 5'-0 91 B 2 or 5 489 B 4 5 6 H 1 N/A 2 3 4 5 6 .. 13 SHEAR WALL SCHEDULE per NER-272 Upadated 8/1/00 PAGE PANEL PANEL LOAD 7 SHEATHING 1,2,5,7 EDGE 8 FIELD 8 A.B. SIZE& SILL 3,4 A -35F 6 TYPE No. PLF NAILING NAILING SPACING NAILING CLIPS A 1 125 1/2" GYP BRD ONE SIDE 5d jf�q. 12°----•..... 42" O.C! ............... ........... ..--•----•----.......------..............._...--------- . ...... : ...... : ................ B 2 180 THREE COAT STUCCO 16G 7/8" @ C -L 16G 7/8"@6" 1/2" @ 48" 16d @ 6" Kq�-67.Z5.--- B-1 170 FOME- COR PER ICBO # 3335 ICBO REPORT #3335 1/2" @ 72" 16d @ 6" 30" O.C. B-2 4 250 1/2" GYP BOTH SIDES 5d @.Z' 5d @ 7" 1/2" @ 48" 16d @ 4" 18" O.C'. R-3 5 165 3/8" CDX 8d @.rL 6d @ 12" 1/2" @ 48" 16dI @ 6" O.C. B4 295 THREE COAT STUCCO 16G 7/8" @ 6" 16G 7/8"@6" 5/8" @ 48" 16d @ 4" 18" O.C. & 1/2" GYP INTERIOR FACE 5d--7"--•_-•7" C 7 220 1/2" CDX PLY ................ 10d @ 6" 10d @ 17' 5/8" @ 48" 16d @ 4" 24" O.C. C-1 8 .250 3/8" CDX PLY ONE SIDES 8d @ 4" 8d @ 12": 5/8" @j 48" 16d. @ 4" 18" O.C. C-2 9 290 3/8" CDX PLY EXTERIOR 8d @ 6" 8d @ 12" 5/8" @ 48" 16d @ 4" 18" O.C., 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 7" C-3 10 330 3/8" CDX PLY BOTH SIDES 8d (R.6 Q 12" 5/8" 3" 16" O.C. ---- --------- -I .............. f .................................... . ................... -. _ D 1 325 1/2" PLY EXTERIOR 10d @ _4' 10d @ 12" 5/8" f6.O.C. D-1 12 360 7/16" CDX PLY BOTH SIDES 8d @ 6" 8d @ 12" 5/8" @ 36" 16d @ 4" 12" O.C. D-2 13 420 1/2" PLY EXTERIOR: 8d @ 4" 8d @ 12" 5/8" (g 36" 16d @ 3" 12" O.C. 1/2" GYP BRD INTERIOR 5d @ 7" 5d @ 7" D-3 14 390 1/2" CDX PLY BOTH SIDES --------------------------------- 8d (P ......8d -- ----- ..... -(x•12°-••- 5/8".9 1��Q 3" 12" O.C. ---------------- ..........---------- 435 1/2" CDX PLY EXTERIOR ------------ - 10d @ 3" 1. 0--d --- @.:1:2:' ...... ............... 5/8" @ 36" (2) 16d @ 4" .. 12" O.C. 490 3/8" CDX PLY BOTH, SIDES 8d @ A" 6d @ 12'.' 5/8"'Q 36" (2) 16d @ 4" 9" O.C. E-2 17 540 7/16" CDX PLY BOTH SIDES 8d @ 4" 8d @ 12" 5/8" @ 30" (2) 16d @ 4" 9" O.C. F 18 545 1/2" CDX PLY EXTERIOR 10d @ 2" 10d @ 12' 5/8" @ 30" (2) 16d @ 4" 9" O.C. F-1 19 650 3/8" CDX BOTH SIDES 8d @ 3" 8d @ 12" 5/8" (§ 24" (2) 16d @ 4" 8" O.C. F-2 20 720 7/16"'CDX PLY BOTH SIDES-:------•--__•- . 8d Q.�' 2' - 5/8".(p 3" 6" O.C. G 21 780 1/2" CDX PLY BOTH SIDES ................ 8d @ 3" 8d @ 12" ...... : ................ 5/8" @ 18" (2) 16d @ 3" 6" O.C. G-1 22 830: .... 3/8".CDX .PLY BOTH SIDES - ----- 8d .......... 8q Q 12" 5/8".(9 ..... T.2 .C..... H 23 870 Y'615�'PLY BOTH SIDES 10d @ 3 5/8-- @ 18., ........................... (2) 16d @ 3" 6-6.16 H-1 24 .1110 1/2" CDX PLY BOTH SIDES 10d @ 2" 10d @ 12' 5/8"@ 12" (2) 20d @ 3" 4"O.C. 1. OVER DOUGLAS FIR FRAMING 2. ALL PANEL EDGES BACKED W/2 -INCH NOM. OR WIDER FRAMING U.N.O. 3. STAGGER ALL SILL NAILING 4. PRE -DRILL ALL 20d & LARGER 5.56" T-1-11 SIDING MAY BE SUBSTITUTED FOR 3/8" CDX PLY. 6. A -35F CLIPS +44011 EA. 7. All shear walls with load plf of over 350 shall have 3X min framing menber at plates and panel edges 8. Nails based on following 6d.099dia 2" Ig, 8d.113dia, 2 1/2" Ig, 10d .128 dia, 3" 1g. DW Collars 5d.086dia, 15/8" Ig 6d.092 dia, 1718" Ig, 8d.113 dia 2 3/8" Ig HOLDOWN SCHEDULE ALL HOLDOWNS ARE SIMPSON STRONG TIE U.N.O. FTOOTING/SLAB HOLDOWNS SINGLE OR DBL POUR 2500 PSI CONCRETE H.D. H.D. A.B. STEM NAIL / SCREW LOAD WOOD NOTE TYPE NAME TYPE WALL BOLT REOD. CAPACTY MEMBER A LSTHD8 N/A 6" 24-16d SINKERS 1825 2-2x B STHD8 WA 6" 24-16d SINKERS -2210 '2-2x C STHD10 N/A 6" 28-16d SINKERS 2880 2-2x D STHD14 N/A 6" 38-16d SINKERS 4295 -2-2x E PAHD42 N/A 6" 7-16d SINKERS 960 2x F HPAHD22 N/A 6" 9-16d SINKERS 1315 2X G HPAHD22-2P N/A 6 12-16d SINKERS 2030 2x H PHD2-SDS3 SSTB20 6" 10-SDS1/4x3 3610 2-2x 5/8" A307 J PHD5-SDS3 SSTB24 6" 13-SDS1/4x3 4665. 2-2x 5/8" A307 K PHD6-SDS3- SSTB34 6" 18-SDS1/4x3 5860 2-2x 7/8" A307 L PHD8-SDS3 SSTB34 6" 24-SDS1/4x3 6730 2-2x 7/8" A307 M HD8A SSTB34 8' 3-7/8"' 7460 4x 7/8" A307 N HD10A SSTB34 8" 4-7/8" 9540. 4x 1" A307 O HD20A 1 1/4"x36" 8" 4-1" 13380 6x 1 1/4" A307 P HD15 1 1/4"x36" 8" 5-1" 15305 6x 1 1/4" A307 Y. DESIGN AND NAIL VALUES FOR ANCHOR BOLTS AND'SILL NAILS SILL NAILING NAIL SPACING CAP. PLF 16d .148. 6" O.C. 240 PLF 16d .148 4" O.C. 360 PLF 16d .148 3" O.C. 484 PLF 16d .148 (2) ROWS 6" O.C. 480 PLF 16d ".,14$ (2) ROWS 4" O.C. 720 PLF 16d.148 (2) ROWS 3" O.C. 968 PLF 20d .162 6" O.C. 284 PLF 20d .162 4" O.C. 426 PLF 20d .162 3" O.C. "568 PLF 20d .162 (2) ROWS 6" O.C. 568 PLF 20d .162 (2) ROWS 4" O.C. 852 PLF 20d .162 (2) ROWS 3" O.C. 1136 PLF ABCHOR BOLTS 1/2" A.B. 72" O.C. 140 PLF 1/2" A.B. 48" O.C. 206 PLF 1/2" A.B. 42" O.C. 235 PLF. 1/2" A.B. 36" O.C. 275 PLF .1/2" A.B. 30" O.C. 330 PLF 1/2" A.B. 24" O.C. 485 PLF 1/2" A.B. 18" O.C. 646 PLF 1/2" A.B,. 12" O.C. 970 PLF 5/8" A.B. 48" O.C. 296 PLF 5/8" A.B. 42" O.C. 338 PLF 5/8" A.B. 36" O.C. 505 PLF 5/8" A.B. 30" O.C. '606 PLF 5/8" A.B. 24" O.C. 758 PLF 5/8" A.B. 18" O.C. 1010 PLF 5/8" A.B. 12" O.C. ,151.6 PLF. NAILS 16d SINKERS OR P-NAILS (.148) 93x1.30= , 121# / NAIL NAILS 20d SINKERS OR P-NAILS (.162) 109x1.30,.= 142# / NAIL ANCHOR BOLT 1/2" A.B. CAP @ 2x PLATE 620x1.33= 825# / A.B. ANCHOR BOLT 1/2" A.B. CAP @ 3x PLATE 730x1.33= 970# / A.B. ANCHOR BOLT 5/8" A.B. CAP.@ 2x PLATE 890x1.33= 1184# / A.B. ANCHOR BOLT 5/8" A.B. CAP c@ 3x PLATE 1140x1.331516# / A.B. STRAP TIE SCHEDULE OCT 23 2000 No. STRAP / TIE NAILS / BOLTS QTY OF CAPACITY TYPE NAILS / BOLTS 1 LSTA18 10-d SINKERS 14 885 2 ST6224 16-d SINKERS —28 2115 3 MST27 16d -SINKERS 30 2315 4 MST37 16d -SINKERS ,.42: .3204 5 MST48 16d -SINKERS 46 3645 6 MST60 16d -SINKERS &6 4870 7 MST72 16d -SINKERS 56 4870 . 8 HST3 3/4" BOLTS 6 6195 9 HST6 3/4" BOLTS 12 12465 ALL STRAPS / TIES ARE SIMPSON STONG TIE. ALL STRAPS W% SINKERS HAVE HAD-THE.- AD THE.LOAD LOADREDUCED TO 0.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG STRAP TIE SCHEDULE OCT 23 2000 REV 11/28/00 No. STRAP / TIE NAILS / BOLTS QTY OF .• CAPACITY TYPE NAILS / BOLTS 1 LSTA18 10-d SINKERS 14 885 2 ST6224 16-d SINKERS 28 2115 3 MST27 16d -SINKERS 30 2315 4 MST37 16d -SINKERS 42 3204 5 MST48 16d -SINKERS 48 4460 6 MST60 16d -SINKERS 56 4870 7 MST72 16d -SINKERS 60 5800 8 HST3 3/4" BOLTS 6 6195 9 HST6 3/4" BOLTS 12 12465 .10 MSTI72 10d X 1 1/2" 72 4415 LOAD REDUCED TO 0.84 OF THE RECORDED VALUES IN THE SIMPSON CATALOG COLLECTOR SCHEDULE No. COLLECTOR CAPACITY C-1 2 x 4 2231 C-2 2 x 6 3506 C-3 2 x 8 4405 C-4 2 x 10 5800 C-5 2x 12 6440 C-6 (2) 2 x 4 3125 C-7 (2) 2 x 6 4900 C-8 (2) 2 x 8 6160 C-9 (2) 2 x 10 8310 C-10 (2) 2 x 12 11170 C-11 9 1/2" 1 -.JOIST 2150 C-12 11 7/8" 1- JOIST 3480 , C-13 14" 1- JOIST 5140 C-14 9 1/4" LVL 6880 C-15 11 1/2" LVL 7645 C-16 14" LVL 8650 C-17 14" 350 -1 -JOIST 6052 PLATE SPLICE -NAILING SCHEDULE / CAPACITY DOUGLAS FIR PLATES 2x4 MIN EA 48" LAP MIN. No. SPLICE LENGTH NAIL No. OF ROWS SPACING TOTAL NAIL CAPACITY S-1 48" SPLICE 16d 2 6" O.C. 17 2057 # S-2 48" SPLICE: 16d 2 4" O.C. 25 3025 # S-3 48" SPLICE 16d 2 3" O.C. 32 3872 # Lateral Loading: Area, Height & Weight Data Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group Job: Joshi- AR025JOl REV -1 By: Larry Warner AIA CSI FLOOR PLAN AREAS & SHEAR WALL GRID SPACING *Establish Grid Spacing I n CowwrauqaAEa el• Page 1 MaxQuake All Rights Reserved Q99.03We7 Left 3 4 8 r Wall Spacing 25 18.5 2.1 13 7.75 13 17.5 ack 96.85 Roof _ TypOH 610.2 53.35 L to R Interior Wall 2 958.08 HzProj ' 2nd FI/Rf 5.5 R R Snow Other 12.5 6.4 Roof Roof Block Area 1st FI 1 1 Roof Area 6 9 Roof 2f1d FI/Rao Overall Depth Z= hRe= hR= vRe 2nd FIIRf 6.3 R R R R R R R 1st vRi 2nd FI Depth Roof 1009.18 103.005 475.15 283.263 475.15 692.125 Roof Area 3485 FI to FI Height 9 2nd: FI/Rf 9.5 R R R R R R R 1st FI 1 1 1 1 1 1 1 Roof W Perimeter 1st FI Dp - S if Slab 2nd FI/Rf 16.75 50.55 R R R R R R 1st 1 1 1 1 1 1 Roof 2402 Floor Block Area 532.5 935.175 94.605 2nd FIIRf 3 423.15 622.125 R R Wind Ht.@Ridge , 18 Slab/Foundatio Perimeter Wali R 1st A 1 1 301 Wind Ht.@Gable 13.5 Ridge F to B L to R 1 Roof Z= 3.6 We= 64.8 Wi= 806.85 Mean Roof Ht. 13.5 Runs? Y Y 2nd FIIRf 9.5 dim. or 40% of ht. but R R Hips? Y Y 1st FI 1 1 Roof 2nd. FI/Rf 1st FI I Right Roof Floor Nock Block Perim Overall krea Area Wall Width 261.25 - 96.65 239.3 43.5 96.65 Roof at 2nd FI 96.85 635.36 _ TypOH 610.2 53.35 L to R Interior Wall 2 958.08 HzProj ' 920.1 25 hRe= 1270.5 63.825 1203 33.75 hRi= ©1995 Archforms Ltd. Insulation Lateral Load Analysis 8 Framing Construction Design Software TYPICAL DEAD LOADS -Establish Dead Loads (lbs/sfp Roof Interior Wall Roofing 9 Gyp-Bd 4.4 Sheathing 1.5 Framing 2 Framing 2 Int. Finish Snow Other 12.5 6.4 Ceiling Other Insulation 0.5 Framing 1.5 Gyp. Bd. 2.8 Other 1 Gyp. Bd. 5.8 Floor Flooring - 4 Sheathing 2 Framing 3.5 Insulation 0.5 Exterior Wall Other Ext Finish 6 Shear 1.5 Framing 2: Insulation 0.5 Gyp. Bd. 2.2 Int .Finish Pitch Height Height Other X/12 [[;F_>15% of Plan.Y? 12.2 126.3 265.13 Other 114.3 17.5 W Area 10 We= 233.7 FLOOR HEIGHTS & WIND AREA 195.7 20.6 64.8 -Establish Floor to Floor and Roof Heights (ftp Wr- : Roof Roof' Floor ; Overhang F to 131 Pitch Height Height 390.15 X/12 rant N.1 L Plan w/ both Roof Typical Overhang F to 131 2 [[;F_>15% of Plan.Y? IN Roof Roof Block Area Roof Area 6 9 2f1d FI/Rao Overall Depth Z= hRe= hR= vRe 2nd A / Roof 50.55 Overall Depth of Roof at 2nd A vRi 2nd FI Depth Roof Block Area 632.5 1009.18 103.005 475.15 283.263 475.15 692.125 Roof Area 3485 FI to FI Height 9 1 St Floor Floor Block Area Floor Area Enter Floor Depth Perimeter Wail W Perimeter 1st FI Dp - S if Slab Overall Depth 50.55 Z= 3 hRe= 133.275 hRi= 612.375 vRe 1673 Ave. Sill to A Ht Basel-Er�w1 >I 1st Floor We= W= vRi 2402 Floor Block Area 532.5 935.175 94.605 423.15. 252.263 423.15 622.125 Floor Area 3283 Wind Ht.@Ridge , 18 Slab/Foundatio Perimeter Wali 21.3 34.75 12.5 38.55 W Perimeter 301 Wind Ht.@Gable 13.5 Ridge F to B L to R Overall Depth 50.55 Z= 3.6 We= 64.8 Wi= 806.85 Mean Roof Ht. 13.5 Runs? Y Y Ness of 10% of least horiz. dim. or 40% of ht. but not less than 4% of least horiz. dim. but at least aft. Hips? Y Y Lateral Load Analysis F Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group - Job: Joshi- AR025J01 REV -1 By: Larry Warner AIA CSI SEISMIC LOADS 96 BOCA -Establish Dead Loads - Ht is measured from plate to foundation Mat Weights _ 2nd Floor let Floor Base Level Item DL(psf) - Area (sf) DL(Ibs) , Area(so DL(Ibs) - Area(sf) DL(lbs) Wt Roof 12.5 3485.17 43564.6 Wt Ceil 5.8 3282.97 19041.2 Wt Ext WI 12.2 2707.2 - 33027.8' Wt Int WI 10 3282.97 32829.7 ' Wt Floor 10 3282.97 32829.7 Sum 2nd -Sum 1st 161293 Base interior wall default: 10 psf of floor area Sum 2nd,1st & Base 161293 -Distribute Weights to Various Levels - Roof 2nd A 1st FI Tributary Weight Line Line Line Wt Roof 2nd Wt Ceil 2nd 1/2Wt Ext WI 2 Wt Int WI 2 Wt Floor 2 Wt Roof 1st Wt Ceil 1 1/2 Wt Ext WI 1 Wt Int WI 1 Wt Floor 1 1/2Wt Ext WI Bsmt Wt Ceil Bsmt Line Sum 79119.7 82173.3 43564.6 19041.2 16513.9 16513.9 32829.7 32829.7 a' Wt Sum 43564.6 19041.2 33027.8 32829.7 32829.7 W= 161293 age 2 MazQuake 01995 Archforms Ltd. All Rights Reserved, Lateral Load Analysis & Q99.03We7 Construction Design Software BUILDING CODE -Distribute Shear to Various Levels- UBC formula (30-15) -Select Code- 2nd A - Force at Level x = V (Wtz)(Htx)/Sum(Wti)(Hti) Ft assumed = 0 96 BOCA Up Roof 2 Ht is measured from plate to foundation E=Eh-p (30-1) 97 SBCCI Wt x Ht x ")(Ht) Fx p F to B p L to R X 97 UBC Roof 2. 2nd FI/Roof 1 79120 9 712078 18852 1.00 1.00 1st Floor 82173 1.00 Sum 161293 9 712078 18852 _1.00 -Determine Base Shear- UBC hearUBC Section 1630.2 Zone 3 Fig. 16-2 Seismic Source Type B Table 16-U Soil Prof SD Table 16-J Fault Distance 20 in km to Seismic Source Z= 0.3 Table 16-1 Ca= 0.36 Table 16-0 1= 1.0 Table 167K Cv= 0.54 Table 16-R T= 0.14 Formula (30-8) Na= 1.00 Table 16-S R= 5.5 Table 16-N (Tied to Pg 9) Nv= 1.00 Table 16-T WIND LOADS -Wind Pressure - UBC Section1620 P=gsiwCeCq Vp 75 Figure 16-1 Ex C Section 1616 Iw=1 Table 16-K cis 12.6 Table 16-F Ce 1.06 Table 16-G hCq 1.3 Table 16-H, #2 vCq -0.7 Table 16-H, #2 Ph= 17 Hz. Force (psf) Pv- -9.349 Vt. Force (psf) -Total Wind Load In Each Direction At Each Level (Ibsr Trib Area F to B Trib Area L to R Wind Load End Z Inter E SumP'At 'End Z Inter Z= SumP'At F to B L to R Roof 2' Roof 1 133 612 12,947 64 265 5,711 2nd A - 20,514 9,661 1st Floor 65 807 15,134 65 390 7,899 7,567 3,950 Up Roof 2 Uplift Up Roof 1 1,673 2,402 Uplift 38,096 38,096 GOVERNING LATERAL LOADS -Maximum Total Load In Each Direction At Each Level (lbsy Front to Back Side to Side Roof 2 formula (304) (30-5) (30-0) (30-7) E= CvIW/RT but not > 2.5CaIW/R but not < 0.11CaIW zone 4 not< 0.8ZNvIW/R 2nd FI/Roof 1 20,514 Wind 18,852 Seismic 112426 26393 6387 E/1.4= 18,852 lbs E/1.4=V 1612.3.1 formula (12-9) 1st Floor 7,567 Wind 3,950 Wind For Code Table references used by MazQuake see Code Sections cited o;Appendix dix A below .1 './' Shear Wall Segments Data, Lines 1-8 Page 3 MaxQuake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Ariatysis & Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group Job: Joshi- AR025J01 REV -1 By: Larry Warner AIA CSI 099.03We7 Construction Design Software Line 1 ILine 2 1 Line 3 1 Line 4 Line 5 1 Line 6 1 Line 7 Line 8 Segment (Seg) names ay appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2 ... to denote multiple (m) seg's in a quadrant, ie., U. Seg Variables; Lg: Se I lqth. Ht: Seq h M from 1 . B: Bearin Wail? - B- es. Ell: Ext. or Int. Wall? - E=Ext 1=Int. S: Stacked S above same row, &m & s L . 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables. Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I qk Lg Ht B E/I q&m Lg Ht .B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I 1,2,3.. Wall ones .Run From Front to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst _ sum Syst sum Syst Back 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Iq&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S a 3.5 9 B E a 15 13 B I a 6 9 B E b 9 b 9 b 9 b 9 b 9 b 9 b 10 9 B E b 15 9 B E c 3.5 9 B E c 3 9 B E c 9 c 9 c 9 c 9 c 9 c 9 d 9 9 B E d 9 d 9 d 5 13BE d 5 13BE d 10 9 B E d 8 9 B E e 9 e 9 e 3 9 B E. e 9 e 3 9 B E f 4 9 B E f 9 f 4 9 B E. sum 7 ; Syst SF sum 31 Syst SW 'sum 6 Syst SF' gum 7 Syst SW sum 5 Syst SW sum 5 ` Syst SW sum 20 aSyst SW sum ?6 Syst SW SF Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Iq&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht. B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst load trans to adj line Iload trans to adj line Iload trans to adj line Iload trans to adj line Iload trans to adj line Iload trans to adj line Iload trans to adj tine Iload trans to adj line Shear Segment Height/Length Height/Lengthratio is limited to 211 for edge blocked panel. "HVLg >2 limit" appears if exceeded. See Cade Ch.16 for Ht/Lg limits for other assemblies. Shear Wall Segments Data, Lines A-H Page 4 MazQuake 01995 Archforms Ltd. Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Joshi- AR025J01 REV-1 By: Larry Warner AIA CSI Q99.03We7 Construction Design Software A Line B I Line C I Line D Line E I Line F Line G I Line H ILine Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b... to denote multiple (m) seg's In a quadrant, ie., 2b. Seg Variables: La: So I kjth. Ht: Seq h ht frompq 1). B: BeariWall? - B=yes. E/I: Ext. or Int. Wall? - E=Ext 1=Int. S: Stacked S above same row, &m & s 2ndS Iq&emg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I q&m Lg Ht B E/I A,B,C.. Wall Lines Run From Side to sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst _ sum Syst Side 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level 1q&rn Lg Ht B E/I S q&m Lg Ht B E/I S q&m . Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S 14 8 9 B E 1 9 1 9 1-a 9 9 B E 1-b 8 9 B E 2 9 2 9 1-b 9 9 B E 2 9 2 9 2-a 5 9 6 E 2 9 3 9 3 9 3 9 3 9 3 9 2-b 5 9 6 E 4 9 4 9 4 9 4 4 13 B E 5 9 5 9 5 9 5 4 9 B E 7,a 5 9 B E 6 9 6 9 6 9 - 7-a 4: 9 B E 7�b 5 9 B E 7 9 7 9 7. 9 7-b 4 9 B E sum 16 Syst SW sem 10 Syst SF ; sum Syst sum 18 Syst SF _ sum 8, Syst SW sum a Syst SW sum 10 Syst SW sum Syst SF load trans to adj line Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Level 1q&rn Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B Ell S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S q&m Lg Ht B E/I S SUM Syst sum Syst sum Syst sum Syst : sum Syst sum Syst sum Syst sum Syst load trans to adj line Iload trans to adj line Iload trans to adj line Iload trans to adj line Iload trans to adj line iload trans to adj line Iload trans to adj line Shear Segment Height/Lenratio is limited to 2/1 for ed blocked anel. "HU >2 limir a rs if exceeded. See Code Ch.16 for HVL limits for other assemblies. Lateral Load Distribution & Overturning Moment Page 5 MaxQuake ©1995 Archforms Ltd. All Rights Reserved I Lateral Load Analysis & Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group Job: Joshi- AR025JOl REV -1 BY: Larry Warner AIA CSI Q99.03We7 Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line 8 Force Seis %= I%SM Wind %= W/ft-- 9 W, snow RM= if'W'.67,'s".85 OTM= If Sfk Vnet"ht Vadj= V= SumV= Distrib trib fl A/Sum flA bib W A/Sum wlA Sum lev. w"tdb area Wt/ft' 2/2k SumV*WLqly'L_q SumV from ad' Ln Ln%*Vmax SorW Vad'+Vabv+V 2nd % SMI % S/W %. SMI % SMI % S/W % SM/ %. SMI Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM SW r -V wall "10/1w / V level Frame V frame/ Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 V level 2nd level V : 2nd level V 2nd Ievef V 2nd level V 2nd level V 2nd level V 2nd level V 2nd level V SUMV, Sum V Sum V Sum V Sum V Sum V Sum V Sum V 1St % SM/ 9.07 12.9 % SMI 23.6 22.5 % SMI 16 10.6 % SM/ 8.29 7.8 % SMI 10.9 10.7 % SMI 10.9 10.7 % SMI 16.7 15.7 % SM 9.93 9.03 Level Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM .OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg Wlft RM OTM Wind a 339 1.38 11.9 a 481 36.1 29 a 298 4.56 27.1 20,514 b 389 13 14.5 b 270 20.3 9.62 c 339 1.38 11.9 c 508 1.52 4.01 d 508 13.7 12 d 348 2.91 28.6 d 348 2.91 28.6 d 389 13 14.5 d 270 5.76 5.13 p= a 248 0.74 6.17 a 270 0.81 1.92 2-201 f 508 2.71 5.35 f 248 :1.32 8.22 (r max Ab".5') Vadj line 2= Vadj line 1 or 3 Vadj linen or 4 Vadi tine 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 1.00 r- V above r- V above r- V above r- V above r- V above r- V above r- V above r- V above 0.05 1st lev V 2.65 0.08 1st lev V 4AII 0.16 1st lev V 3.01 0.12 1st lev V 1.6 0.22 1st lev V 2.05 0.22 1st lev V 2.2 0.08 1st lev V 3.23 0.04 1st lev V 1.87 w Sum V 2.65 w Sum V 4.61 s Sum V 3.01 w -.Sum V 1.6 w Sum V 2.05 w Sum V 2.2 w Sum V 3.23 s Sum V 1.87 Base % SM/ 8.11 12.9 °/. SMI 22.4 22.5 % SMI 15.7 10.6 % SMI - 7.89 7.8 % SMI 10.3 10.7 % SMI 10.3 10.7. % SMI 15.9 15.7 % SMI 9.48 9.03 Level Seg W/ft RM .OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Seg W/ft RM OTM Wind 7,567 P= . 2-20/ (r max Ab".5) Vadj line 2 Vadj line 1 or 3 Vadj line 2 or 4 Vadj line 3 or 5 Vadj line 4 or 6 Vadj line 5 or 7 Vadj line 6 or 8 Vadj line 7 r- V above 2.65 r- V above 4.61 r V above 3.01 r- V above 1.6 r- V above 2.05 r- V above 2.2 r- V above 3.23 r- V above 1.87 Bsmt V 0.98 Bsmt V 1.7 Bsmt V 0.8 Bsmt V 0.59 Bsmt V 0.81 Bsmt V 0.81 Bsmt V 1.19 Bsmt V 0.68 w Sum V I w Sum V w Sum V w Sum V w Sum V w Sum V w Sum V w Sum V Lateral Load Distribution & Overturning Moment Page 6 Ma%Quake ©1995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group Job: Joshi- AR025JOl REV -1 By: Larry Warner AIA CSI 099.03We7 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= W/ft= if W, -snow RM= if'W.67 ; Shear Wall and Hold Down Requirements Page 7 MaxQuake ©1995 Archfornis Ltd. Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Joshi-AR025J01 REV -1 By:. Larry Warner AIA CSI Q99,03We7 Construction Design Software Line 1 I Line 2 Line 3 1 Line 4 Line 5 Line 6 Line 7 Line 8 Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Hold Down HD T Incorperated into Shear Frames, Mfg Abreviation Shown at each r 'd Frame, see Wall Type for Frame Size 2nd HD HD HD HD HD HD HD HD - Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift _Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1,2,3.. Wall Lines Run From Front to Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Back Wall Type I Wall Type I Wall Type I Wall Type Wall Type Wall Type , Wal( Type_ Wall Type Roof Uplift from Side to Side resisted by Left and Right Ext. Walls Uplift (plf) Rf 2 @ Ext WI Uplift Detail Rf 2 & Ext WI _NA 1St HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift _Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg_ Uplift_ Type SEg Uplift Type a 3,009 A SF a a 3,751 A SF b 157 A NA b c 3,009 A SF c 829 A H1a d d 5,132 A H6 d 5,132 A H6 d 157 A NA' d e 1,808 A H2 a 371 A H1a f .660 A-H1a f 1,725 A: H2 Sbear(plf) 1324 'Shear(plf) ' 149 ;Shear(plf) 3008 Shear(plf): 228 Shear(plQ 410 Shear(plf) 440. Shear(plf) 162 Shear(pM 72 Wall Type A 249 Wall Type A 6 Wall Type A 48x9 Wall Type A 6 Wall Type A 3 _ Wall Type A 3 Watt Type A 6 _Wall Type A 6 Roof Uplift from Side to Side resisted by Left and Right Ext. Walls - Uplift (plf) Rf 1 @ Ext WI 89 Uplift Detail @ Rf 1 & Ext lM A T 6 Straps/Hold-Downs must run continuous down rough the Wall below- to the Foundation. If no Wall below, tie to Beams, sized for Hold -Down Point Loads. _ Base HD HD HD HD HD HD HD HD Level Seg. Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) ' Shear(plf) Wall Type Wall Type Wall Type Wall Type Wall Type Wall Type___Wall Type Wall ly_pe Shear per Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum V) / Number of Shear Frames at that Line & Level. 139% of actual load used at Base Level. Minimum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Pae 9. ®�� Shear Wall and Hold Down Requirements Page 8 MazQuake 01995 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Date: Jan 3, 2001 REV 3-12-01 Firm: AEC Group Job: Joshi- AR025JOl REV-1 By: Larry Warner AIA CSI Q99.03We7 Construction Design Software Line A I Line B 11.1ne C Line D Line E Line F Line G Line H Uplift = Overturning Moment (OTM) - Resisting Moment (RM) I Segment Length (Seg Lg). Hold Down HD T I rated into Shear Frames MfQ Abreviation Shown at each 'd Frame see Wall Type for Frame Size 2nd 7 HD HD HD HD ' HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type A,B,C.. Wall Lines Run From Side to Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shearjplf) Shear(plf) Shear(plf) Shear(plf) Side Wall Type Wall Type Wall Type Wall Type: Wall Type Wall Type Wall Type Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Up lift I Rd 2 @ Ext WI Uplift Detail @ Rf 2 & Ext WI NA 1st HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1-a 1-a 2,534 A SF 1-b 1-b 2,534 A SF 2-a 489 A H1a 2-b 489 A H1a 4 5,562 A H6 5 3,756 A H5 7-a 4,052 A SF 7-a 1,045 A H1b 7-b 4,052 A SF 7-b 1,045 A H1b Shear(plf) 44 Shear(plf) -2,5q Shear(plo Shear(pill) 3873 Shear(plf) 472 _ Shear(plf) 149 Shear(plf) 91 Shear(plf) ; Wall Type A 6 1 WaIITypeA32x9j Wall Type Wall Type A 48x9 I Wall Type A 3 1 Wall Type A 6 1 Wall Type A 6 Wall Type Roof Uplift from Front to Back resisted by Front and Back Ext. Walls Uplift(plt) Rf 1 @ Ext WI 47 Uplift Detail @ Rf 18 Ext WI' NA Stra s/Hold-Downs must run continuous down rough the Wall below to the Foundation. If no Wall below; be to Beams, sized for Hold-Down Point Loads. Base HD HD HD HD HD HD HD AHD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Shear(plf) Shear(plf) Shear(plf) Shear(pif) Shear(pif) Shear(plf) Shear(plf) Shear(plf) ll T WrShear Wall Type Wall T Wall Type Wall T Wall T Wall Type Wall Type er Linear Foot (Shear(plf)) = Sum of Shear at that Line & Level (Sum 1n I Number of Shear Frames at that Line & Level.139% of actual load used at Base Level. required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 9. 1b. li� R Shear Wall and Hold Down Schedules Page 9 MaxQuake ©1995 Archfors Ltd. Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group All Rights Reserved Lateral Loamd Analysis & Job: Joshi- AR025J01 REV -1 By: Larry Warner AIA CSI I Q99.03We7 Construction Design Software SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) S ecial Zone Hardware Mfg. Wall Framing Material Shear all System PI/PB Wall Sheathing Fasteners X No X Simpson X Doug Fir or So.Pine X SW -All Plywd or PB X 318"ort/2" CC or CD Ply X 8d Los Angeles Area KC Metals Hem Fr (s.gray.<.49) SW-Gyp,Stuc or Ply 3/8"ort/2" Struc I Ply 10d USP-Sik/Kant 3-1/2" Metal Studs HF- Hardy Frame 3/8"ort/2" CD Ply o/GB 14ga Staple 94 UBC Other (Apx.C) X SF -Simpson Frame 1/2"Ext M,S/M-2 Prtcl Bd 1" Screw To Customize, Overwrite Sched. on Apx. C below I Other (See Apx. C) ZF -Z Frame Other Sheathing/Fastener Combo (See Apx. C) WIND AND EARTHQUAKE DATA 97 UBC SHEAR WALL SCHEDULE Wind Speed mph 75 Seismic Zone 3 Wall Shear Wall Edge . Anchor Plate to FI. Plate Importance Fact. 1 Source Type B Type Load Sheathing Nail Bolts Nail Lag Clips Exposure Cat. C -Fault Distance 20 Symbol (plf) Material 8d 518"x12 16d 1/2" A35 Wind Pres.horiz. psf 17.36 Soil Profile SD GF:880 GF;140 GF:480 GF:450 Wind Pres. vert. Dsf •9.35 ResDonse Factor 5.5 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 NA construct wall as spec'd per symbol or any below WALL HOLD-DOWN & STRAP SCHEDULE A 6 260 1/2" Ply 6" 40"oc 6"oc 22"oc 20"oc Hold -Down Max. Min. Wall Foundation Bolt Symbol Uplift Post FI to FI Anchor Type Bolt 4 A 4 380 1/2" Ply 4" 27"oc 4"oc 15"oc 14"oc lbs: Size Strap Straps HD Dia. 4 A 3 490 112" Ply 3" 21"oc 11"oc 11"oc Note 3,4 Note 2 Note 2,4 Note 2 4 A 2 .640 112" Ply 2" 16"oc 9"oc 8"oc 4,5 A 44 760 ea side 112" Ply 4" 14"oc 7"oc 7"oc NA up to 300 use the hold-down across or below req'd type A H1a 1,005 2x ` CS20 20"+ PAHD42 4,5 A 33 980 ea side 112" Ply 3"; 10"oc 6"oc 5"oc A H1b 1,650.. 2x CS16 30"+ LTT20 1/2" 4,5 A 22 1280 ea side 112" Ply 2" 8"oc 4"oc 4"oc A H2 2,775 -2-2x MST 48" STHD10 HD2A 518" ? A H5 4,685 2-2x MST 60" PHD5 5/8" 1 Sheathing: 3/8"-1/2" (4 ply min) CD, CC Ply with all edges blocked A H6 5,800 2-2x MST 72" PHD6 7/8" 2 Framing: 2x DF typ @ 16"oc., 3x req'd if 10d w/ +1-5/8" penetration, Tor 3"oc A H8 6,730 2-2x CMST14 68"+ PHD8 7/8" 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12" A H10 9,540 4x CMST12 90"+ HD10A 7/8" 4 3x at plate and panel edges at walls w/ Shear over 350lbs, nail min.1%2" from edge A H14 11,080 4x HD14A 1" 5 Offset panel edges on opposite sides of wall and stagger plate splices A H15 15,305 6x HD15 1-1/4" 6 Anchor Bolts (ASTM A307) Min. 7" imbedment, w/ 2"x2"x3/16" Plate Washer ? Add" inches to FI to FI Tie Strap for gap across Joist 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-99 8 Pre -drill 318" hole for Lag. Provide Washer. Adjust Igth for 2" penetration into Joist. 2 Nail Straps & Hold -Downs w/10d (2x max.pen."/8") See Details 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks and Mfg. Data for Nailing, Bolt and Embedment Requirements 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 3 If No Cont. Rim Joist Add Lgth Of Gap. 10d at CS, 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to Walls below; if no Wall below, be to Beams, sized for Hold -Down Point Loads .: 'A,:- y:; Shear Wall and Hold Down Schedules Page 10 MazQuake 01995 Archforms Ltd. All RightsReserved Lateral Load Analysis & Date: Jan, 3 2001 REV 3-12-01 Finn: AEC Group Job: Joshi- AR025JOl REV -1 By: Larry Warner AIA CSI Q99.03We7 Construction Design Software DIAPHRAGM OPTIONS: Rf1FI Framing Mat. RUN Diaphragm Fasteners X DF or So.Pine X All Unblocked 8d Com Only COLLECTOR/TIE AND DIAPHRAGM SCHEDULE CIT Max. Collectorfrle Tie Tie Rod Hem Fir Rf UnBlk, FI Blk X 8d@Rf, 10@FI Other Block All Edges 10d Com Only Type Force Cont Joist or Strap Washer 14 ga Staple Symbol (lbs) Solid Blocking or Cont Dia. Dia. HD To Customize, Overwrite Schedule or See Apx. C I 10ther less of C&T par to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Collector/Tie as spec'd per symbol or any below STRONG -WALL (SF) SCHEDULE ICBG No. NA 300 A C1 2,231 2x4 MST27 A C2 3,506 2x6 MST37 3/4" 1.79 2- HD5A Frame Model Numbers and Unit Shear Capacities (lbs) Height 7 ft 8 ft 9 ft 10 ft Note 4 A C3 4,405 2x8 MST48 718" 2.24 2- HD6A L A C4 5,800 2x10 -MST60 718" 2.96 2- HD8A A C5 6,440 2x12 2-MST37 7/8" 3.28 2- HDSA A 1.3 16x7 3,020 4 A 1.8 22x7 4,820 A C6 8,310 2. 2x10 HST5 7/8" 4.23 HD10A A 2.0 24x8 1,610 24x9 1,585 32x10 2,460 A C7 11,170 2- 2X10 HST6 7/8" 5.69 2- PHD6 A 2.7 32x8 2,875 32x9 2,600 32x10 2,460 A C8 17,691 3- 2x10 7/8" 9.01 2- HD10A A 4.0 48x8 4,545 48x9 4,370 48x10 4,095 ? ? ? ? ? 1 Provide Cont. Rim JoistlRafter or Solid Blocking at all Shear Wall Grid Lines 1 Mfg. By Simpson Strong -Tie Co. 800 999-5099 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 2 Follow Mfg. literature for all HD, anchor & other installation regls 3 Between Blocks. or breaks in Rafters/Joists provide straps to maintain Tie continuity 3 Provide min. 4x4 post or beam under free ends of frames if not stacked 4 Run All -thread Rod thru Rft/Jst, Igth=Load/Shear(plf), secure ends w/ Washer or HD 4 AII Strong -Wall listed are 3-112" thick, see Mfg. data for 5-112"units 5 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. 6 Connect 6ritirruous Coliectortue to shear wall as required by Shear Wali Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong -Tie Cat C-99 ROOF/EXT. WALL UP -LIFT SCHEDULE Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter T I at 16" oc at 24"oc at 16" at 16" oc Symbol I Note 1,2,4 Note 3 Symbol I Note 1,2,4 50 8d Nail 10d Nail A T 100 Ply Nailing or H2 H2 A R6 180 1/2" Ply 6" A F6 215 314" Ply A U 180 A35 H4 H2 A R4 112" Ply 4" A F4 314" Ply A.V 310 SPI H10 H1 H2 A R3 1/2" Ply 2.112" A F3 314" Ply A W 460 SP4 H7 H10 LTS10 A R2 112" Ply 2" A F2 314" Ply A X 600 SP2 H10 H7 ? ? A Y 1,170 FTA2 1 Sheathing: Floor 3/4 CD -AC Ply/OSB, Roof 112 CD or CC Ply/OSB, Unblocked A Z 2,560 FTA7 2 Framing: 2x typ, 3x req'd if 10d pen more thanl-518", or nails spaced less than 3"oc ? 3 Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12"@Rf,10"@FI 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-99 4 Continuous Rim Rafter/Joist recommended at perimeter of unblocked diaphragms ColiectorMe & Diaphragm Loads, Lines 1.8 Page 11 MaxQuake ©1995 Archforms Ltd. Date: Jan 3 2001 REV 3-12-01 Firm: AEC Group All Rights Reserved Lateral Load Analysis & Job: Joshi- AR025J01 REV -1 By: Larry Warner AIA CSI Q99.03We7 Construction Design Software Line 1 1 Line 2 1 Line 3 1 Line 4 Line 5 1 Line 6 Line 7 1 Line 8 Seg C/T Load (back) - max. load on the Collector Me between this and Seg above. C/T Type - min. adequate CollectorMe. Seg beg - feet Seg begins front of Quad Line. front - CIT load at front side of the front most Segment. Shear - the average Diaphragm Shear al the Une. IF "G " a ars correct Line CITdiscontinu' . 2nd ICITLoad C/T S CIT Load C/T Seg C/T Load C/T SegC/T Load C/T C/T Load CIT Seg CIT Load CIT C/T Load C/T CIT Load CR Seg Roof Seo back Type beg Seg back Type beg Seg back Type beg Sag back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Sag back Type beg Wall front front front _ Lines Shear(plf) Shear(plf) Shear(plf) Run Shear(plf) Rf Diaph Rf Diaph From Rf Diaph Rf Diaph CIT Load CIT SeE Front C/T Load C/T S C/T Load CIT S C/T Load CIT Seg to front front front Shear(plf) Shear(plf) Shear(plf) Back Rf Diaph Rf Diaph Rf Diaph 1 Rf C/T Load C/T S C/T Load CIT Sec C/T Load CIT 2 FI Seg back Type beg Seg back Type beg Seg back Type t a a a c 889 A C1 c 1154 A C1 d 1326 A C1 f 1251 A C1 front 746 A C1 front 501 A C1 front 2651 A 0 , Shear(piQ 124 Shear(plf) 91 Shear(plf) 60 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 FI Diaph A F6 FI Diaph A F6 FI Diaph A F6 - 1st C/T Load C/T C/T Load C/T S C/T Load C/T Floor Sea back Type bec Seg back Type bedSeg back Type t )nt front I front hear(plf) Shear(plf) Shear(plf) Diaph IFI Diaph I A Diaph Rf or FI Diaph return "block?", load values are higher than the front front front front _ front Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph CIT Load CIT SeE CIT Load CIT Sec C/T Load C/T S C/T Load CIT S C/T Load CIT Seg Seg back Type beg Seg back Type bin Seg back Type beg Seg back Type bq Seg back Type beg b b d 996 A C1 d 1067 A C1 d 706 A C1 d 290 NA e 1155 a C1 f 577 A C1 it 195 _ NA front 740 A C1 front 793 a C1 ear(plf) 35 Shear(plf) P. Shear(plf) 68 Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Diaph A F6 FI Diaph A F6 FI Diaph A F6 ' Load C/T Sec C/T Load C/T SeE CIT Load C/T . a back Type Seg back Type be.dSeg back Type nt front Ifront ear(plf) Shear(plf) I Shear(plf) Diaph FI Diaph FI Diaph capacity. Change to blocked diaphragm or fastener 0; nt _ 886 A C1 ear(plf) 91 Dlaph A R6 Diaph A F6 r Load C/T g back Type IFl Diaph or add Shear Wall e 403AC1 rn ear(plf) 53 Diaph a R6 Diaph A F6 r Load C/T Seg g back Type beg Diaph L— r .:A Y' torfrie & Diaphragm Loads, Lines A -H Page 12 MaxQuake 01995 Archforms j. ---- d. All Rights Reserved Lateral Load Anal & in 3 2001 REV 3-12-01 Firm: AEC Group )shi- AR025JOI REV -1 By: Larry Warner AIA CSI 099.03We7 Construction Design S re Jne A Line B Line C Line D Line E Line F Line G Line H ,g CIT Load (left) - max. load on the Collector Re between this and Seg to left. CIT Type - min. adequate Collector/Tie. Seg beg -feet Seg begins right of Quad Line. ht - CIT load at right side of the' most ent. Shear - the average Diaphragm Shear alonq the Line. if 'Gap' appears correct Line CIT discontinuity. rT Load CIT Sikc CIT Load CIT Sec, CIT Load UT SeI CIT Load CIT CIT Load CIT Sec C/T.Load CIT Sec C/r Load C/T Sec CIT Load CIT Seg '-g left Type beq Seg left Type beg Seg left Type Seg left Type beg Seg left Type beg Seg left Type bec Seg left Type bec Seq left T beg ght right right right right right right right hear(pif) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) . f Diaph Rf Diaph Rf Dla h Rf Diaph Rf Diaph Rf Diaph Rf Diaph Rf Diaph rr Load CIT S CIT Load CIT S CIT Load CIT S CIT Load CIT SeE CIT Load CIT SeE CIT Load CIT S CIT Load CIT S CIT Load CIT Seg eg left Type bec Seg left Type Seg left Type beg Seg left Type bq Seg left Type beg Seg left Type beg Seg left Type Seg left T beg .a 1-a -b 353 A C1 1-b 3873 A C3 2-a 2-b 454 A c1. 4 1083 A C1 5 595 A C1 7-a 4110 A C3 7-a 646 A C1 7-b 1861 A C1 7-b 174 NA ght 577 A C1 right 259 ; NA right right 7026 A C6 right 1801 A C1 right 125 NA right 687 A ;Ct right hear(plf) 16 Shear(plf) 52 Shear(plf) Shear(plf) 80 Shear(plf) 53 Shear(plf) 31 Shear(plf) 44 Shear(plf) .f Diaph A R6 Rf Diaph A R6 Rf Diaph Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph A R6 Rf Diaph I Diaph A F6 FI Diaph A F6 FI Dia h FI Diaph A F6 FI Diaph A F6 FI Diaph A F6 FI Dia h A F6_ Fl Diaph R Load CIT Sec CIT Load C/T SeE CIT Load CIT S CIT Load CIT SeE CIT Load CIT SeE CIT Load CIT Sec CIT Load CIT : S CR Load CIT Seg eg left Type Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type bec Seg left Type beg Seg left Tye beg ight right right right right right right right ,hear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) Shear(plf) 'I Diaph FI Diaph FI Diaph FI Diaph FI Diaph FI Diaph I A Diaph IN Diaph Rf nr FI Dianh retum "block?". toad values are higher than the diaphragm ca ity. Change to blocked diaphragm or fastener Option 10 or add Shear Wall 3or4 1 ,)1r. /t Wind Pressure for -Components•• • PageI All Rights• 1 11 1 Lateral Load Analysis & 1. 11 1 • • Job:' •. ' 1 • 099.03We7 Overturning CalculationTemplate Wind 7w tel FT- S Pressure for GCP • • 1 • • • h! —_i_i_i__i 1x1111 iiilJ Ll LLl-L' i_i__���_W_Jll • • 1 • � —ter 1 i��—��i —• � ori 1 ��•��i�i 111—� __i�•>•i_i_i 1 • Uplift -3.4 -59- • aa.a-a—ia�a�� .+rte —..i .i • iiaii��i �O •—�i���ri i�r •a. a�•v� • 1 ii��_-- 1 i...•a..i • 1 ia�a��i�— • iii—iii • • -� • r Force -2.8 491 _ ii.—iii ____� —�-- 1 ___ o�.i 1 . iii�a��i • ' ���i�a�i a_ r.i i_�_r�_ir— -1S- i—���_�_� ��•� iir—iri iiiiiii • . • • 1 • • 1 ��r_,—I•.'. SR. •=ii—[rc..ar 1 5��,_,III C.3lf LF i--�r•r cr ar �• C ------- ii—ii-- - -.. .- . • 1 1 ����i/x•1'11 ii il:J.?1LLL• L_ • . . . . . . . - - . . �� • —� iii�ii —v.�—ori —_r-a�•iiii 1 —w �ri��i i�.�1��i • 1 i.•Iw—rri • i�rii ii �i_.�i_i_�_i_ ' 1 iii i •—�r�•��i ' i�ii�ri �� i— i •—�ra� �—ami • _ ��t,a.—_r_—_ -0,8 •—�ii�ri �a-ai =a���Jl►\iii =�� —r— —w\[ua•a�i r—_ -0.6 1 ��Vii�� �i �� ii•c•:r \i �i •���L"l—moi 1 i��•=iii i. it_— -0.4 __ • •—a�����i 1 '—�a�•�isa� ia��� ��� 0.0 1—i�ii�— • iii iia�� ' ii�ii�i z iiiii�i 1 �—r—rraw • • of Roof Down 0.2 31• Load 1 i=Mii==—Z— 1 . — —�_�r.•i•-/..ter. r -r. --_..Wi=YY►- • ��►iii_ 1 i—�•1■•/-�r...ra • lei i1L'I�Yi:1►.1\-� 1 1 or 16 10 .1. "•• ••• 1 1 1 1 1 • ���aaa nv nn 0.8 14Force 17 11.2 21 • 24 1. 1 iiiiif7T. • ii�ii�— ii��i �— • i�.M:Ti ii —��•J 1"!•ii r�--_ 1 uuu� �.. i•.ii�— �Ir-��w�— � i�sl�l f.7 _/-7� ii•N� iii — �riira>♦ —..iiia_— ��•r.aii �a� 1 —� Lliiii • ii��iiii -- •iir— 1 1.6 28 • —ire—_ 1 : iiil�iii _ir•---- 1—i�i�ri 1 . iii�iii i.�►:7�iii r.•�i�- • i�����i 1—��—��i 1 ii �a•�ii 1. •lues are for • 1 •=��ii�i iil�\ awr— enclosed i 1 / ���/iaii -�i•••1•�/ :T. r.T. 1 ii�1•/11/�J �.T.. .T- A �• 2. SBCCI Values for 1are equivalent 11 111 1 • • 1'11 1 • 11 to UBC Table. for + of 1 r1m, 7r NMI` Gj Z l, I SAM I ; NAA HORIZONTAL/DOWN-FLOW HORIZONTAL UNIT HEATERS *90.0% to 92.0%A.F.U.E. 50,000 to 120,000 Btuh (14.7 to 35.2 M Input 1 thru 5 Tons (3.5 thru 17.6 M Nominal Add -On Cooling •Isolated Combustion System Rating For Non -weatherized Furnace " vi" "r �k,, rIC' h'. r RFIINO FI GCEPTICIE0 m ama HORIZONTAL POSITION ISI Closet Installation With cooling coil Suspended Horizontal Unit Heater Installation ISO 9000 REGISTERED WORLD CLASS OUAUTY Typical Applications GHR26 Bulletin #210093 September 1995 Supersedes August 1995 �DOWN—FLOW POSITION Attic Installation With cooling coil, electronic air cleaner and humidifier Horizontal Crawlspace Installation Q The maple leaf symbol in this bulletin denotes Canadian only usage where applicable ©1995 Lennox Industries Inc. " NOTE — Due to Lennox' ongoing committment to quality, Specifications, Ratings and Dimensions subject to change without notice and without incurring liability." 1 FEATURES ; , - ' Applications • Five models (natural gas or LPG/propane) • Input capacities of 50,000, 75,000, 100,000 and 120,000 Btuh (14.7, 22.0, 29.3 and 35.2 kW). • Energy efficiencies (AFUE) of 90.0% to 92.0%. • Utility room, alcove, closet, crawl space or attic installation. • Lennox add-on evaporator coils, electronic air cleaners and power humidifiers can be added to furnace. •Approved for use as unit heaters. • Shipped factory assembled with all controls installed and wired. • Shipped for down -flow and horizontal left hand air discharge. • Easily converted to horizontal right hand air discharge • Each unit factory test operated to insure proper operation. Approvals • Units certified by A.G.A./C.G.A. Laboratories and ratings are certified by GAMA. • Units tested and rated according to U.S. DOE test procedures and FTC labeling regulations. • Approved by California Energy Commission and meet California Seasonal Efficiency requirements and California Nitrogen Oxides (NOX) Standards. • Blower data from unit tests conducted in Lennox Laboratory air test chamber. • Units approved for conventional or horizontal venting. • Developed in accordance with ISO 9000 quality standards. Equipment Warranty • "DuralokPlus- " Aluminized Steel Heat Exchangers — limited lifetime warranty. •All other covered components — limited warranty for a full five years. • Refer to Lennox Equipment Limited Warranty certificate included with equipment for details. ' Lennox DuralokPlus- Aluminized Steel Primary and Stainless Steel Secondary Heat Exchanger Assembly • Heavy gauge' aluminized steel primary heat exchanger. *Crimped seam clamshell type design. • Minimum resistance to air flow. • Secondary stainless steel condenser coil heat exchanger with aluminum fins fitted to stainless steel tubes. • Heat exchanger assembly has been laboratory life cycle tested. • Combined flue vent / condensate drain header box. • Secondary condenser coil factory tested for leaks. Intake, Exhaust and Condensate Connections • Connects to either side of unit. • Inlet air pipe connects with no -hub connector clamp (provided). • Exhaust pipe connects to outside of cabinet. *Quick connect, low profile condensate trap provided for field installation. *Condensate hose re-routing not required if unit position changed. Inshot Burners •Aluminized steel inshot burners. • Burners completely enclosed. • Heavy gauge steel burner box. • Burner sight glass furnished on burner box. • Burner assembly removeable from unit. Automatic Gas Control • 100% safety shut off. • 24 volt redundant combination gas control valve. • Manual shut off option (On -Off). • Automatic electric valve (dual). •Gas pressure regulation. •Dual valve design provides double assurance of 100% close off of gas to main burners on each off cycle. • Gas valve automatically regulated to maintain even gas flow regardless of venting installation. • Design compensates for variations in altitude. Induced Draft Blower •Induced draft blower prepurges heat exchanger and safely vents combustion products. • PSC motor has ball bearings and is thermally protected. • Operates only during heat demand cycle. • Pressure switch prevents unit operation in case of blockage of combustion air inlet, flue outlet or condensate drain. GHR26 / Page 2 No. Limit Controls . *Primary and secondary limits factory installed and accurately located. Automatic reset. • Primary limit located on vestibule panel • Secondary limit located on blower housing Flame Rollout Switch • Manual reset.. • Prevents unit operation in the event combustion air products passage through the flueway is'reduced or blocked • Factory installed on top of burner box Integrated Blower/Ignition Control Board • Furnished and factory installed in control box on blower deck. • Solid-state board contains controls and relays to operate blower, gas valve, combustion air blower and ignition. • Board monitors flame, limit and gas valve operation. • Fan control consists of blower timed -off delay (adjustable from 60 to 240 seconds. Factory setting is 60 seconds.) and non-adjustable blower timed -on delay (45 seconds). • For air-conditioning applications, blower is automatically energized on thermostat demand for cooling. • Continuous low speed blower operation furnished. • Removeable low voltage terminal strip for easy thermostat connections. • Manual reset circuit breaker protects control board and transformer. •Two diagnostic code LED's furnished as aid in servicing system. Adaptable to Lennox Diagnostic Module. •Two 120 volt terminals provided for operation of accessories during cooling and heating modes. • One 120 volt terminal provided for operation of accessories during heating mode only. Direct Spark'lgnition (EGC-1) • Solid-state electronic direct spark ignition control provides positive, safe main burner ignition. • Intermittent spark occurs only when required. •Electronic flame sensor control assures safe and reliable operation. • If loss of flame occurs, ignition control initiates 5 attempts at re -ignition beforelocking out unit operation for 60 minutes. • Watchguard circuit automatically resets ignition controls after one hour of continuous thermostat demand after unit lockout, eliminates nuisance calls for service. • Control board compatible with Lennox Diagnostic Module. 24 Volt Transformer • Furnished and factory installed in control box. • 40VA transformer has circuit breaker wired in series. Cabinet • Low profile, narrow width cabinet allows easy installation. • Heavy gauge cold rolled steel constructed. • Baked -on enamel paint finish. • Fully insulated cabinet. • Complete service access. • Easy blower removal. *Safety interlock switch automatically shuts off power to unit when blower compartment access door is removed. •Gas piping and electrical inlets are provided in both sides of cabinet. Blower • Multi -speed direct drive blower. • Statically and dynamically balanced. • Leadless motor resiliently mounted. • Blower speeds changed at harness connector on blower motor. See blower performance tables. Field Wiring Make-up Box • Furnished for line voltage wiring. • Box may be installed internally or externally on either side of furnace. *Contains plug-in connection for power supply wiring, wire for 120 volt accessory connection and all necessary hardware for installation. Cleanable Air Filter • Washable or vacuum cleanable polyurethane frame type. • Filter held in place by rear filter clip and two clips on each side of opening. • Filter easily removed for servicing by pushing up filter clips on each side of cabinet. f W OPTIONAL I Ordered Thermostat /Optional) Concentric Vent/Intake Air Roof/Wall Termination Kits (Optional) • See Thermostats bulletin ih Accessories section and Lennox • Facilitates installation of combustion air intake pipe and flue Price Book for a complete list of thermostats. exhaust pipe. LPG/Propane Conversion Kit (Optional) ' - • Contains concentric termination assembly, mounting clamp, roof • Required for field changeover from natural gas. flashing, reducer bushing and 45° elbow. •Requires single hole penetration for installation. •See Specifications table for order number. • A.G.A./C.G.A. certified. Twinning Kit (Optional) • Field Installed kit operates two furnaces simultaneously. •Twinning Kit For Continuous Low speed Blower LB -63093C (35J93). •Kit consists of heavy gauge steel control box and two auxiliary limit controls. • Control box has electrical inlet knockouts and contains low voltage and high voltage terminal strips, blower control relay, heat relays, door interlock relay and 24 volt -control transformer. •All controls are factory installed and wired. • Limit controls are field installed in each furnace: • Holes for mounting control box are provided. • Box may be field installed in any convenient location adjacent to or on one of the furnaces. Condensate Drain Heat Cable Kits (Optional) •Self-limiting wattage heat cable prevents condensate drain from freezing in unconditioned areas. • Kit (26K68) 6 ft. (1.8m) length of cable. • Kit (26K69) 24 ft. (7.3m) length of cable. • Kit (26K70) 50 ft. (15.2m) length of cable. Also available: • Heat Cable Tape 66 ft. (20 m) length, 1/2 in. (13 mm) wide fiberglass (391304) • 60 ft. (18 m) length, 2 in. (51 mm) wide aluminum foil 1391303►. Vent/Intake Air Roof Termination Kit (Optionall • Facilitates installation of combustion air intake pipe and flue exhaust pipe. • 2 inch (51 mm) diameter kit (15F75) •3 inch (76 mm) diameter kit (44J41) • Kits contains two neoprene rubber roof flashings and 18 inch (457mm) insulation sleeve for 'sealing and isolating intake and exhaust piping penetration in roof. • See Specifications table and dimension drawings. • Refer to venting tables in this bulletin to determine pipe size needed and proper termination kit required. Vent/intake Air Wall Termination Kits (Optional) • Facilitates installation of combustion air intake pipe and flue exhaust pipe. • Refer to venting tables in this bulletin -to determine pipe size needed and proper termination kit required. . • See Specifications table and dimension drawings. Four Kits Are Available: 1- Close -Couple Kits (22G") 2 inch (51 mm) or (44J40) 3 inch (76 mm) consists of close -couple side-by-side PVC piping with galvanized steel wall cover plate for sealing and isolating piping penetration of the wall. • Piping spacing and length sized for proper wall installations. • A.G.A./C.G.A. certified. • See dimension drawings for details. 2- Ring Kit (15F74) 2 inch (51 mm) contains 2 stainless steel outside seal caps, 2 galvanized steel inside seal caps, 4 seal rings for the caps and 18 inch (457 mm) insulation sleeve for sealing and isolating intake and exhaust piping penetration of wall. • Maintain a maximum of 6 inches (152 'mm) between the inlet and outlet openings in the installation of the pipes. • See dimension drawings for details. 3- Close -Couple Kits (301328) 2 inch (51 mm) or WTK (81J20) 3 inch (76 mm) contains one insulated faceplate, one insulated exhaust pipe, elbow and fittings. See dimension drawings for details. 4- Close Couple Kit With Extension Riser WTKX (301379) 2 inch (51 mm) is used where extended grade line clearance is required. • Kit includes 3 ft. 0.0m) extension riser containing both vent lines (exhaust vent insulated) and wall securing bracket. See dimension drawings for details. Down -flow Additive Base (Optional) • Required for heating only units installed on combustible floors. • Not required in add-on cooling applications. • See Specifications table for order number. Horizontal Support Frame Kit (Optional) • Provides support of unit in horizontal applications. • Consists of (2) 1 x 1-1/2 x 32-5/8 in. (25 x 38 x 829 mm) and (2) 1 x 3 x 53-7/8 in. (25 x 76 x 1368 mm) painted heavy gauge cold rolled steel support channels with assembly and suspending holes. • Bolts and nuts furnished for field assembly. • Suspending rods must. be field provided. • See Specifications table. A.G.A. INSTALLATION CLEARANCES .• • HORIZONTAL Sides 0 inches (0 mm) Rear 0 inches (0 mm) Top 1 inch (25 mm) *Front *0 inches (0 mm) Floor tCombustible Exhaust Pipe O'inches (0 mm) Exhaust Pipe (service) 6 inches (152 mm) Service Clearance (front) - 30 inches (762 mm) Service Clearance (condensate side) 4 inches (102 mm) NOTE—Air for combustion and supply air ventilation must conform to the methods outlined in American National Standard (ANSI -Z223.1) National Fuel Gas Code or National Standard bf Canada CAN/CGA-149.1 and CAN/CGA-149.2 "Installation Code for Gas Burning Appliances". NOTE—In the U.S. flue sizing must conform to the methods outlined in current GAMA/A.G.A. venting tables, American National Standard (ANSI -Z223.1) National Fuel Gas Code or applicable provisions of local building codes. In Canada flue sizing must conform to the methods outlined in National Standard of Canada CAN/CGA-149.1 and CAN/CGA-149.2. tClearance for installation on combustible floor if optional additive base is installed between furnace and combustible floor. Notrequired in add-on cooling applications if installed in accordance with local codas or National Fuel Gas Code ANSI -Z223.1. *Front clearance for alcove installations is 30 inches (762 mm). Sides 0 inches (0 mm) Rear 0 inches (0 mm) Top 0 inches (0 mm) *Front *0 inches (0 mm) Floor Combustible Exhaust Pipe 0 inches (0 mm) Exhaust Pipe (service) 6 inches (152 mm) Service Clearance (front) 30 inches (762 mm) Service Clearance (condensate side) 4 inches (102 mm) NOTE—Air for combustion and supply air ventilation must conform to the methods outlined in American National Standard (ANSI -Z223.1) National Fuel Gas Code or National Standard of Canada CAN/CGA-149.1 and CAN/CGA-149.2 "Installation Code for Gas Burning Appliances". NOTE—In the U.S. flue sizing must conform to the methods outlined in current GAMA/A.G.A. venting tables, American National Standard (ANSI -Z223.1) National Fuel Gas Code or applicable provisions of local building codes. In Canada flue sizing must conform to the methods outlined in National Standard of Canada CAN/CGA-149.1 and CAN/CGA-149.2. *Front clearance for alcove installations is 30 inches (762 mm). GHR26 / Page 3 ► SPECIFICATIONS 3 Model No. GHR26Q2/3-50 GHR26Q3-75 GHR26Q3/4-100 GHR26Q4/5-100 GHR26Q4/5-120 Input - Btuh (kW) 50,000 (14.7) 75,000 (22.0) 100,000 (29.3) 100,000 (29.3) 120,000 (35.2) Output- Btuh (kW) 47,000 (13.8) 70,000 (20.5) 92,000 (27.0) 93,000 (27.2) 111,000 (32.5) *AALI.E. 92% 90% 90% 92% 90% California Seasonal Efficiency 85% 84% 84%_ . 85% 84% tExhaust pipe connection (PVC) diameter- in. (mm) 2 (51) 2 (51) 2 (51) 2 (51) 2 (51) tlntake pipe connection (PVC) diameter- in. (mm) 2 (51) 2 (51) 2'151) 2 (51) 2 (51) Condensate drain connection (PVq- in. (mm) 1/2 (12.7) ., 1/2(12.7) 1/2 (12.7) 1/2(12.7) 1/2(12.7) Temperature rise range - *F (°C) 30-60(17-33) 40-70 (22-39) 50-80 (28-44) 40-70 (22-39) 45-75 (25-42) High static certified by (A.G.A./C.G.A.) - in wg. (Pa) 50 (125) .50(125) .50 (125) .50(125) .50(125) Gas Piping Size I.P.S. Natural or *LPG/propane in. 1/2 1/2 1/2 1/2 1/2 mm 12.7 12.7 12.7 12.7 12.7 Blower wheel nominal diameter x width in. 10 x 8 10 x 8 10 x 10 11-1/2 x 9 11-1/2 x 9 mm 254 x 203 254 x 203 254 x 254 292 x 229 292 x 229 Blower motor output - hp (W) 1/3(249) 1/2(373) 1/2.(373) 3/4(560) 3/4(560) *Number and size of filters in. (1) 14 x 25 x 1 (1) 20 x 25 x 1 mm (1) 356 x 635 x 25 (1) 508 x 635 x 25 Nominal cooling that can be added Tons 2 to 3 2 to 3.5 2 to 4 3.5 to 5 3.5 to 5 kW' 7.0 to 10.6 7.0 to 12.3 7.0•to 14.1 12.3 to 17.6 12.3 to 17.6 Shipping weight - lbs. (kg) 1 package 147 (67) 155 (70) 183(83). 196 (89) 205 (93) Electrical characteristics 120 volts - 60 hertz - 1 phase (All units) less than 12 amps s Optional Accessories (Must Be Ordered Extra) s *LPG/Propane kit 30K" Down -Flow Additive Base Shipping Weight - lbs. (kg.) 32K52 32K53 Horizontal Support Frame Kit - Ship. Wt. - lbs. (kg.) 56J18 - 18 lbs. (8 kg) Twinning Kit - Continuous low speed 35.193 (all models) Roof Termination Kits 2 inch (51 mm) 15F75 3 inch (76 mm) 44,141 Went/ Intake Concentric Roof Termination Kits 6OG77 - 2 inch (51 mm) 33K97 - 3 inch (76 mm) Kits Wall Termination Kits 2 inch (51 mm) 15F74 (ring kit) - 221344 (close couple) - 301328 (WTK Close Couple) 30G79 (WTKX close couple with extension riser) 3 inch (76 mm) 44,140 (close couple) - 81J20 (WTK close couple) Condensate Drain Heat Cable 26K68 6 ft. (1.8 m) - 26K69 24 ft. (7.3 m) - 26K70'50 ft. (15.2 m) Heat Cable Tape 391304 1/2 inch (13 mm) wide or 391303 2 inch (51 mm) wide *Annual Fuel Utilization Efficiency based on U.S. DOE test procedures and FTC labeling regulations. Isolated combustion system rating for non -weatherized furnaces. *LPG/Propane kit must be ordered extra for field changeover. - tDetermine from venting tables proper intake and exhaust pipe size and termination kit required. *Cleanable polyurethane frame type filter. HIGH ALTITUDE- DERATE GHR26 units do not require a derate at altitudes of 0 to 7500 ft. (0 to 2286 m). GHR26 / Page 4 jo- MR M M R" I N FEURIV) - 'AAlrIAIVEX010 VXA CONDENSING UNITS . 11.70 to 14.20 SEER *18,500 to 60,000 Btuh (5.4 to 17.6. M) 1.5 thru 5 Tons (5.3 thru 17.. ) t *DOE and ARI Certified Ratings Bulletin #210020 September 1996 Cooling Capacity Supersedes 6 kW April 1996 Application —The HS26 series condensing units feature extra high efficiency with minimum operating sound levels. Units are applicable to expansion valve systems only. Units may be installed at ground level or on a roof. Units are adaptable to several blower powered and add-on evaporators providing a wide range of cooling capacities for CERTIFICATION APPLIES ONLY selective sizingand application versatility. For evaporator unit data WN NTHE COMPLETE P P Y P SYSTEM IS USTEO see tab Coils — Blower Coil Units in this section Units are shipped WITH ARI completely factory assembled, piped and wired. In addition, each unit is test operated at the factory insuring proper operation. Installer has only to place condensing unit in desired location, connect refrig- rV i ru �erant lines and make electrical connections to complete the job. LISTED LISTED Approvals — Condensing units have been tested in the Lennox Re- search Laboratory environmental test room and rated in accordance with ARI Standard 210/240-94. In addition, units have been sound rated in the Lennox reverberant sound test room in accordance with test conditions included in ARI Standard 270-95. Condensing units and components within are bonded for grounding to meet safety standards for servicing required by U.L. and s C.E.C. Units are U.L. and U.L.C. listed. Developed in accordance with ISO 9002 quality standards. Equipment Warranty—The compressor has a limited warranty for ten years in residential installations and 5 years in non-residential installations. All other covered components have a limited warranty for five years in residential installations and one year in non-residential installations. Refer to Lennox Equipment Limited Warranty included with the unit for details. .Cope/an&Compliant Scroll'" Compressor—Highefficiencycompres- sor features durability, steady uniform suction flow, constant discharge flow, high volumetric efficiency, quiet operation and the ability to start under any system load. Use of the scroll compressor eliminates the need for crankcase heater, start capacitor and start relay. The compliant scroll, type compressor is a simple compression concept design consisting of two involute spiral scrolls matched together to generate a series of crescent-shaped gas pockets between them. During compression, one scroll is stationary while the other is allowed to orbit, not rotate, around the fixed one. As this motion occurs, gas is drawn into the outer pocket sealing off the open passage. As the spiral movement continues, the pockets between the scrolls are slowly pushed to the center of the scrolls l while simultaneously being reduced in volume. When the pocket reaches the center, the gas is now at high pressure and is forced out of a port located in the center of the fixed scroll. During compression, several pockets are being compressed simul- taneously resulting in a smooth, nearly continuous compression cycle. Continuous flank contact, maintained bycentrifugal force, mini- mizes gas leakage and maximizes efficiency. The scroll compressor is tolerant to the effects of liquid slug- ging and contaminants. Should this occur, the scrolls separate and allow the liquid or contaminants to be worked to the center and discharged. Low gas pulses during com- pression minimize operational sound level. Motor is internally pro- tected from excessive current and temperature. Compressor is installed in the unit on resilient rubber mounts, assuring vibration free operation. (Continued) Typical Application 4 The maple leaf symbol in this bulletin denotes Canadian only usage.where applicable ©1996 Lennox Industries Inc. NOTE = Due to Lennox' ongoing committment to quality, Specifications, Ratings and Dimensions subject to change without notice and without incurring liability."' r' Durable Steel Cabinet - Heavy gauge galvanized steel cabinet is subject to a five station metal wash process. This preparation results in a perfect bonding surface for the finish coat of baked -on outdoor enamel. The attractive enamel finish gives the cabinet long lasting protection from rust and corrosion. Compressor and control box are located in a separate compartment insulated with thick fiberglass insulation. Compartment provides protection from the weather and keeps sound transmission ata minimum. Control box isconveniently located with all controls factory wired. Large removable panel provides service access. Drainage holes are provided in the base section for moisture removal. High density polyethylene base channels raise the unit off of the mounting surface away from damaging moisture. Non- corrosive PVC (polyvinyl chloride) coated steel wire condenser coil guard is furnished. Copper Tube/Enhanced Fin Coil -Lennox designed and fabricated coil is constructed of precisely spaced ripple -edged aluminum fins machine fitted to seamless copper tubes in a wrap around "U" shaped configuration providing extra large surface area with low air resistance. Lanced fins provide maximum exposure of fin surface to air stream resulting in excellent heat transfer. In addition, fins are equipped with collars that grip the tubing for maximum contact area. Precise circuiting provides uniform refrigerant distribution. Flared shoulder tubing connections and silver soldering provide tight, leak- proof joints. Long life copper tubing is corrosion -resistant and easy to field service. Coil is thoroughly factory tested under high pressure to insure leakproof construction. Entire coil is accessible forcleaning. Powerful Condenser Fan - Efficient direct drive fan moves large volumes of air uniformly through the entire condenser coil resulting in high refrigerant cooling capacity. Vertical discharge of air minimizes operating sounds and eliminates hot air damage to lawn and shrubs. Fan motor is inherently protected and totally enclosed for maximum protection from weather, dust and corrosion. A rain shield on the motor provides additional protection from moisture. Fan service access is accomplished by removal of fan guard. Corrosion resistant PVC (poly- vinyl chloride) coated steel wire fan guard is furnished as standard. Hi-Capecity Drier - Furnished as standard for field installation. Drier traps any moisture or dirt that could contaminate the refrigerant system. High Pressure Switch -Shuts off unit if abnormal operating conditions cause the discharge pressure to rise above setting. Switch protects compressor from excessive condensing pressure. Manual reset. Low Pressure Switch -Shuts off unit if suction pressure falls below set- ting. Provides loss of charge and freeze-up protection. Automatic reset. Timed -Off Control -Timed off control prevents compressor short - cycling and also allows time for suction and discharge pressure to equalize, permitting the compressor to start in an unloaded condition. Automatic reset control provides a five minute time delay between compressor shutoff and start-up. Refrigerant Line Connections, Electrical Inlets and Service Valves - Suction and liquid lines are located inside of the cabinet and are made with sweat connections. Fully serviceable brass service valves prevent corrosion and provide easy access to refrigerant system. Suction valve can be fully shut off, while the liquid valve may be backseated to manage refrigerant charge while servicing the system. Suction and liquid line service valves and gauge ports are located inside the cabinet. A thermometer well is located in the liquid line to check the refrigerant charge. Refrigerant line connections and field wiring inlets are all located in one central area of the cabinet. See dimension drawing. Thermostat (Optional) -Thermostat is not furnished with the unit and must be ordered extra. See Thermostats bulletin in Accessories section (U.S. only) and Lennox Price Book. Refrigerant Line Kits (Optional) Lines are available in several lengths and must 156 ordered extra. See Refrigerant Line Kittable. The refrigerant lines (suction and liquid) are shipped refrigeration clean. Lines are cleaned; dried and pressurized at the factory and sealed. Suction line is fully insulated. Ll5 line sets are stubbed at both ends. Expansion Valve Kits /Optional) - Must be ordered extra and field installed on some matching evaporator units. See ARI Ratings table. Low Ambient Kit (Optional) _ Condensing units will operate satisfacto- rily down to 45°F (7°C) outdoor air temperature without any additional controls. For cases where operation of the unit is required at low ambients a Low Ambient Control Kit LB-57113BC (24H77) can be added in the field, enabling it to operate properly down to 30°F (-1 °C). Mounting Base /Optionall -Rugged mounting base provides perma- nent foundation for condensing units. High density polyethylene structural material is lightweight, sturdy, sound absorbing and will withstand the rigors of the sun, heat, cold, moisture, oil and refrigerant. Will not mildew or rot. Can be shipped singly or in packages of 6 to a carton. All models use MB2-L (69.107) 32 x 34 x 3 in. (813 x 864 x 76 mm) shipping weight 15 lbs. (7 kg) each. SPECIFICATIONS Model No. HS26-018 HS26-024 HS26-030 HS26-036 HS26-042 HS26-048 HS26-060 Net face area - sq. ft. (m2) Outer coil 11.9 (1.11) 11.9 (1.11) 16.0 (1.59) 16.0 (1.59) 16.0 (1.59) 18.2 (1.69) 21.6 (2.01) Inner coil 5.5 (0.51) 5.5 (0.51) 5.6 (0.52) 13.3 (1.24) 13.311.24) 13.3 (1.24) 20.8 (1.93) Condenser Coil Tube diameter - in. (mm) 5./16(7.9) 5/16(7.9) 5/16(7.9) 5/16 W.9) 5/16(7:9) 5/16(7.9) 5/16(7.9) No. of rows 1.48 1.48 1.36 1.86 1.86 1.75 2 Fins per inch (m) 22 (866) 22 (866) 22 (866) 22 (866) 22 (866) 22 (866) 22 (866) Dia. - in. (mm) no. of blades 20(508)-4 20(508)-4 24(610)-3 24(610)-3 24 (610) - 3 24 (610) - 4 24(610)-4 Motor hp (W) 1/10(75) 1/6024) 1/6(124) 1/61124) 1/6 (124) 1/4(187) 1/4087) Condenser Fan Cfm (L/s) 2500(1180) 2450(1155) 3150(1485) 3150(1485) 3000(1415) 3900(1840) 4200(1980) Rpm 825 825 825 825 825 820 820 Watts 160 210 225 225 230 310 350 *Refrigerant - HCFC -22 charge furnished 4 lbs. 1 oz. 0.84 kg) 4 lbs. 1 oz. (1.84 kg) 5 lbs. 1 oz. (2.30 kg) 5 lbs. 13 oz. (2.64 kg) 6 lbs. 11 oz. (3.03 kg) 7 lbs. 5 oz. (3.32 kg) 10 lbs. 8 oz. (4.76 kg) Liquid line (o.d.) - in. (mm) sweat 3/8(9.5) 3/8 (9.5) 3/8(9.5) 3/8(9.5) 3/8(9.5) 3/8(9.5) 3/8(9.5) Suction line (o.d.) in. - (mm) sweat 5/8(16) 3/4(19) 3/4(19) 3/4(19) 7/8(22.2) 7/8(22.2) 1-1/8 (28.6) Shipping weight - lbs. (kg) 1 package 177 (80) 185 (84) 192 (87) 221 (100) 231 (105) 274 (124) 308 (140) *Refrigerant charge sufficient for 25 ft. (7.6 m) length of refrigerant lines. HS26 / Page 2 lo� - ARI -RATINGS I MR1 Unit Size & •SoundlRNaon Number (db) *ARI Standard 210/240 Ratings Cooling �p Total Btuh kW SEER EER Unit Up -Flow Down -Flow Evaporator Coils Horizontal ••Expansion it Required 4 Ton HS26-048 (76) 4 45,500 13.3 12.20 10.40 10.60 4365 4300 -46(FQ_ C26-41(FC) - - - - ---- ___47500 LB -85663K f26KT5T *Factory Installed 47,500 13.9 12.50 10.65 4450 C26-46(FC) _ _ _ _ _ - - _ 47,500 13.9 12.50 10.65 4455 3 ;: C23-51(FCF 49,000 14.4 12.80 10.95 4470 C26-65(FC) - - - - - - - - 49,000 14.4 13.00 10.95 4475 C23-51/65(FC) - - - - - - - - 49,000 114.4 13.00 10.95 4475 C26-51(FC) ---- - - - LB -85663K (26K35) eFactory Installed LB -85663K (26K35) *Factory Installed 50,000 50,000 14.7 13.10 11.10 4500 C26-65(FC)EAP 49,000 14.4 13.35 11:35 4315 C26 65(FC)+G25MV5 49 000 14.4 13.35 11.35 4310 C26.65(FC)+G21V5 - - - - ---- _ _ _ 9000 49,000 14.4 13.55 11.35 4325 C26-51(FC)+G25MV5 49,000 14.4 13.50 11.35 4320 C26-51(FC)+G21V5 50,000 14.7 13,50 1 11.50 4345 C26-65(FC)EAP+G25MV5 --- --50,000 50,000 14.7 13.50 1 11.50 4345 C26-65(FC)EAP(+G21 V5 - - - - ---- ___47,000 47,000 13.8 12.50 10.55 4450 - - - - CR2641(N)(W) ---- --- LB -85663K (26K35) 48,500 48,500 14.2 13.00 11.00 4415 - - - - CR26-65(N)(W) 49,000 14.4 13.50 11.30 4330 - CR26-65(N)(W)+G25MV5 47,500 13.9 12.50 10.70 4445 - - - - - - - - CH23-51 48,000 14.1 12.60 10.75 4455 - - - - CH23-65 50,000 14.7 13.10 11.10 4505CH23-68 50,000 14.7 13.50 11.50 4345 - - - - CH23-r8+ 50,000 14:7 13.50 11.50 4345 - - - - - - -•- CH23-68+GSR21 V5 Btuh kW SEER EER Watts Blower Coil Units Valve 46, 1 1 0.95 4245 30 -41 u ti- osifion *Factory Installed 46,500 13.6 12:50 10.90 4270 CB31MV-41 (Multi -Position) 46,500 13.6 12.20 '10.30 4505 1 CB29M-46 (Multi -Position) 47,000 13.8 12.50 10.85 4330 CB30M-46 (Multi -Position) 47,000 13.8 12.00 1 10.20 4600 CB29M-51 (Multi -Position) 47.,500 13.9 12.30 10.55 4500 CB29M-65 (Multi -Position) 49,000 14.4 13.00 11.10 4405 CB30M-51 (Multi -Position) 49,000 14.4 13.50 11.35 4310 CB31MV-51 (Multi -Position) 49,000 14.4 13.00 11.15 4400 CB30M-65 (Multi -Position) 49,500 14.5 13.50 11.45 4325 1 CB31MV-65 (Multi -Position) 46,000 113.5 12.50 1 10.60 4330 10 CVP10-51/EC10Q4 I I ---- ___47,500 147,500113.9 13.9 12.25 10.40 4565 Q CVP10-65/EC10Q5 - - - I _ _ _ _ . 5 Ton HS26-060 (76) - *Rated in IMCc^rAnn Btuh I kW SEER EER Watts Evaporator Coils Valve 55,500116-3--TT-1-ET--i-6T.-4-5-. 5 00 26-46 56,000 116.4 12.20 10.50 5330 C23-51(FC) - - - - 57,000 116.7 12.40 10.60 5370 C26-51(FC) lFactory Install-eT LB -85663K (26K35) *Factory Installed 57,000 16.7 12.20 1 10.55 15410. C26-65(FC) _ _ _ 58,500 17.1 12.30 1 10.65 5505 - - - - - - - - 60,000 17.6 13.00 11.00 5455 C26-65(FC)EAP - - - - ---- ___55,500 LB -85663K (26K35) *Factory Installed 55,566 16.3 12.55 10.75 5170 C26-65(FC)+G21V5 56,500 16.6 12.45 10.65 5295 C26-65(FC)+G25MV5 - - - - - - - - 58,500 17.1 13.30 11.25 5210 C26-65(FC)EAP+G21V5 - - - - ---- ___59,500 59,500 17.4 13.20 11.15 5335 C26-65(FC)EAP+G25MV5 - - - - ---- ___54,500 54,500 16.0 12.00 10.30 1 5295 CR26-51(N,)(W) ---- LB -85663K (26K35) 56,500 116.6 12.40 10.60 5330 - - - - CR26-65(N)(W) 57,500 116.9 12.70 10.85 5305 - - - - CR26-65(N)(W)+G25MV5 56,500 116.6 12.20 10.455410 - - - - CH23-51 57,000 116.7 12.30 10.55 5410 - - - - - - - - CH23-65 60,000 117.6 1 13.00 11.00 5455 - - - - - - - - CH23-68 58,500 17.1 13.30 11.25 5210 - - - - - - - - CH23-68+GSR21V5 51500 17.4 13.20 11.15 5335 - - - - CH23-68+G25MV5 Btuh kW SEER EER Watts BlowerCoil Units Valve .15 T47F 29 -51 .(Multi -Position) *Factory Installed 56,000 16.4 12.05 10.40 5390 CB29M-65 (Multi -Position) 57,500 16.9 12.65 10.85 5290 CB30M-51 (Multi -Position) 57,500 16.9 13.00 11.10 5170 CB31MV-51 (Multi -Position) 60,000 17.6 13.00 11.10 5410 CB30M-65 (Multi -Position) 60 000 17.6 13.30 11.40 5260 CB31MV-65 (Multi -Position) en. :a not c ... _ - -' - - „ua,u Z rv�cvv; ao r iso Q outdoor air temperature, 80,F (27°C) db / 67°F (19°C) wb entering evaporator air with 25 ft. (7.6 m) of connecting refrigerant lines. 'Sound Rating Number rated in accordance with test conditions included in ARI Standard 270. •• Kit is required and must be ordered extra, unless shown as factory installed, i •furnished as standard with coil. (NOTE; -;=;Shade ='area;denotes.mostpopujar .evaporator,coil:; HS26 / Page 6 ► 11 TITLE 24 REPORT Title 24 Report for: Joshi SFR Lot 30 Rocky Bluff Subdivsion Chico, CA 95928 Project Designer: AEC Group, Larry J Warner AIA CSI 555 Flying V, Suite 3 Chico, CA 95928 530-892-8008 Report Prepared By: Larry J Warner AIA AEC GROUP 389-D Connors Ct. Chico, CA 95926 (530) 892-8008 Job Number: AR025JOl Date: 2/6/2001 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 1998 Building Energy Efficiency Standards. This program developed by Gabel Dodd/EnergySoft, LLC (415) 883-5900. jU I-TJE EnergyPro 2.1 By EnergySoft Job Number: AR025JOI y "� s� User Number: 4 . yR L � t v aa..,� r a r /.�fi Certificate of Compliance: Residential - (Part 1 of 2) CF -1 R Joshi SFR 2/6/2001 Project Title Date Lot 30 Rocky Bluff Subdivsion Chico Project Address Building Permit # AEC GROUP (530) 892-8008 Plan Check I Date Documentation Author Telephone Commuter Performance 11 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 2,746 If Total Conditioned Slab Area: 0 It Building Type: (check one or more) X❑ Single Family Detached (SFD) ❑ Addition Alone ❑ Single Family Attached (SFA) ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (Northwest) 315 deg Number of Dwelling Units: 1.00 Number of Stories: 1 Floor Construction Type: ❑ Slab Floor �J Raised Floor FENESTRATION Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) R-13 Wall (W.13.2x4.16) Wood 0.088 Exterior Wall Solid Wood Door None 0.3B7 Exterior Door R-19 Floor (F. 1 9.2x8. 16) Wood 0.036 Exterior Floor / Over Crawlspace (w/R-6 Credit) R-38 Roof (R.3B.2(14.16) Wood 0.028 Exterior Roof FENESTRATION Shading Devices Type Orientation Area Labeled Fenestration Interior Exterior Overhang Side Fins S U -Value SHGC roller blind, etc. shadescreen; etc. Yes / No Yes / No Rear (South) 6.0 0.39 0.65 Drapery Bug Screen X❑ ❑ ❑ X❑ Front (Northwest) 60.5 0.36 0.67 Drapery Bug Screen ❑ Q ❑ 0 Front (Northwest) 161.0 0.39 0.65 Drapery Bug Screen ❑ 0 ❑ X❑ Front (Northwest) 42.0 0.50 0.65 Drapery Bug Screen ❑ Q ❑ X❑ Left (Northeast) 53.5 0.39 0.65 Drapery Bug Screen ❑ X❑ ❑ X❑ . Rear (Southeastl 79.0 0.39 0.65 Drapery Bug Screen ❑ X❑ ❑ Rear (Southeast) 80.0 0.36 0.65 Drapery Bug Screen ❑ 0 ❑ Q Rear (Southeast) 24.0 0.36 0.67 Drapery Bug Screen ❑ X❑ ❑ Q Right (SouthweAst 55.5 0.39 0.65 Drapery Bug Screen ❑ X❑ ❑ X❑ 2.1 By EnergySaft User Number: 5094 Job Number: AR025JOI r�p2se3 of,10 MEW APSVE'" Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Joshi SFR Energy Fact! 1 2/6/2001 Project Title # in Input Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Tank Insul. Distribution Syst. Btu/hr Heating Equipment Minimum Type and Duct or R -Value Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Fuma p 90% AFUE Ducts in Attic 42 Setback HVAC -System Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location/ heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 13.0 SEER Ducts in Attic 42 Setback HVAC System WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (°,6) R -Value Generic .60 Small Gas Standard 1 40,000 _so 0.60 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the Califomia Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/Remarks section. Designer or Owner (per Business & Professions Code) Name: Documentation Author Name: Larry J Warner AIA Title/Firm: AEC Group, Larry J Warner AIA CSI Title/Firm: AEC GROUP Address: 566 Flying V, Suite 3 Address: 3E&D Connors Ct. Chico, CA 95928 Chico, CA 95926 Telephone: 53o -892-800s Telephone: (530� 692-800s Lic. #: (signature) Enforcement Agency Name: Tftle/Firm: _ Address: Telephone_ (date) (signature) (date) lEnerovPro 2.1 By EnergySoft User Number: 5094 Job Number: AR025JOI — — Pagei4 of i10r3 Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as binding minimum component specifications. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER JENFORCEMEN1 Building Envelope Measures i( '$150(a): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value. $150(b): Loose fill insulation manufacturers labeled R -value. ❑X -§150(c): Minimum R-13 wall insulation in framed walls or equivalent U -value (does not apply to exterior mass walls). ❑X '§ 150(d): Minimum R-13 raised floor insulation in wood framed floors. ❑ $150(1): Slab edge insulation - water absorption rate < 0.3%, water vapor transmission rate < 2.0 permfinch. ❑X §118: Insulation specified or installed meets quality standards. Indicate type and form. §116.17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Manufactured fenestration products labeled with certified U -value, SHGC, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ® §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and flue damper and control; 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures X] §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. X] §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. X §150(1): Setback thermostat on all applicable heating and/or cooling systems. §1500): Pipe and Tank Insulation 1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12. 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation, piping between heat source and tank insulated. 3.lnsulation on the first 5' of pipes closest to water heater tank, non -recirculating systems (R4 or greater), buried or exposed piping in recirculating sections of hot water systems, cooling system piping below 55 deg F. '§150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICSO 1997 UMC sections 601603; ducts insulated to a minimum installed R4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181S, or UL181 B and other applicable specified test for longevity given in 150(m). 2. Exhaust fans systems have back draft or automatic dampers. 3. Gravity ventilating systems servng conditioned space have either automatic or readily accessible, manually operated dampers. §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no pilot or electric resistance heating. 2. System is installed with at least 36" of pipe between filter and heater, cover for outdoor pools or spas. 3. Pool system has directional inlets and a circulation pump time switch. §115: Central Furnaces, pool heaters, spa heaters or household cooking appliances have no constant pilot light. Lighting Measures §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. a150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in 150(k)2.; and recessed ceiling are IC (insulation cover) approved. EnergyPro 2.1 By EnergySoft User Number: 5094 Job Number: AR025JOl s Rage;S of 10 --- - - %V11 V Y 9 Computer Method Summary (Part 1 of 3) C -2R .Ioshe SFR Project Title I 30 Ronky 2/6/2001 Date of Bluff S tbfjiysion (;pica Project Address Building Permit # ACGR_OUP (530) 892-8008 Documentation Author Telephone Plan Check/Date Computer Performance _ 11 1 Field Check/Date Compliance Method (Package or Computer) _ Climate Zone Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 17.52 13.49 4.03 Space Cooling 15.84 1.8.54 -2.71 Domestic Hot Water 10.38 9.14 1.24 TAtaIS 43.74 41.17 2.57 GENERAL INFORMATION Conditioned Floor Area: 2,746 Floor Construction Type: ❑ Slab Floor Building Type: Single Fam Detached X❑ Raised Floor Building Front Orientation: (Northwest) 315 deg Number of Dwelling Units: 1.00 Total Conditioned Volume: 27,460 Number of Stories: 1 Slab Floor Area: 0 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area HVAr SVstpm 2 746 27 1 on rnnditiongd $pthark -2 n/a OPAQUE SURFACES Act. Type Area U -Val. Azm. Tilt Wall 195 0.088 45 _ 0 nnnr 20 0 387 45 --qn Wall 24 O 088 180_ FlnnrCl, 2746 0.038 0 isn Wall 462 0.088 315 -90 Wall 334 0.088 moi_ 9D_ Wall 542 0.088 135 90 Wall 460 0.088 225 go Boot_ 2746 O 028 Solar Gains Y / N Form 3 Reference Location / Comments ®❑R-13 Wall (V 1 2X41 1st Flonr Snlid Wnnd nnnr 1st Flnnr ® ❑ R-13 Wall ON 13 2X4161 1st clnnr ® ®❑ R-1. Floor (F_192x8.1 Q 1 st Floor R-13 Wall (1N 13 2x4.161 1 st Flnnr R-13 Wall (j�[ 132x416.) 1 St Floor R-13 Wall (W.132x4.16) 1st Floor IN ❑ R-13 Wall 0.132x4.161 1 st Flonr IN ❑ R 38 Rooff !R 38 20416) 1 st Flnnr ❑❑❑ F-1 El El F-1 ❑❑ ❑❑ F-1 F1 ❑❑ 0 E H 0 F] El F-1 1:1 F1 ❑❑ ❑❑ EH nn 2.1 By Enernv5oft User Number: 5094 Job Number: AR025JOl Of LING DEPARTMEN-, Computer Method Summary (Part 2 of 3) C -2R Joshi SFR 2/6/2001 Project Title Date FENESTRATION SURFACES # Type Area U -Value SHGC Act. Azm. Glazing Type Tilt Location/ Comments 1 Window Rear (South) SO 0390_ 066 180 _90 Vinyl Iow-F2 1st Floor 2 Window Front (Northwest) 14.0 0.360 0.67 315 90 Vi_yl Low -E2 1st Floor 3 Window Front (Northwest) 12.0 0.390 0.65 315 90 Vin Low -E2 1st Floor 4 Window Front (Northwest) 33.0 0.390 0.65 315 90 Vinyl Low -E2 1st Floor 5 Window Front (Northwest) 12.0 0.360 0.67 315 90 Vin Low-E2 1st Floor 6 Window Front (Northwest) 12.0 0.390 0.65 315 90 Viiin)d Low -E2 1st Floor Z Window Front -(Northwest) 36.0 390 MI 5 315 -90 Vinyl Low -E2 _ _ _ 1 st Floor 8 Window Front (Northwest) 14.0 0.360 0.67 315 90 Vinyl Low -E2 1st Floor 5 Window Front orthwest) 36.0 0,390 0.65 315 90 \/invl Low -E2 1st Floor 10 Window Front (Northwest) 10.0 0.390 0.66 315 _90 \6nyl Low -E2 1st Floor 11 Window Front (Northwest) 12.0 0.390 0.65 315 90 Vin Low -E2 1st Floor 12 Window Front (Northwest) 6.5 0.360 0.67 315 90 Vinyl Low -E2 1st Floor 13 Window Front (Northwest) 10.0 0391 0-65 316 _90 Vinyl Low -E2 1st Floor 14 Window Front (Northwest) 14.0 0.360 0.67 315 90 Vin Low -E2 1st Floor 15 Window Front (Northwest) 42.0 0.500 0.65 315 90 Vin1d Low -E2 1st Floor 16 Window Left (Northeast) 7.5 0.390 0.65 45 90 Vinyl Low -E2 1st Floor 17 Window Left (Northeast) 12.0 0.390 0.65 45 90 Vin Low -E2 1st Floor 18 Window Left (Northeast) 12.0 0.390 0.65 45 90 Vigil Low -E2 1st Floor 19 Window Left (Northeast) 22.0 0.390 0.65 45 90 Vinyl Low -E2 1st Floor 20 Window Rear (Southeast) 15.0 0.390 0.65 135 90 Vinyl Low -E2 1st Floor 21 Window Rear (Southeast) 40.0 0.360 0.65 135 90 Vinyl Low -E2 1st Floor 22- Window Rear (Southeast) 12.0 0.360 0.67 135 90 Vinyl Low -E2 1st Floor 23 Window Rear (Southeast) 40.0 0.360 0.65 135 90 Vinyl Low -E2 1st Floor 24 Window Rear (Southeast) 12.0 0.360 0.67 135 90 Vinyl Low -E2 1st Floor 25 Window Rear (Southeast) 7.5 0.390 0.65 135 90 Vn Low -E2 1st Floor 26 Window Rear (Southeast) 15.0 0.390 0.65 135 90 Vinyl Low -E2 1st Floor 27 Window Rear (Southeast) 7.5 0.390 0.65 135 90 Vinyl Low -E2 1st Floor 28 Window Rear (Southeast) 12.0 0.380 0.65 135 90 Vinyl Low -E2 1st Floor 29 Window Rear (Southeast) 22.0 0.390 0.65 135 90 Vinyl Low -E2 1st Floor INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Interior Shade Type SHGC Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA. REA. Dist. Len. Hgt. Dist. Len. Hgt. 1 Drapery 0.68 Bug Screen 0.76 9.0 2.0 6.0 0.1 6.0 6.0 _ 2 Drapery 0.68 Bug Screen 0.76 _ _ _ _ _ 3 Drapery 0.6B Bug Screen 0.76 _ 4 Drapery 0.68 Bug Screen 0.76 _ _ _ _ _ _ _ 5 Drapery 0.68 Bug Screen 0.76 _ _ _ _ _ _ _ 6 Drapery 0.6B Bug Screen 0.76 _ _ _ _ _ _ _ 7 Drapery 0.68 Bug Screen 0.76 _ _ _ _ 8 Drapery 0.68 Bug Screen 0.76 _ _ _ _ _ _ _ 9 Drapery 0.6B Bug Screen 0.76 10 Drapery 0.68 Bug Screen 0.76 11 Drapery 0.68 Bug Screen 0.76 _ 12 Drapery 0.68 Bug Screen 0.76 13 Drapery 0.68 Bug Screen 0.76 14 Drapery 0.68 Bug Screen 0.76 _ 15 Drapery 0.68 Bug Screen 0.76 16 Drapery 0.6B Bug Screen 0.76 17 Drapery 0.68 Bug Screen 0.76 18 Drapery 0.68 Bug Screen 0.76 19 Drapery 0.68 Bug Screen 0.76 20 Drapery 0.68 Bug Screen 0.76 21 Drapery 0.68 Bug Screen 0.76 22 Drapery 0.68 Bug Screen 0.76 23 Drapery 0.66 Bug Screen 0.76 24 Drapery 0.68 Bug Screen 0.76 25 Drapery 0.68 Bug Screen 0.76 26 Drapery 0.68 Bug Screen 0.76 _ 27 Drapery 0.68 Bug Screen 0.76 28 Drapery 0.66 Bug Screen 0.76 29 Drapery 0.68 Bug Screen 0.76 EnergyPro 2.1 By EnergySoft User Number: 5094 Job Number: AR025JOl Jjrl� VMG D cPAR Comouter Method Summary _ _ (Part 2 of 3) C -2R Joshi SFR 2/6/2001 Project Title Date FENESTRATION SURFACES U -Value Act. Glazing Type Location/ # Tvae Area SHGC Azm. Tilt Comments M. Window Right (Southwest) X40 0390 0 -PIC; 779 90 Vin)4 I ow -F2 1ct Floor 31 Window Right (Southwest) 12.0 0.390 0.65 225 90 Vinl Low -E2 1 st Floor 32 Window Right (Southwest) 12.0 0.380 0.65 225 90 Vinyl Low -E2 1st Floor 33 Window Right (Southwest) 7.5 0.390 0.65 225 90 Vinyl Low -E2 1 st Floor INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Interior Shade Type SHGC Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA. REh. Dist. Len. Hgt. Dist. Len. Hgt 30 Drapery 0.68 Buq Screen 0.76 _ _ _ _ _ _ _ _ _ 31 Drapery 0.68 Bug Screen 0.76 — — — — — — _ — — — — — 32 Drapery 0.6B Bug Screen 0.76 _ — — — _. — — — — — — — 33 Drapery 0.68 Bug Screen 0.76 — — — — — — — — — I EneravPro 2.1 By EneravSott User Number: 5094 Job Number: AR025JOl nZ .tdt r, - P-86&womo � 'Ji Computer Method Summary (Part 3 of 3) C -2R Joshi SFR 2/6/2001 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (so (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiencyy and Location Duct Thermostat Location / pump etc) (AFUE/HSPF)(ducts/attic etc.) R -Value Type Comments Central Furnace900AAFUE Ducts in Attic __ 4.2 Setback HVAC SWAem Pipe Insul. Hydronic Piping Pipe System Name Length Diameter Thick. Cooling Equipment Minimum 'Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 13.0 SEER Ducts in Attic 4.2 Setback HVAC Sygem Rated Tank Energy Facts 1 Tank Insul. WATER HEATING SYSTEMS Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. Generic .60 Small Gas Standard 1 40,000 50 0.60 n/a n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. EnergyPro 2.1 By Ener oft User Number: 5094 Job Number: AR025JOl 1' -"=-AW, A'A#A 0 wa e:9 nuiv yr WAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Joshi SFR 2/6/2001 SYSTEM NAME FLOOR AREA HVAC System 2,746 Number of Systems 1 Heating System Output per System 70,000 Total Output (Btuh) 70,000 Output (Btuh/sgft) 25.5 Cooling System Output per System 55,000 Total Output (Btuh) 55,000 Total Output (Tons) 4.6 Total Output (Btuh/sgft) 20.0 Total Output (sgft/Ton) 599.1 Air System CFM per System 855 Airflow (cfm) 855 Airflow (cfm/sqft) 0.31 Airflow (cfm/Ton) 186.5 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above 22.0 OF 0 Outside 0 cfm 67.1 of at ARI conditions >YCHROMETRICS 67.1 OF 67.1 OF Supply Fan 855 cfm Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel Latent i I CFM I Sensible 1,21 54,290 -1,456 702 53,136 0 2,715 2,657 0 0 0 0 0 0 0 0 2,715 2,657 59,7191 -1,4591 F 450 Generic 90-13 43,573 0 70,000 Total Adjusted System Output 43573 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pml Jan 12 am 143.50F Heating Coil at k Return Air Ducts Y Supply Air Ducts 140.60F ROOMS 70.0 of DOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) I 00.9/70.40F Outside er-7 0 cfm 81.0/53.8 o F 2.1 81.0/53.8OF 81.0/53.8OF --(F Supply Fan 855 cfm User Number: 5094 33.4 / 31.2 of Cooling Coil `n Return Air Ducts `{ Job Number: AR025JOl Supply Air Ducts 36.4/32.70F 13.40,b R.H. ROOM) 78.0/52.6OF ."um -a&,- 1 0 APPROVED CONDITIONALLY APPROVED. _._ :::. ❑ RESOLVE PROMIM5 PRIOR ?n APPROVAL PERMIT CLEARANCE • . Permit >x: CQ I — D� Date: 2-- I — 01.::. Genera/Inlbrmadon AP#: d 11- .680µ- .0.3 5 Owners Name: / Z f. 2 A )(f-: ' / Parcel Acreage: , ! Owners Address: p � Building Site Address: ! t—AGC,f Ness Proverivinlbrmadon Permit Type: ❑ Agriculture &A&V ❑ Commercial ❑ Industrial ❑' Mobile Home sr•D ❑Residential Accessary ❑ 2nd Dwelling ❑ Multi-Fam1y >2 units per parcel - ❑ septic ❑ well ❑ Other '_one District: I Zcrirg Ccde ` Street & Hi hways Date of Zoning Ordinance:. Seneral Plan: L D 2 Front L� Development Agreement: .;se Permit: Variance: Side street �3rcel Is In: land Conservation Agreement No ❑ Yes, chedc use Minimum Acreage: Nitrate Action Plan ® No ❑ Yes Violation Area ® No ❑ Yes Specific Plan ® No ❑ Yes ❑Chico ❑ D2N Enterprise Zone ® No ❑ Yes, check use ® No E] Yes r r Floodplain - zone; Watershed Protection ZoneM INo C] Yes. arocosed Use Complies With- ® General Plan ® Zoning ?rocosed Use Recluires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit Commercial/Industriaf/Multi-Family Uses: Parking: ❑ Parking Requirements are OK as Shown Landscaping: ❑ landscaping Requirements are OK as Shown Road and Drainage Improvemer.ts Required: ❑ No ❑ Yes Acclicable Setbacks: ❑ Other F -I Other ❑ Cohasset Panel Number. OS 3d ❑ Accessory Sulding Use Zcrirg Ccde ` Street & Hi hways Fre Prevention Subdivision Ma Front L� Side 2 Side street I I Re3r Neicht cnvlronmental Health carr Permit C/earaace Septic Permit Review: AgrictAftwe Aid& t Reqdred ❑ No ❑ Yes Wed Permit Review: Designated Wed Site ❑ No ❑ Yes . Land Development Review: Drainage Plan (C=VInd/Multl) 0 N ❑ Yes parcel Created tnr. ❑ Deeds Date of Creation: Legal Access Provided: 0 N ❑ Yes Deed Reference: Legal Amoss Required: ❑ No ❑ Yes Parcel Frontage on PA*dy Maintained Road: ❑Ido ❑ Yes, Road Name: Canplies with County Standards for Deed Crution: 0 N ❑ Yes Cornments: Map Date of Recording: / 4 Lot: (� Block: Book: . per: onditions That Must Met Pricy to ice une o �r eo..,, �• ❑ Verify legal Parcel ❑ Verify Legal Access ❑ Provide Creation Deed ❑ Comply with conditIcn no. of conditions of approval for the ❑ Obtain a C.ertiflcate of Compliance (See Planning Division for application). . ❑ Construction across property Unes is not permitted (See Land Development for a Merger Applkation/Lot line Adjustment). ❑ Comply with Old Subdivision Lot Ordinance (Maps Recorded Prior to.Bock 17 of Maps Page 23). ❑ Construct road to ❑ Meet parcel size required by tone ❑ Meet ❑ Other -!reral Corrmerts: ') 1 Ne) ALL SIbALICIA PZ G LISTA p LNrS l N a 4,,I!* J 1 -'-'SS GA Fi n -7 G. 0, 2 s4j,,y -rH i,J L— . S e E 1v--�.sa OV. t:4- I ► .. Sot lr. J:�)is 2Vf=rrj0x T o j�)2y SC� I L LuTr-, a V 11. D 1 N G— -F'e,e P21 NT �5N 4a Lr - E?.C-7 U ,r-, rTG b -ro 3 -'r ZR UA . Y ! AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DMSION 7 COUNTY CENTER DRIVE OROVILLE, CA 95%5 Recorded Official Records County Of RUTH CANDACE .1. GRUBBS Recorder ROSEMARY DICKSON Assistant 03:44PM 16 -Mar -2001 REC HE 19.00 COPIES 1.00 Vickie Pace 1 of 5 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT J)�`-7 :Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has. established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date . march 16, 2001 . State of California County of Butte On March 16, 2001 before me, Tami Barlow, Notary Public personally appeared RAKESH JOSHI AND PRANIKA JOSHI personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and. acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(les), and that by his/her/their signature(s) on the instrument, the person(s) or he entity upon behalf of which the person(s) acted, executed the instrument. 'WITNESS my hand and official seaL Signature Seal: r TAMI BARLOW COMM. / 1289725 Noun PUBLIC-=FORNIA y COUNTY OF BUTTE. rA Comm. Expires Jan. 7. 2005 .r T M f k _ CLIENT:)^L.84V\' LOCATION: t IC - k 7 ' I.D.NO.: iTek Industries, Inc. lestern Division 140 Gold Camp Drive, Suite 140 bATE: ancho Cordova, CA 95670 - 800-772-5351 5321 EASTSIDE ROAD REDDITIG, GA 96001 (91 6) 2A4-0700 tOl F-P4r;. WARNING: DO NG'F CUT OR ALTER ] RUSSgS TRUSSES REQUIRE* EXTREME CARE IN HANDLING, ERECTION AND BRACING SEE HIB -91 SUMMARY SHEET COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES. � I.C.B.O. Research No. mO til J im v v 0 • H mC O � N r m m n. v SIL S N O ~ O•� Z m v C to u p w o cr t m n � r rt v a o Q rt ro1,0 C O a m a Nat urea Type UtY Fly DEFL Weis A8 ROOF TRUSS 1 2 R5379862 MOSS lumber. TC 0.14 Vert -0. 1 rage i 1.8.0 3-113 7-4-3 7111-11 11-94 16--13 V-2-0 19.7J zs s6C81e = 1:44.4 1.8-0 3-11.5 3-4.13 7.8 3" 3-9-8 0-74 3.443 3-110/ 4x8 = C AA rx7r, 1.5x4 11 4x8 = 3x4 = 3x8 = 7x8 = 8.1.14 i 114" 17-4-10 23.8-8 6.1.14 5.7.6 6-7-8 6.1.14 co I LOADING TCLL 6. SPACING Plates Increase 2 0 0 1.16 CSI DEFL (n ) Vdefl PLATES GRIP TC 0.14 Vert -0. 1 :-M M20 220/195 TCDL 15.0 lumber Increase 1.16 BC 0.39 Vert T -0.11 9-10 :-M BCLL 0.0 Rep stress Incr NO WI7 0.21 Horc(TL) 0.03 B run BCDL 7.0 Code USC/ANSt95 let LC LL win Vdefl 111360 Wei8M: 2S0 Ib LUMBER BRACING TOP CHORD 2 X 4 OF N0.13Btr-O TOP CHORD Sheathed or 840-0 on center purlin spaofng, BOT CHORD 2 X 6 OF No.16Btr-G BOT CHORD Rlpld telling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/slze) B-2144/0-3-6,2-2257/0-3-8 FORCES qb) - First Load Case Only TOP CHORD 1-2-25, 2-3=-3870, 3-4m-3478, 4-603421, 5.6+-3421, 6 -7■ -3482, 7-8=-3674 BOT CHORD 2-11 3273, 10-11Nt774, 9-1002780, B- 3276 WEBS 3-110-208, 4-11EW4, 4-10=884, 5-19308, 6-1D0889, "=904. 7-9-206 NOTES 1) 2-pty truss to be connected together with 0.131'x3" Nally as follows: Top chords connected with 1 row(s) at 048-0 on center. Bottom chords connected with 2 row(s) at 0-94 on center. Webs connected as follows: 2 X 4 -1 rvw(s) at 041-0 on center. 2 This truss has been checked for unbalanced loading conditions. 3 Provide adequate drainage to prevent water ponding, 4 All plates are M20 plates unless othwyAse Indicated. This trues has been designed for a 10.0 paf bottom chord live load nonconcurrent with any other live loads per Table No. 18-B, UBC -94. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed with ANSVTP( 1.1985 criteria. LOAD CASE(S) Standard 1) Reegpular. Lumber Incresse.1.15, Plate Inorease■1.15 Uniform Loads (pff) Vert: 1- -02.0, 2-3-62.0.3-4-62.0, 4.50.62.0, 53■ -02,0, 8-7e-82.0, 7-80-62.0.2-11-122.6. 10-11=-122,5, 9-100-122.6,8-!1=-122.5 A WARNING - Verify design parame(drs and RF -A1) NOTES ON THIS AND REVERSE SIDE BEFORE USE January 18,2001 Design valid for use only with Unlink oonnectors. This dselgn to band only upon parameters Chown, and to for an tndtvWuel building component to be metalled and loaded vertically. Apptloablltty of design perametars and proper Incorporation of Component is responsibility of building designer- not Wa designer, Bracing mown is for lateral support of Individual wah mnmMea only A&MI' n d I—(—IV %-..;,.a b b,.uro .mb1my duwwa—"-qe.,. r. th. ,e.pw..rwmy et u...,.w,,,, Addhlonal permenaM bridng of the overall structure Is the reaponalblllty of the bullding deetgner..For'awwral guidance Y rvyardlrtg tabnlcetao`puallty earttiW.storage'"`dollrery-erectlam arta brwrQ, consult QST.81 Quality Sundard, DOB 4 r . ' as Braoing Spe lcatlwn,, ane Mlp-91 Nandltng Inetalletlon and Eraclnp Recommendation avellable from Ttues Plata Institute, 593 D'Onoldo Drive, Nadleo'n, WI 63719 MuTa4 i aiciA Ism.- ., 1aaAlw/nn Q 7'I n: n11 •.. '_"...�.,.. - _ _......._.c .n&II n-1 1it 1'6 1h U t^n M`1l l ur . Iilt;'7 n1. Inn? -•OI :IID I�'»- -- M9'16 A10 1ROOFTRUSS R5378881 1-0-0 4-11.5 4-6-12 8- 1-11 13$13 13-,11-12 18.73 23.6.8 gale = 1:60.2 18-0 a -11s 4-7-7 0-4-15 3-7-20416 47.7 4-11-5 4x4 4x8 9.8-12 9.6.12 LOADINa (lies) SPACING 2.0-0 TCLL 6. Plates Increase 1.15 TOOL 15.0 Lumber lnorease 1.15 WS 0.14 Hom(TL) � n/s BBCCDL 7.0 Cod USC/ANS 5 LUMBER TOP CHORD 2 X 4 DF No.laatr.G BOT CHORD 2 X 4 DF No.1 &Mr -0 WEBS 2 X 4 DF StudlStd-O REACTIONS Maize) 7-88310-3-8,2-996/0-3-8 a a 3x8= 5x8 - 13-11.12 4-0-0 CSI D5FL(in) (Ioeo) VdA TO 0.23 Ve11 .0 7 --SS '."9 BC 0.67 Ven -0.34 7-0 >g09 WS 0.14 Hom(TL) 0.04 7 n/s 1st LC LL Mn Vdefl a 380 PORCES Ob) - First Load Case Only TOP CHORD 1-2■23, 2-3=1452, 3-40-1187, 4 -5■ -1051, 6-ee-1167, 6 -7■ -1462 SOT CHORD 2-8■1288, 8-9=1051, 73■1288 WEBS 3-9--257.4-9=213, S-9-0, 5-0-213, 6-8=257 hr d 4x4 - 23-&8 9.8.12 PLATES GRIP M20 220/196 Weight: 106 Ib BRACING TOP CHORD Sheathed or 5-2-1 on center pudln spacing. BOT CHORD R1gld ceiling directly applied or 10-0-0 on center bra oing. NOTES 1 This trues has been ohecked for unbalanced loading conditions. 2; Provide adequate drainage to prevent Water ponding. 3 All plates are Wo plates unless otherwise Indicated. 4 This truss has been designed for s 10.0 pair bottom chord live toad nonoonourrent with any other live loads per Table No. 18-8, UBC -a4. A plate rating reduotlon of 20% has been applied for the green lumber members. B This truss has been designed with ANSUTpI 1-1995 criteria, LOAD CASE(6) standard ®WARNING - Ver(fy design pararnerdrs and READ NOTES flit/ TRIS AND RF,VE)ZSF. SIDE ARFORP USE Design vaad for uts only with Malt mmectore. This design to based only upon parameters shown, and is for an Indlvldual building component to ba Inetwied and loaded vsnloally. ApptkaMTity of design peraMotery and proper incorporation of oomponard Is responsibility of bulldIng designer- not trues designer. Bracing &Hewn Is for lateral &uppcn of Individual web members only. Additional temporary bracing to Inaure stabliky, during conetructlon Is the retponsiblllty, or the maotor, Addklonal paimaneM bradhg of thi overall atrucwre is the responsibility of the building dsalgnar. 6or general guidance ~ regarding fabrication quality control, storage, daltvery, erecdonnsi . Abraoing, consult g674p Qua tlq Sandi d, 006 e' 19 9raCQ 6peoifidatlon,'and HIB -11 Handling Inste11et1on and Braolng Hecmmrnsndsdan e4ata1114 from Trues Prate InstHut&; 683 D'Onofrlo Onve, NaMson, W163710 - AA' a7e%kII e7ruIonMiIzzV]I Iim January 18,2001 0 ZEN— Z rues ype uty DEFT (n) poc) Udell Vert PLATIEe GRIP Mets A ROOF TRUSS e 1 Rs379659 rnoss m r, EOMM, QA WO 31 Harz(TL) 0.03 6 n/a M r N YD t-6-0 8-1-14 11-94 174.10 23-" SCale = 1:55.4 1.8.0 B-1.14 5.7.0 5-7.8 6-1-14 4x4 = Connect truss to girder with Sim son or equal �2� _ hanger. RJC4 = 3x4 = 5x6 23-8 8.03 7-u-13 8-0-5 4x4 = LOADING (pat) TCLL 16.0 SPACING 2-0.0 Plates Increase 1.16 TC 0.34 DEFT (n) poc) Udell Vert PLATIEe GRIP TCDL 16.0 BOLL 0.0 Lumber Increase 1.16 BC 0.50 -0.1 & >gee Vert(TL) -0,19 7-e >g99 M20 220/195 BCDL 7.0 Rep Stress Inor YES Code U=ANS195 WS 0.19 Harz(TL) 0.03 6 n/a 1st LC LL Nein Vde11.380 Weight: 88 Ib LUMBER TOP CHORD 2 X 4 OF Na.1 Sear -(M SOT CHORD X BRACING TOP CHORD Sheathed or 6-1-3 on center speoing. 2 4 OF No.1 SBtrA WEBS 2 X 4 OF Stud/Std-O pudin BOT CHORD Rigid oelling directly applied or 10.0-0 on center bracing. g. REACTIONS Qb/aize) 6.883/03-8, 2s996/0-3-8 FORCES (Ib) - First Load Case On TOP CHORD 1-2■23, 23�-1399, -1207, 4 -se -1207, 5-8--1399 BOT CHORD 2-8=1242.7-8-860,6-7=1242 WEBS 3-8-303,4-8-430.4-7-430.6-7-303 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 All plates are M20 plates unless otherwise indicated. 3 This truss has been designed for a 10.0 psf bottom chord live load nonoonourrerd 4� A plate rating reduction of 20% has been with any other live loads per.Table No.10-B, UBO -94. applied for the green lumber members. 66)) This truss has been designed with ANSUTPI 1-1996 criteria, LOAD CASE(5) Standard ®WARNING - Ver(%v design pulnrnefers and RFAD N0'J7sS ON THIS AND REVERSE Sum BrrORF. (ISE Design valid for use Doty with MITelr connectors. This design to baled only upon parameters ahovm, and Is for an h*Adual building component to be installed and loaded vertically. Applioabllity of design parameters and proper Incorporation of component to respona Wly of bulloing designer — not truss designer, bracing shown to for lateral support of Indmdual Well members only,. Additional temporary bracing to irleurs stability during eonequotlen Is the reaponatbtllty, of the erector, Additional permanent braetng of the evens structure Is tits reeponelbnay of the bugdllig deelgner. For generst plhdence regarding fabrication, quality control, storegs, doWary, erection, and bracing, consult GOT48 Quality dam Dae- 88'bracl; q 8paclflestton Rac end M041 Handling Installation and Bfaoing ommendstfan available from Tries Plate Institute; 888 D'Onafrlo Drive, Medleon, WI 83719 MiTIIC II1dUSI7IAB. II')C. 1n:1 inr 710-nkI "� r1 ►lt :��i;�ic+nriu t --stat till i- alt,1�.A1 January 18,2001 I A A 7 ..A . C 1 - 11 a A M915 M r 0 ROOF TRUSS •1 8 0 8-1-141 11-0-4 17410 23-8-8 25_z g cele = 1:57.0 1 8 0 6-1-14 5-7-8 s-7 t3 8 1.14 18.0 4x4 = 6.00 FTT 4 3x4 6x6 = 840-6 15-63 234-8 8-0`6 7-6-13 8-0-5 'tA't = rq 0 LOADING (pat) TOLL 18.0 SPACING 243-0 Plates Increase 1.15 CSI TC 0.34 DEFL (n) Vden ) Vert PLATES GRIP TCDL 16.0 Lumber Increase 1.15 BC 0.50 B�-d S - Vod�; -0.10 999 M20 220/195 BOLL 0.0 8CDL 7.0 Rep Stress Inor YEs Code USC/ANSI96 WS 0.19 -0.19 ,M (� lb Vdefl 3 Na 1u Ll!_ MIn m Weight: 100 lb LUMBER TOP CHORD 2 X 4 DF No BOT CHORD 2 X 4 DF trMr-G A & BRACING TOP CHORD Sheathed or 5.1.3 on center puriln spacing. WEBS 2 X 4 DF tud/3l Stu"td-G BOT CHORD Rigid ceiling directly applied or 10 -"on Center bracing. REACTIONS QWWze) 2■990/0-3.8, 6a89n/03-8 FORCES (QIb)) • Fret Load Cast Only TOP CHORD 1.2■23, 2-3=-1400, 3.4■ -1208, d -!S -1208, 64@ -1400, 6.7e23 BOT CHORD 2-9■1243, 8-9AM, 6-8.1243 WEBS 3 -9 -303,44m430,4 -8w430, 6-8•.303 NOTES 1 Thls truss hes been checked for unbalanced Wdingp Conditions. 2 All plates are M20 plates unless otherwise Indicated. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No. 19-8, UBC -94. 4 A plate rating reduction of 20% has been Iflisd for the groan lumber members. This truss has been designed with ANSVTpI 1-1996 orhoria. LOAD CASE(S) Standard A WARNING - Verify de.4811 Parameters and READ NOTES ON ?'NIS AND REVERSE SIDE BRPORE USE Design valid for use only with MIUk connectors. This design Is based only upon parameters shown, and Is for an kHmuel building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component to responeibiuty of budding deaignar-- not truss designsr. bracing shown is for lateral support of Indlvldual web members only. Additional temporary bracing to Insure atnblllty during canon is the responsibility of the erector. Addldcnel pemlanont bracing of the overall structure is the responsibility of the budding deelgnar. For general guidance regarding tabricellan, Quant' control, storage, delivery, trectlon, and breding, Mmuh osT-48 quality standard, DsE- 00 ereetn0 6p4cifketloe, and MID41 Handling Installation and Bracing Reedmmendslfon available from TrM Plate Institute, 633 0'0notrto Drive, Modlaon, Wl 63710'� 1•nl /IP' J�C71C%-AAI. nAli '0'11i1IPnnui '�i1f Illr'' January 18,2009 IIIV7Arl Irrl� �•Ci�•IIDA"^-^��' M915 ROOF TRUSS 2 R53796M REACTIONS Qb/slze) 8.2086/0-3-8, 2.5313/03-8 FORCES (Ib - First Load Case Only TOP CHORD 1-2-25.2-3=1 1370, 3.4•-6079, 4-6-x-6019, 5-e--3830, 8.7.3890, 74"- 258 BOT CHORD 2-12■10208,11-12=10206,10-11■3289, 9-10■3M, 8-8=3822 WEBS 3-12.5587, 3.11■ -8448, 4.11-186, 5-111w3640.6-110=454,640-186, 7-10-390.7-9=67 NOTES 1) 2 -ply trues to be oonnacted together with 0.131'X3' Nails an follows: Top chords oonnecled with 1 rows) at 0-9-0 on corder. Bottom chords connected With 1 row(a) at 0-9-0 on center. Webs connected as follows: 2 X 4 -1 row(s) at 0.9.0 on center. 2) Special connection required to distribute bottom chord bads equally between all plies. 3) This trusa has been checked for unbalanced loading conditions. 4) Except as shown below, special oonneotlon(1 required to support concentrated load(s). Design of conneotlon(s) Is delegated to the building designer. 5 All plates are M20 plates unless otherwise Inddlowed. 9) This truss has been designed for a 10,0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 18•B, UBC -94, 7) A plate rating reduction of 20% has been applied for the green lumber members 8 This truss has been designed with ANSVrPI 1-1995 criteria. LOAD CASE(S) standard 1) Re ppular: Lumber lnoreeso=1.15, Plate Increase■1.16 Unlfomt Loads (ply Vert: 1-2-0,2-3--62.0,34--82.0.4-6---a2.0, 54°.62.0, IS -7•-02.0, 7 -8■ -82.0, 2-12=14.0, 11.12■ -14.0, 10.11=-14.0,9-10•-14.0,8.8•-14.0 Concentrated Loads Ob) Vert: 12•-15WO A WARNING - Verify deaig4 pul arneirrx rrnrf READ NOTES ON THIS AND RF.VER5E SIDE BEFORE USE Design valid for use amy with MRek doenaotors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically, Applicability of design parameters and proper Incorporation of componenrle responsibility of building designer — not trues designer. smolne shown Is for lateral support of individual - web members only. additional temporary bracing to Insure atebillry during construction is the responallia y of tht efndtbr. Al . A itionetptinntanint bracing of the overs3l etruature Is the responsibility of the building designer. For general guidance regarding tabdcadon, quality control, .forage, de8very, erection, and bracing, consult OST48 Ouellty Standard, D8D- N 9raelrtp Specnlestlon, and Nls-91 Mandiing Installetlon and erooing Recommends0on available from True@ ' '�" _J Plato Institute. 583 D'Onofrfo Drive, Uedlaon, WI 63719 ryi1'TeC Ind_ ilishi98, Inc. Id1.1./6C •J--071(1-nAl -,1AII p]tufOnnuf Ain iiat__ January 18,2001 m%j r•A-ni if1n7- Cl - itan+. -- •1 e-0 5.1.12 11.94 16-1-0 1e-4.12 23-" Scale = 1:65.4 1 8-0 5.1-12 33.12 3-3.12 3-3-12 3-3-12 6-1-12 5x6 11 6.00 FTT 1,5x4 \1 5 Connect truss to girder 1.5x4 /I w �th�Si_mpson or equal 4x6,,- 4 6 �' ZG hanger. co 4x6 e' 3 , 7 2 8 4x8 — 12 11 10 8 4x8 4x8 - 3x10 11 8x8 — 8x8 — 10x10 = 4x8 — 5•1.12 98.12 13-11.12 18-4-12 23.8-0 5-1.12 4.5-0 44-0 4.5.0 5-1.12 riots LOAbINO TCLL SPACING 2-0-0 C81 �5- Plates Increase 1.16 TO 0.43 REFI- (n Qoe) Udell VertL -0. PLATES Wup TCDL BCLL 15.0 Lumber Irrcre61se 1.16 BC 0.61 0.0 Rep Stress Inti NO WB 122 2.999 Vert(TL; -0.21 12 2.999 NRO ?Zp/195 BCDL 0,83 7.0 Code UBaANstes Horz(TL 0.06 B 13/61 1st LC LL Mn V(M a 360 Weight: 297 Ib TOMeen TOP CHORD 2 X 4 DF N0.1313V -G BOT CHORD 2 X a OF N0.2-13 BRACING TOP CHORD Sheathed or 39-9 on center purlln spacing. WEBS 2 X 4 OF stud/8td-G *Except* BOT CHORD Rlgld belling directly applied or 10-0.0 on center bracing. 3-12 2 X 4 DF No.1ABtr-G, 7-9 2 X 4 OF No.1&Btr-G REACTIONS Qb/slze) 8.2086/0-3-8, 2.5313/03-8 FORCES (Ib - First Load Case Only TOP CHORD 1-2-25.2-3=1 1370, 3.4•-6079, 4-6-x-6019, 5-e--3830, 8.7.3890, 74"- 258 BOT CHORD 2-12■10208,11-12=10206,10-11■3289, 9-10■3M, 8-8=3822 WEBS 3-12.5587, 3.11■ -8448, 4.11-186, 5-111w3640.6-110=454,640-186, 7-10-390.7-9=67 NOTES 1) 2 -ply trues to be oonnacted together with 0.131'X3' Nails an follows: Top chords oonnecled with 1 rows) at 0-9-0 on corder. Bottom chords connected With 1 row(a) at 0-9-0 on center. Webs connected as follows: 2 X 4 -1 row(s) at 0.9.0 on center. 2) Special connection required to distribute bottom chord bads equally between all plies. 3) This trusa has been checked for unbalanced loading conditions. 4) Except as shown below, special oonneotlon(1 required to support concentrated load(s). Design of conneotlon(s) Is delegated to the building designer. 5 All plates are M20 plates unless otherwise Inddlowed. 9) This truss has been designed for a 10,0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 18•B, UBC -94, 7) A plate rating reduction of 20% has been applied for the green lumber members 8 This truss has been designed with ANSVrPI 1-1995 criteria. LOAD CASE(S) standard 1) Re ppular: Lumber lnoreeso=1.15, Plate Increase■1.16 Unlfomt Loads (ply Vert: 1-2-0,2-3--62.0,34--82.0.4-6---a2.0, 54°.62.0, IS -7•-02.0, 7 -8■ -82.0, 2-12=14.0, 11.12■ -14.0, 10.11=-14.0,9-10•-14.0,8.8•-14.0 Concentrated Loads Ob) Vert: 12•-15WO A WARNING - Verify deaig4 pul arneirrx rrnrf READ NOTES ON THIS AND RF.VER5E SIDE BEFORE USE Design valid for use amy with MRek doenaotors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically, Applicability of design parameters and proper Incorporation of componenrle responsibility of building designer — not trues designer. smolne shown Is for lateral support of individual - web members only. additional temporary bracing to Insure atebillry during construction is the responallia y of tht efndtbr. Al . A itionetptinntanint bracing of the overs3l etruature Is the responsibility of the building designer. For general guidance regarding tabdcadon, quality control, .forage, de8very, erection, and bracing, consult OST48 Ouellty Standard, D8D- N 9raelrtp Specnlestlon, and Nls-91 Mandiing Installetlon and erooing Recommends0on available from True@ ' '�" _J Plato Institute. 583 D'Onofrfo Drive, Uedlaon, WI 63719 ryi1'TeC Ind_ ilishi98, Inc. Id1.1./6C •J--071(1-nAl -,1AII p]tufOnnuf Ain iiat__ January 18,2001 m%j r•A-ni if1n7- Cl - itan+. -- "",all to I l:Vi1:zG LUuI FaCle-T 4a1 7-e-12 7- 1-11 12-8.1 18.2-0 23.8.7 29.2-6 34-04SCale = 1:61.4 1 11 04.15 4.8-8 5-4-16 5.7.7 6-4-14 58-10 Connect truss to girder Connect truss to girder iltnior equal with Simpson or equal 6.00 hanger.4x5= _5_.�-?- hanger. 6x10 = 3x10 = 1.5x4 1 1.5x4 I I 5x8 = 1.5xd � 3 A I _ 0 M �I d to 11 11 10 9 4x8 = 3x6 11 8x8 = 3x6 11 8X10= 7.8-1212-0-1. 1 18-2-0 23-9.7 29 2 8 344.0 - 7-6-12 6-2-5 5-4-16 64-7 li 4 14 5-8-10 LOADING (pat) SPACING 2-0-0 C81 TCLL '16.0 Plates Increase 1.15 TO TCDL 15.0 Lumber Increase 1.15 SO f716L-um�.ra.uaae�.ca•i:•rl 0.0 Rep Stress Inor NO WB BCDL .,�I.l'JIT_tf^_f.•r`r�.+•�.�.�.-.�.._ "",all to I l:Vi1:zG LUuI FaCle-T 4a1 7-e-12 7- 1-11 12-8.1 18.2-0 23.8.7 29.2-6 34-04SCale = 1:61.4 1 11 04.15 4.8-8 5-4-16 5.7.7 6-4-14 58-10 Connect truss to girder Connect truss to girder iltnior equal with Simpson or equal 6.00 hanger.4x5= _5_.�-?- hanger. 6x10 = 3x10 = 1.5x4 1 1.5x4 I I 5x8 = 1.5xd � 3 A I _ 0 M �I d to 11 11 10 9 4x8 = 3x6 11 8x8 = 3x6 11 8X10= 7.8-1212-0-1. 1 18-2-0 23-9.7 29 2 8 344.0 - 7-6-12 6-2-5 5-4-16 64-7 li 4 14 5-8-10 LOADING (pat) SPACING 2-0-0 C81 TCLL '16.0 Plates Increase 1.15 TO TCDL 15.0 Lumber Increase 1.15 SO BOLL 0.0 Rep Stress Inor NO WB BCDL 7.0 Code U=AN3196 LUMM TOP CHORD 2 X 4 OF NaA&Btr-O BOT CHORD 2 X e OF No.24 WEBS 2 X 4 DF Stud/std-o except, 412 2 X 4 DF No.1 &ettr-0, 6.10 2 X 4 DF No.I&Btr-G 8-10 2 X 4 DF No.1 &Btr-0 REACTIONS Qb/eize) 1■3117/043-8, 9■4184M-3-8 3x6 11 OA2 VDEFL ert L .0 (1102 s� NMI GRIP 0.73 Vert(TQ -0.63 12 >786 220/195 0.70 Horz(TL) 0.09 9 n/a 1st LC LL Mn Well - 380 Weight: 436 lb BRACING TOP CHORD Sheathed except and verlloxls. BOT CHORD Rigid ceiling directlyapplied or 10.0-0 on oenter bracing, INcept: 6-0.0 on center bracing: 9-10. FORCES (lb) • Fist Load Case Only TOP CHORD 1-2--0706, 23-43684, 3-4 -5883, 4-5--12272, 6 -6■ -12272, e-7.-5577, 7.8--5577, 8.9-3853 WEBS HORD z -ice 3 -14.2480,14 -114u -416o, 4-13=742 4-12,73348, 5-12-.1 2,8o12�3111, 6-11-675, 6-10•4878, 7.10■33bt 8-10=8885 NOTES 1) 2 -ply truss to be connected together with 0.131))" Nails as follows: Top chords connected with 1 row(s) at 0-94 on center. Bottom chords connected with 3 raw(s) at 04-0 on center. Webs conneoled as follows: 2 X 4 - 1 row(e) at 0-9.0 on center. 2 This truss has been checked for unbalanced loading conditions. 3 Except as shown below, special connection(s) required to support ochoentreted load(a). Design of conneotlon(s) is delegated to the building designer. a Provide adequate drainage to prevent water ponding. All plates sre M20 plates unless otherwise Indloated. 6 This truss has been designed for a 10.0 pal bottom chord Ilya load honooncurreat with any other Ilya loads per Table No. 16-8, UBC414. A plate rating reduction of 20% has been �appPlied for the green lumber members. This trues has been designed with ANSVTPI I-1996 criteria. LOAD CASK(S) Standard 1) Regular: t-rmber Increase■1.15, Plate Inoreaseal.15 Uniform ds (plq VLoaen: 1- 1, .0 23-W 0 3-4=42,0, 4.5-62.0, 5-6--62.0, 8-70-82.0, 7.8 82.0,1-14--14.0,13-14--14.0, 12-13-•14.0,1 l-12--122.1, 10-11--122.5, 9-10=-122.5 Concentrated Loads Qb) Ven: 12-290D ® WARNING - Verify design par0,7tefery ural READ NOT..'S ON THIS ANO REVERS- S1nF• BEFORE USF Oealgn valid for use only with ur7s11 connectors. This design Is based only upon parameter Thom and Is W an IndiVidval building oomponent to be Installed and loaded vortically. Appllcablitty or design Parametersand pmper inoorporstlon of component Is responsibility of building designer - not miss designer. Braving shown to tot lateral suppoet of Indlddual web members only. Addleond temporary bracing to Inwre stability during construction Is the nsponslbgity of the eracmr. Walk w Additional pamlenihi'brndng of the overall structure to ra the eponelbllny ee the bt/lldin9 designer, fm general guidande regarding tabrioadon; Vuallty Cdrltrdl, 1110M96, delivery, aroctbn, and bracing, consult OOT -08 Quarry Standard, Dap. ell �rac'dig speettleanen, and M641 Handling Installation and pracing Recommendation availabte from Truro Plate Inaatute, 688 D'Onohto Drlve, kadfeon, VA 03719 -MiTek Indush188. Inc. Ih-t,:/f17,1C''Alit n11•I-P•7III I'n'An11I• \11I Ial Janusry 98,2001 111VAn-AI I A A 7 e -D1 -non M915 B10 I MONO CAL HIP R637MB 411-6 941-12 a-31111 15.9-14 22.1-0 29.4.2 349-0 Scale= 1:62.6 411-5 4-7-7 0.416 5.10-3 832 0�•2 Connect truss to girder Connect %Vfs to girder wit Sim son or equal 4x4 Nlth Simpson or equal — hanger. !J:— hanger. 600 PT 3x4 — 3x4= 6x6= 1,5x4. 11 3 w 1 3x8 = 9 3x4 4x5 = 9-BA2 17-8.10 26-1A 34-9-0 9.8-12 8.1.14 84-7 8-7-15 Fiala Ofteft e LOADING i 6 TCLL 5, SPACING 240-0 Prates Increase 1.15 I 0.59 iC DEFL (n oc) Well PLATE8 GRIP TCDD. 15,0 Lumber Increase 1.15 0.74 Vert -0.2q I-11 >988 Vert -0,39 1.11 Agzo 22W195 BCLL 0,0 BCDL 7.o Rep Stress Mcr YES Code WB 0.82 >999 Hoa(iL) 0.08 a n/q UBCIANSI95 tet LC LL Non Ildefl ■ 360 Weight: 156 Ib LUMdHR TOP CHORD 2 X 4 DF N&Str-o tr-a BOT CHORD 2 X 4 DF No. oA15,B aRACINO TOP CHORD Sheathed or 3-5-0 on oenter pur in epecing, except and verticals. WEBS 2 X 4 DF 3tudlStd-c3 BOT CHORD RI ceiling directly ap led or 70oil center bracing. WEBS 1 Rb -0 0 ow at mldpt $.g REACTIONS Vb/size) 1N1308/04-8, 8&1309!0.3.8 FORCES Ob) • First Load Case On TOP CHORD 1-2-2370, 2-3—:21 17, 3 -4■ -1901, 4.6-2330, Mo -1718, 6-7&0, 7-8 •194 BOT CHORD 1-1 lm2099, lO-1 ln2348, 9-10.2181, 6.2&1398 WEaS 2.11203, 3-11■553, 4-11&-661, 4.10-49, 6.10219, 5-9x.720, 64mUo, 8-&.1732 NOTES 1) Thls trues hee been checked for unbalanced loading condition, 2 Provide adequate drainage to prevent water ponding. All plate% are M2D plates unless otherwise indicated. 4 This truss has been designed for a 10.0 pet bottom chord Ilya load nonocnourrent wlth any other live loads per Table No. 15.B, USC -84. 51 A plate rating reduction of 20% has been a led for the green lumber members. This truss has been designed with ANS 1 Or 1.1995 crlterla. LOAD CASE($) Standard ®WARMING - Yerify design Parameters oris/ RIAD NOT :S ON 7'HiS AND RRsVRRSE SIDE BRFORE USE Design valid for use only with NITak oonnaotors. This design i% based only upon parameters shown. and 1s for an Individual building component to bo instaned end loaded verdcsgy. AppUcabUlly of design parametere and proper Incorporation of ecmponent Is reeponstblUty of bull" designer - not trues designer, oradrlg Maven Is for lateral s4pon of IndNAdual web members only, Addltlonai tempohry_bractng to insuro stablUty during Muir,id on lo the nsponslbUftjr of the eraotm. - Me Addltlonat permanent braei4 of yhe ovemU etnXturs b the responsibility of the building designer. Eos general guidance �'c regaretng.tabdcation quality eo11Ua etorega, dpUvery, erection, and braelnq, consult Q5T4e Quality Standard, Dye big 9rechig spaplfication, and M1841 Handling Inataitatlon and Bneing Pt"ummendatlon available from Trued Plate Institute, SW wanohlo Drive, Nladlaen, Wi 58719 MTaI. t..A... b:... 1-4. .1_AIJI(+„.•J�C710•AAI:_ p`,�^AI J_ 0JIUIOA/111fFVJ11UI January 118,200 it J-013— rues Truss lype 240-0 1.15 Fty DEFL (In) M915 B12 ROOF TRUSS 1 1 R6379887 mossum r. TC Vert -0.1 1 _ M20 220/195 -- --------•-•-••---_.-_, ._. ._ ... ... r rode , 6-115 I 114-3 11)1111 174-8 1 22-95 2-4113 213-8.11 3".DScale 3/16°=1' Connect trMio girder 6-4-13 0-7-8 6-4-13 54.13 0.7.8 5413 5-11.5 , with Simpson or equal 4x8— Connect truss to girder -7:4 ---_-_,.__ hanger. 4x8 - with Simpson or equal 6,00 ' 1.5x4 11 z _ ► I vA14 hanaer. 4x5 — 10 9 8 4x5 3x4 - 5x8 - 3x4 - 8-11 1748 25-9-8 34-94)• 8-11-8 8.6.0 85-0 8-11-0 n O LOADING TOLL (igen 6. SPACING Plates increase 240-0 1.15 C81 0,49 DEFL (In) floc) VdeA PLATES GRIP regarding fabrication quality coRM storage, delivery, ersoWn, and bracing, consult QST48 Quality Standard, 096- 00 Hnolfg Spaolnneticn and tele et Handling Installation and BnclnyRacommendetton available from Truaa x?'r - TC Vert -0.1 1 .09 M20 220/195 TODL 15.0 Lumber Increase 1.15 BC 0.68 Vert T�L -0.36 8-10 agg9 BOLL 0.0 Rep Stress Ina YES WS 0.27►1orz�L) 0.08 7 Na SCOL 7.0 Code UBC/ANS196 let L L L Min Vdefl w 360 Weight: 168 Ib LUMBER TOP CHORD 2 X 4 DF No.14Bir-G BOT CHORD 2 X 4 DF No.1&Btr-G WEBS 2 X 4 DF Stud/Std-G REACTIONS Qb/slae) 110309/0-3-8,70309/0-341 FORCES (Ib) - Mrst load Case M. 3-4-1910, 1970, 4-6-198g, 6-8-20811, 6-7■•2324 TOP CHORD1-2---2324, 2�-2060 BOT CHORD 1-10=2083, 9-10=1689 8-91892, 7.8■2083 WEBS 2-10.503, 3.10.382, 404, 4-9-467, 5.9.397, 5.8.361, 6-8.-302 BRACING TOP CHORD Sheathed or 3-10-7 on center pudin spacing. BOT CHORD Rigid ceiling directly applied or 1040-0 on center bracing. NOTES 1) This truss has boon checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 13 All plates are M20 plates unless otherwise Indloated. 4 This truss has been "greed for a 10.0 pef bottom chord live toad nonoonourrent with any other live loads per Table No. 16$, UBC -94. A plate rating reduction of 20% hits been applied for the green lumber members. 6 This truss has been designed whh ANSIITPI 1-1996 criteria. LOAD CAS6(6) Standard ® WAR.N(NG - Verify design parumrfer.t ruin READ NOTF-S ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only vrllh MITak aonnectore. This design Is based only upon parameters shown, and Is for an IndIvidusl bultding component to be installed and loaded vertically. Apptkablllly of design parameters and proper Incorporeilon of component Is responelbility et butid'Mg designer - not trues designer. Gracing sham Is for lateral suppon of IndMdual web members only. Additional Wmporary bracing to insure, stab" during construction to the responsibility of the erector. Additional permanerd bnldnj of Uw overall btruotare Is the responsibility ef'the building dealpner. For general guidance Ar regarding fabrication quality coRM storage, delivery, ersoWn, and bracing, consult QST48 Quality Standard, 096- 00 Hnolfg Spaolnneticn and tele et Handling Installation and BnclnyRacommendetton available from Truaa x?'r - Plate Institute. 683 D'OnoMo Drive, Madison, WI 63719 ��" _ M11Y6MC Wades, Inc. n'/n::]=c71n•r11 r111► '(% -6a JanuAry 18,2001 ni—rnn'r ri.iion oruesypa teen SPACING 2-0-0 TOLL 6. Ivt916 B14 11'100F TRUSS 16.0 Lumberincrease 1,15 osa RAMDel, 0.0 Rep Stress Inor yesBOOL 7.0 ----------- - ----- avvr rage 6115 13-042 13. •1117.4-8 20.8.5 2 • -4 27-8.11 34-" Scall) = 1:69.4 Connect tres'sl-sto girder 6-7.7 0.4-16 3-4-13 3.4-13 0--16 ea -7 8 -its With Simpson or equal 4x4 han er. 4x4 Connect truss to girder R nnrTT 3x4— ,with Simncnn nr nnrrnl r` M t -+AU — I I l V 9 8 4x5 = 1.5x4 11 5x8 = 5x8 = 1.5x4 11 6-11.6 13-6-12 21-2.4 27 g-11 344-0 (3 115 8-7-7 7-78 6-7-7 6-11.5 LOADING teen SPACING 2-0-0 TOLL 6. Plates Increase 1.13 TOM 16.0 Lumberincrease 1,15 BCLL 0.0 Rep Stress Inor yesBOOL 7.0 Coda USC/ANSI96 LUMBER TOP CHORD 2 X 4 DF NoA d,Btr-G BOT CHORD 2 X 4 DF No,1f#8tr-0 WEBB 2 X 4 DF Stud/std-O REACTIONS Ob/alze) 1-1309/0-3-8,7=1309/0-3.8 Cal DEFL ?n)) oa)) Well PLATES GRIP TO Obi Vert L 0.7b 9-10 sig BC 0.65 Vartk-0.30 8-10 >888 MZO 220/196 WS QA9(TL) mos 1at C LL Mln l/defl a 380 Weight: 166 Ib BRACING TOP CHORD Sheathed or 3-7-12 on center purlin spacing, BOT CHORD Rigid ceiling director applied or 10.0-0 on center bracing. FORCES b) - First Load Case Only TOP CHORD 1-2-2291, 2 -3 -11782,34N -IM, 4 -6■ -1646, "=-1782, 6 -7■ -2281 BOT CHORD 1-1112038,10-11=2038, 8.10w1681, 8.9m2038, 7-2036 WEBS 2-11-93,2-10--484,3-10-443,4-10=.I 31, 49-131, 6-9443, e -g=-484, 6.8.83 NOTES 1) This truss hes been chocked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3 All plataa are M20 plates unless otherwise Indicated. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other Itve loads per Table No. 1&e, UBC441, A platy rating reduction of 20% has been applied for the green lumber members, This, truaa has been designed with ANSI/TPI 1-1685 criteria. LOAD CASE(S) Standard A WARNING; - Verify design parameters and READ NUTGS ON THIS AND RRVF'RSG SIDE NEhORE USE Design vela fnr up only with Mrtbk eonneaton. This design to based only upon pOrImetera shown, and Is for an individual building component to be Metalled and loaded venloally. Applicability of design mrametere and proper Imoeporatlon of component is responsibility of bul digg designer- not trues designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary braolng to Injure eAbft during cons an Is the nspomlblllty of the erector. >ti AMltlonal periniMrd btaclrip of the overell'atruotvrl Is the responsibility of the Building designer. For general guldenos , regarding tebriodon, vuallty eontrot, atorage, delivery, erection% and bracing, oonauft QGT-ed Quatlty standard, Otis- s` ae anoln 8padlieatloini, and M1341 Handling lnetellaflon and erasing Recommendation Available from Truss Plate Institute, A83 D'Onotrfo Drive, Madison, WI 83719 MiTnt.`l.:.irmfP6& 1% In /Cf!-;, `C710•,nki' x •lkll (+]t111i`A%1►L1 °VJI'ttil hanger. January 18,2001 IIIUAA.AI I A A 7 CI NIDA ob TrUiss rQ%4 IWO Fry 1816 B1e ROOF TRUSS 1 1 R637966 nose Tu—m-ber,-R EDDiNa, rA g ji BI juw dustries, Inc. n age LOADING TCLL (0. 8. 18-8-5 2.0-0 1.15 CSI TC 0.76 Scale N 1:74.4 ETES GRIP 7.11-6 166-12 16-71-11 1 4 26 9-11 Lumber Inoreaae 3"_0 BC 0.59 >899 Vert(TL) -0.28 9-10 >1ii1i19 7-11-5 7.7.70416 7.7.7 7.0 7-11-6 YES WS 0.32 Hoe(TL 0.08 6 We 2-9-104x4 U 6.00 Weight 164 Ib LUMBER TOP CHORD 2 X 4 DF No.138tr43 Cr BRACING 3 4 TOP CHORD Sheathed or 3-2-9 on rnm r WEBS 2 X 4 DF Stud/Std-Ci Connect truss to girder g 0 3x4 With Simpson or equal 3x4 ?. hanger. C: C y v 2 5 C. cb S N (D C� M 1 --- 6 0 05 — 10 9 8 7 05 — 1,5x4 11 5x6 3x8 = 1.5x4 I I 7.11-6 16-8-12 19-24 26-9-11 3".0 _ - - - 7-11.6 7-7.7 3-7-8 7-7.7 7-11-6 LOADING TCLL (0. 8. SPACING Plates Increase 2.0-0 1.15 CSI TC 0.76 DBFL (ht) poc) I/dedl Vert L -0.1 9-10 ETES GRIP TCDL SCILL 16.0 0.0 Lumber Inoreaae 1.15 BC 0.59 >899 Vert(TL) -0.28 9-10 >1ii1i19 220/186 BCDL 7.0 Rep Stress tnor Code USC✓ANS196 YES WS 0.32 Hoe(TL 0.08 6 We let LC Ll Min Vdeti =380 Weight 164 Ib LUMBER TOP CHORD 2 X 4 DF No.138tr43 BRACING BOB CHORD 2 X 4 DF No.taBtr-O TOP CHORD Sheathed or 3-2-9 on center purlln spaoing. WEBS 2 X 4 DF Stud/Std-Ci BOT CHORD RI Id coiling dl WEBS 1 Row at mlldpt� appy _9 3o -r8 �S B-0 center bracing. 2_9, REACTIONS ab/slze) 1=1308/0.3-5, 8 1308/0-3-e FORCES 6b) - First Load Case Ony TOP CHORD 1-2=-2215-2-1.-1610. 3e=-Iut d4 -4924n a_c._��,a BOT CHORD 1-10=1970, 9-10.1970, S-9=11443, 7-8.1970, 6-7■lgjpv WES9 2-10-108, 241r --5W, 3-0■352, 3-8.0, 4-8=352, 5 -am -see, 6.7W09 NOTES 1 This tn,se has been checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 3 All plates are WEI plates unless otherWas indicated. This truce has been designed for a 10.0 pef bottom chord live load nonconourrent with any other live loads per Table No. 18-8, UBC -94. 6 A plate rating reduction of 20% has been applied for the green lumber members. This truss hes been designed with ANS 1-1993 criteria. LOAD CASE(8) Standard ® WARNING - Vrrifp design paramclerr and REAL) NOTES nN THISAND RF.VL,RSE SIDE BhhYI1?8 USE Design vaed for use only with 1117ok eonneetore. This design Is based only upon parameters shown. and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component le reeponaibisty of building designer - not truss designer. Bracing shown is for lateral support of Individual Web members only. Additional temporary braotng to Insure stability during construction Is fes responewly of the erector. 1v Additional permanent bracing of" overall structure is the roaponelbllly, of the buading designer, For general guidance , regarding fabftcagon, quality eonbbl, storage, delivery, ereotlon, and bracing, eonauk Q8T48 Quality Standard, 088• 60 Praclpg Speelfteatlon, ind HIS41 Handling tnHallatlon and Bracing Recommendation available From Trues -Nil Plate Institute, 1108 O'anoffle Me, Madison, WI 0710 %:MA IndUSfries• Inc- ln'I /n n.. -J= -C.7-1 prA11'* •r1AII P1tUlnMlllw\I71'IIAI January 16,2001 III VAA-,AI I A A 7 -C1-IIpA a rued s 1 YPa LM my M916 B ROOF TRUSS 1 1 R5379664 160 -as I um B ee, nc.ihuj a e 8-1-13 11-0� 17-4-8 22.11.13 28-73 34.8E SCaic = 1:78.6 S 1.13 6-7.5 6-75 6-75 5.75 0-1-13 Connect truss to girder 6.00 (i£ 4x4- with Sim Connect truss Simpson or equal to girder hen e Vl..Plmpson or e 9 r. 5x6 " 4 C ---quaff - hanger. Oxo = 10 9 8 4x5 - 3x4 - 5x8 3x4 e-11 8 17-4.8 25.9 34-9-0 s -11-S 8.5.0 8.5-0 8.11.8 LOADING n SPACING 2-0.0 TCLL 19.0 Plates Inarease 1.15 TCDL 16.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Inor YES SCOL 7.0 Code UBC/ANSI96 LUMBER TOP CHORD 2 X 4 DF No.18Btr-G BOT CHORD 2 X 4 DF No.13Btr-G WEBS 2 X 4 DF Stud/Std-O REACTIONS pblsize) 141309/0 3 8, 7■1308/0,3-8 CatbEFL, pre) poo? I/deft PLATES GRIP TC 0.39 Vert -A n 3-999 M20 220H95 BC 0.66 Vert T�L; -0.36 8.13 3-999 WS 0.42 Horz) 0.08 7 n/a let LO LL Mn I/den = 360 Weight: 181 Ib FORCES gb) - First Load Cose Only TOP CHORD 1-20-2312, 2-30-21184, 3-4-1446, 4-5=-1443, 5-6•.2084, 6-7-2312BOT CHORD 1-1002053, 9.1001680, 8.0.1890, 7-rk2053 WEBS 2-100.299, 3-100372, 3-9=572, 4-90941, 6-90-672, 5-8--3T2, 8-80-299 I BRACING TOP CHORD sheathed or 3-10.10 on center purtln spacing. BOT CHORD Rlpb tellinngg directly a ied or 10.0-0 on center bracing. WEBS 1 Row at mldpt .9, 6-e NOTES 1 This truss has bean checked for unbalanced loading conditions. 2 All plates are M20 plates unless otherwise indicated. 3 This truss has been designed for a 10.0 per bottom chord We load nonconcurreat with any other live loads per Table No. 16-13, UBC -94. 4 A plate rating reduction of 20% has been applied for the green lumber members. 5 This costa hot. been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard WARNING - Verify dwxign purumelers and READ NOTES UN THIS AND RRVQRSE ,Sinr. DGFORF USls Design valid for use o4y with M9Tak come& tor*. This design is based ordy upon parameters atom, and is kr an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of c mponent Is responsibility of building designer- not truss designer. 8recing shown Is for lateral support of individual January 18,2001 eb members only. Addhional temporary bracing to Insure Mblilty dully construction Is the rosponelbtitiy of the erector. AdManal petmansnC bracing of th'e Gvaran structure It the responsibility of the bv1kUna, designer. For general guidance iegruding fabrication, quaUty control, storage, delivery, erection, and bracing, oensult CST -48 Duality BW404 0813• as Arsel4. peculoA4on; irtd HIB-M-Handtl4fristailetlon and Bracing Recommendation avelgbia from hues Plate Institute, 603 VOnofrle Drive, Madison, wl s371 AAITro& l rlrrCtldi.e --1nI In r.l�'' C.7;1C•nhi `+ "W1 0]1.V1'Or1/11tix\I1'I'Im iuvnn•nV- 1nn7 •o1'•.rrbn job rules TM—n—Me- C TOLL V M915 81 ROOF TRUSS 1 1 R6379665 m sum r, 0,0 Rep Sire" Inor YES WB 0.97 a 7.0 --• ..._ I-- Awl rage l 1.8 4-3-12 10.10-2 n.4$ 23.10-14 311-5.4 34-9-0 Scale m 1:80.2 1.8.0 4-3-12 8.8.8 a -e-8 8.8.8 88.8 4a-12 8.00 (ff 40 = BLOCKING & BRACING 4EOUIRED AT SUPPORT: 5X61 5 0 di 11 5X6 = 6xe Connect truss to girder wit Simpson or equal hanger. 10 9 3x6 = 5X6= 3x4 = 4-3-12 13.0-4 21.6-12 305-4 34.8.0 4.3-12 84-8 8-6-8 It-" _ 43-12 LOADING SPACING 20-0 C TOLL V Plates Incroase 1.15 TC 0.47TCDL Lumber lnoroase 1,15 BC 0.63 BCLL 0,0 Rep Sire" Inor YES WB 0.97 BCDL 7.0 Code UBC(AN3196 LUMaim TOP CHORD 2 X 4 OF NoA&Str-G SOT CHORD 2 X 4 OF No•1QBtr-O WEDS 2 X 4 OF Stud/std-a REACTIONS Qb/slZe) 12a'16117/043 -8.8m1114/0-3-8 DEFL in) () Idol PLATS GRIP Vert(LL) -017 0-10 .988 M20 220/195 Vert -0,33 mi -lo :,.ns Horz(%) 0.04 B Na let LC LL Mn Men ■ 360 Weight: 171 Ib BRACING TOP CHORD Sheathed or 3-11-12 on center purtin epaoing. BOT CHORD RIgaId wiling directly applied or 10-0-0 on center breoing, Except: 6-0-0 on cuter braoing: 2-12. WEBS 1 Row at midpt 4-12 FORCESb)) - First Load Case On TOP CHO G 1-2-23, 2-3-581, 3� 575, 4-5-1032, 54-1323, 6-7-2029, 7-8=2051 BOT CHORD 2-12�-514, 11-12w800,10-11.891 9-10=1388, 8-a■1814 WEBS 3-12-•345, 4-112-1 M. 4-11.83, i -1 1=71, 5-1 Om S53, 6-10-498.8-9.662, 7-9=283 NOTES 1) This truss has been chsoked for unbalanced loading conditions. 2 All pistes are M20 plates unless othawAse indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads par Table No, 1&D, UBC -94. 4A plate rating reducilon of 20% has been applied for the green lumber members. This truss has been designed with ANSI/TPI 1-1985 criteria. LOAD CASE(s) standard ® WARNING -. Verjfy design parenneirrs ifnrl REAL) NOTES ON THIS AND RF.VF.RSE SLUE BIiFOM USh January 98,2001 De319n valid for use only with MITea connectors. This design Is based only upon ptlremetere shorn, and Is for an Individual building component to be indallsd and loaded vertically. Applicability of dstign parameters and proper Incorporation of component Is responsibility of blinding designer — not trues dealgner. Braving shown Is for lateral support of Individual - web members only. Additional temporary bracing to incurs stability during eonsuuetion to the reeponsibilny 01 the tractor. Additlonal permanent bracing of the'everati ibvcWre Is the responsibllty, of the builddtg dssigner.,F9r genen if puldence regarding fabrication• quality control, storage, delivery, erection, and bfaeing, consul! QST-r►O qusilty 8tandefd. Otis- ae-Braetng Specification. and 61841 Handling inetatietlon end Bracing Recommendation avellable from Trties vtate Institute, M D'Onohto Driver Madison, Wl60719 MiTek Wusiiles, Inc. A.1, -/n r• .•`J—C71V.-A11- AifI.:r"1t1110MItIV�\I111W 111vr.n.AI_IAA7 . r• r • 11on .... —._ Job - runs ru" Type UTY rly Horz�TL 0.04 9 n/a M915 E12 ROOF TRUSS BRACIN G TOP CHORD 2 X 4 DF No.1 Mr -O RS37OWMn Moss lumber, R WUINQ. VMW ji an canter bracing: 2-12. WEBS 11 Raw at midipt 4.12 RIZACTIONS Obletze) 12-1617/0-3-8,6-1114A)-3-8 4-3-12 10-10�2 23-10-1 A 30-54 34-M SCale = 1:80.2 1 4-3-12 6-" Q -M 151-8-8 5-" 4-3-12 6.00 rIT 4X4 = BLOCKING & BRACING REOUIRED AT SUPPORT: 5 SX6 SX6 -Z�' QAU _:z 12 11 3x4 — 5X6 10 9 5X6 3X4 4-3-12 13-04 21-8-12 30-8-4 ------ — 34-9-0 4-3-12 8-" 8-8-8 8-841 4-3-12 ---C? 11w 3X6 = LOADING (pso SPACING 243,0 CSI TCLL 16,0 Plates Increase 1.16 TC 0.47 DEFL �in -) Vdofl PLATES GRIP V TCDI- 15.0 Lumber Increase 1.16 BC 0.63 14 Vertk� Vert 9-io >gN ROO 220/195 -0.33 9-10 P.M BCI -L 0.0 Rep Stress Inor YES WB 0.97 Horz�TL 0.04 9 n/a BCDL 7.0 Code USCIANSISS .1 lot LC L Mn Vdofl w 360 Weight: 171 lb LUMBER BRACIN G TOP CHORD 2 X 4 DF No.1 Mr -O TOP CHORD Sheathed or 3-11-12 an center purlIn spacing, BOT CHORD 2 X 4 DF No.1 &8tr-G WEBS 2 X 4 DF Stud/Std-G BOT CHORD R Id cellin directly applied or 10-" on center bracing, E=opt: M an canter bracing: 2-12. WEBS 11 Raw at midipt 4.12 RIZACTIONS Obletze) 12-1617/0-3-8,6-1114A)-3-8 FORCES Vb) - First Load Cate Only TOPCHORD 11 -2 -23.2 -3s681.3 -4-574.4-6—i032 S4�--1322,&7;--2027,7-8z-2049 BOT CHORD 2-12-5114,11-112499, 110-111481. 9-i0-11367.8-9-iS13 WEBS 3-12--346.4-12u-1842.4-11-63,5-ilu7l,S-lOm6W,.6-10m-498.6-9-6al,7-9--282 NOTES 11� This truss has been chocked for unbalanced loading conditions. 2 All plates are WO plates unless othervvise Indicated. 3 Thin buss han been designed for it 10.0 paf bottom chord live load nonconcurmnil With any other live loads per Table No. I&B, UBC -94. �4 A plate rating reduction of 20% has been applied for (he green lumber members, This truss has been designed with ANSVTPI 1-1906 criteria. LOAD CAaE(3) Standard AWARNING - Verify design parameters and RI.,*AD NOTES 6N 7711S AND REVE&TFTjj)rs kl�jpoRt-' USE Design valid for use only *111; MiTak Canhadors. This design Is based only upon parameters anow, WW Is for an Indiviodusi building component to be installed and loaded Vertically. Applicability of design parameters and proper blowporalion of component Is rQ$POn8lbffltY Of bWkr'Ag d*412ner - not truss designer. Bracing shown is for totem suppon of kuwwwol. %vab members only. Additional temporary bracing to Insure stability during construction is the melporisibilly of the erector. Addillo;e! pirmangnt bricIng of the Overall structure . is the rosponiWity of the building do-s-1grigr. Par general guidance esprolng failtdcation, quallty control. storage, delivery, erection. and bmaingi, vorillult 0"40 aintity Standard, 080- 9 Gpectfleation. And HIS -01 N*Wling Installation and Bracing Recommendation av' "'bracla allable from Ituas Plate Institute, 003 D'Onottlo Drive, Madison, wi 53719 N'Tek Indust Inc. —I n I /I n .1—L17 I (%. nki I kI 1 0 -1 1 %1 1 (% n ri Ill f 'm j I I lki AW January 18,2001 JnA - n 1—�l AA7 O ES type CZIY DPFL Qnd {IOC) Wall PLATES GRIP TOLL 16.0 Plate@ Increase 1.15 TC 0.46 R6520878 M915 B3 ITruss ROOFTRUSS 1 1 BC 0.49 moss IUmDer, KEL)LANU, 6A Yuvul q.6 -JA a VM r 11777 Ivu I ex Inclusulee, ino. Woo Fab 14 U56542= Page T -M-4 8.5.12_ 11-11-2 I 17-4-8 F 23.4.14 l 29.5.4 I 34-9.0. Scale = 1:80.2 1-8-0 5.5-12 5-M 5-6-8 6-0-6 8-0.6 5.3.12 a BLOCKING & BRACING 6.00 4A — #EOUIRED AT SUPPORT 5x6 E BLOCKwn it aaerlNG )RT ^" L K J I 3x4 3x4 - 5x8 - 5x8 1.5x4 11 8.6-12 I 14.1.9 l 21-9-7 { 29-54 I 34.9-0 I 85.12 7-7.13 7.7-13 7-7.13 5312 ?W d LOAFING (pat) SPACING 2-0-0 cal DPFL Qnd {IOC) Wall PLATES GRIP TOLL 16.0 Plate@ Increase 1.15 TC 0.46 Vert (LI.) -0.16 J-�K( >M M20 220/195 TCDL 16.0 Lumber Increase 1.15 BC 0.49 Vert -0.18 J -K :-ON BOLL 0.0 Rep 31reee Incr NO WB 0.96 Horz(TL) 0.04 H Wei BCDL 7.0 Code UBC/AN8195 tat LC LL Nn Udefl ■ 360 Weight: 172 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr-G TOP CHORD Sheathed or 5-0-0 on center purlln apacing. BOT CHORD 2 X 4 DF No.1ABtr-G BOT CHORD RlgId celllnp dlr@otly appllod or 5-3.3 on anter bracing. WEBS 2 X 4 OF Stud/Std-G WEBS 1 Row at m pt L, E -K EJ REACTIONS (IWslze) L■1663/03-8, I■g75/oa8, H=193/D3 8 THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER Max Horz L--2285(load case S) OF SHEAR FORGE SHAD. BE REVIEWED AND APPROVED BY A QUAUFlED Max Uplift)--41�oad case 6), H■-82(load case 6) BUILDING DESIGNER OR ARCHITECT. Max Grov L=1743(load case 6), lei 180(kmd case 5), H-3020oad case 6) FORCEb b - First Load Case Only TOP CHORD A-6.23, B-Gm768, 0-0=763 D -E■ -429, E-F■598, F -G■ -698, G -H=8 BOT CHORD 13 -Lo -882, K -L=301, J-0426, {-1■-6, 1-14h-8 WEBS C -L, -375, D -L■ -1487, D-0234, E•K■-118, E.1=237, F -J■ -341, G-J■668, 04.486 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates aro WO plates unless otherwise Indicated. 3) This trues has been dasignod for a 10.0 pef bottom chord IK% load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 4 A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint I and 82 Ib uPPlln of Joint H. 8 ThIs trues has been designed with ANSUTPI 1-1995 criterla. 7; Load coas(a) 5, a has been modified, Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CA3E1[8 Standard Except: 5) User defined: Lumber Increase=133, Plate Inorease■1.33 Uniform L.A. (pip Vert: A -B=-2.4, B-C*2.6, C -D=1.5, D-EA1.6, E -F■ -61.5, F -O=81.5, G -H■ -82.9, B -L■ -14.0, K -L=-14,0, J-K■•14.0, IJ■•14.0,1-14 -14.0 Hors: A-B■143.6, B-0121.7, C-D■126.0, D-E■126.0, E-F■128.0, F-O■126.D, O -H=120.8 6) User defined: Lumber increase -1.33, Plate Increases .33 Uniform Loads (pl>1 Vert: A- 7.6, B C=62.8, C -D■ -81.5, D -E■ -61,5, E -F=1.6, F-G■1.5, 0+12.9, 13-1-=`14.0. K -L■ -14.0, J-0-114.0, IJ■ -14.0, H-1=-14.0 Horz: A-5-143.8, B`C -121.7, C -D=-128,0, D -E--128.0, E-17-126.0, F -Gs -126.0, G -H■ -120.8 ®WARNING - Verify de3ign Iraramelert urtcl READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with Wink connectors. Thle design to based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responalbillty of building designer— not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dufing Construction is the responstblilty of the srottor. � 1101ftAdditional permanent bracing of the overall structure Is the retpwmitillity of building designer. For general guidance regarding fabrication, quality control, storago, dollvery, erection, and bracing, consult Q6T•ee Quality Standard, D39- ac Bracing Specification, and Mae -91 Handling Inotattadon and Bracing Recommendation avallable from Trust Plate Institute, 1183 D'OnoNie Orlve, Madison, WI $4710 NI A Imu6iTiA5, Inc. 9S.A7.. 'rl—SPIb'0fJ '1N1 Cal?IICn(1N1 vii iw w1 February 14,2001 01'08@ o ruse rusaType BLOCKING & BRACING ly -5X4 II 4EOIIIRGn AT gl!PPORT 1.5x4 I R6620877 M916 14 ROOF TRUSS 4 1 Moss-11MV, KtUUMS, — arouui e IDOL r "IYav ml I eK Inausum. ono. vvea ren 14 11:16:66 zou1 Papel 19 OI 04-0 e-�-8 12-0-0 17-4-8 f 22-8-0 F 28-10-0 129.7-0 I 34.9-0 Scale = 1:81,6 1-" 6-4-0 0.3-8 5-4.85 4-8 4x4 53-8 4-2-0 2-9-0 6.2-0 6.00 [IT — — BLOCKING & BRACING 5X6 F BLOCKING & BRACING TEC)IIrRFn AT gI IPP/?P7 -5X4 II 4EOIIIRGn AT gl!PPORT 1.5x4 I E G 4x4 ,, - 4x4 d� D H C �t A B 3x4 - N M 3x4= 5x8 — 1.5x4 11 1,5A I I 4x5 = 6.5-12 6•T•8 14-9-0 I 22.8- 29-7-0 34-9-0 6-5.12 0-1-12 8-1-8 7-11-0 l 6-11-0 l 5-2-0 LOAPINO (psi) SPACING 2A-0 tial DEFIL (In) Ooc) ude11 PLATES GRIP -TOLL 16.0 Plates Increase 1.15 TC 0.52 Vert(11) D.27 B )281 M20 220M e5 TCDL 15.0 Lumber Increase 1.15 BC 0.53 Vert L -0.34 8 )222 BCLL 0.0Rep Stress Ina NO WS 0.87 hforz(TL) -0.11 1 Na BCDL 7.0 Code UBWANS196 Nan Vdefl - 360 Weight: 167 lb LUM59K TOP CHORD 2 X 4 DF No.1 &Bir -G BOT CHORD 2 X 4 DF No.1 &Btr-O WEBS 2 X 4 DF Stud/Std-G BRACING TOP CHORD Sheathed or 4-10-0 on center purtin spacing, except and verticals, SOT CHORD RI Id oelllnp directly applied or 4-5-8 on center bracing. WEBS 2 Rowe at 1/3 pts E -L REACTIONS pb/afze) w1684/0 -3-8.0775M-3-6 Max Horz NI --21 ISQoad case 5) THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER Max U IMtM-35 ad case 238(bad ooze OF SHEAR FORCE)SHALL BE REVIEWED AND APPROVED BY A QUALIFIED Max Orsv M=181�(load case k, 1-1141(l0ad cane5)BUILDING DESIGNR OR ARCHITECT. FORCea Qb) - First Load Case Only TOP CHORD A-B■23, B -C•520, C•D-1264 D -E-1284, E -F-644, F.O.-820, 0+1=827, H-0-727 BOT CHORD B -N-459, M -N=O, L-Ma•1644, D -L■ -258, K -L=389, J -K-604, I -J=0 WEBS E -L■ -2024, E -K=189, F -K--62, F.0399,13-1-•370, H -J-765, C-N■269, C -L■ -701, L-14=-507 NOTES 1) This truss hes been chocked for unbalanced loading eondMlona, 2 All plates are M20 plains unless otherwise Indicated. 551 TAIs trues has been designed for a 10.0 pef bottom chord live bad nonconcurrent with any other live bads per Table No. 18-8, UBC -94. A plate rating reduotIon 0120% has been applied for the preen lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift et )olnt M and 238 Ib uplift at Joint I. 7�This One has been designed with ANSVTPI 1-1995 c(fisda. Load case(a) 5, 6 hes been modified, Building designer must review loads to verify that they aro correct for the intended use of this truss. LOAD CASE(S) Standard Except: 5) User defined: Lumber Increase -1.33, Plate Increases 1,33 Uniform Loads (pI0 Vert: A-13-.0,2, B -C-8.2, C -D-4.0, D.E=4.0, E -F-4.0, F-00-64.0, "=-64.0, B -N--14,0, M -N--14.0, K -L--14.0, J -K=14.0, W■ -14.0 Horz: A-B■166.4, B -C-127.7, C -D-138.0, D-E■136.0, e -F=136.0, F -G-136,0, G-H■136.0 6) user defined: Lumber Increase=1.33, Plate Increase -1.33 Uniform Loads (ph) Vert: A -B=-59.8, B -C-66.2, C -D--64.0, D -E■ -64.0, E -F■ -64.0, F-GwCO, 04.04.0, B -N=-14,0, M -N--14.0, K -L■ -14.0, J -K=-14.0,14--14.0 Hoe: A-5--155.4, B -C=-127.7, C -D■ -136.0, D -E-136.0, E -F-136.0, F -Go -136.0, G -1 -1■ -138.0 A WARNING - Verify design /parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE 0e919n valid for use only with rttTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Inoo(poratlon of component is reeponalbillty of building designer - not truss designer. Bracing shown is for lateral support of IndMdual web members only. Additional temporary bracing to Insure atablilty during construction is the responsibility of the erector, 191" Addldonal permanent braoing of Me overall structure is the responsibility of the building designer. For general guidance regarding fabdontlon, quality control, storage, delivery, erection, and bracing, tonsure 06T4b gwallty standard, 021%. OS Brsofng 6paolffoatlon, aha HIS -81 Handling Instauetlon and lancing Reeommandatlon avallable from Truss Plate Institute, 583 D'Onbfrlo Drive, Madison, WI 93719 Mak Induod esr Inc. February 14,2001 SSW ,A—Ci'.WOKI )mI C:iImIQnnkl.l 14:111tU WH71) n -Inn7-CI.08J o (caQ 6. Tnisa e 2-0-0 1.16 C91 TO DEFL p) oc) Vdefl M916 B5 ROOF TRUSS 3 1 x6379673 oae um r, M20 220/196 TCDL 15.0 Lumber Increase --. ._. ...---..._ ...�.....,,, raga -1 1-8 6-0-0 6-7,-6 12-0-0 174-8 22.1.0 2M4 34." Scale = 1:87.6 1-0-0 6 4-0 0-U 54.8 ta4 8 53.8 5-9-4 6-3-12 6.00 FTT 4x4= BLOCKING 8 BRACING 5X6 i +EOUIRF[) AT SUPPORT: 6 4x8 17 16 4X 3x7 — 3x8 - i 1 10 1.5x4 11. 5X8 = 05 = 3x4 — 4x10 = 1.5x4 11 6-0-12 6-7-S 12-0.0 t 17-4-8 1 22-" I 28.5-4 I 34-9-0 8-5•12 0-1-12 5-4-8 5.4.8 63-0 5-94 0-3.12 LOADING TOLL (caQ 6. SPACING Plates increase 2-0-0 1.16 C91 TO DEFL p) oc) Vdefl PLATES aNP 0.42 Vert(LL) -0.08 1 11 x999 M20 220/196 TCDL 15.0 Lumber Increase 1.16 BC 0.38 Vert -0.14 10-11 x999 BCLL 0.0 Rep Stress Inor YES WB 0.87 HorzO'L) 0.03 9 Wa BCDL 7.0 Code UBCJANSISS 1 at LC LL Nn Vdeil - 360 Weight: 185 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1d,Btr-0 TOP CHORD Sheathed or 44W on center purtin spacing. BOT CHORD 2 X 4 DF No.1&Btr-0 BOT CHORD Rigid oelllng directly applied or 4-9-12 on carder bracing. WEBS 2 X 4 DF Stud/Std-O REACTIONS Qb/size) 16a1742/0 -3-e, 9--91910-3-e FORCES b - First Load Cass On TOP CHORD 1.2=23, 2 21, 31378, 4 -5■ -697, 5-6--872, 6 -7■ -872, 7-80-1686, 0�-1641 BOT CHORD 2-17=460 10-17=, 15-16;-11722,4-15-11W. 14.15--1233,1314-W2,112-130409,111-112-39,7-112=52a, 10-11-o, 9.10.1457 WEBS 4-14e198'�, &I41e 6 tS, 6.13=198, 6-13=450, 7-13-.837,10.12.1309, 8-12-41, 8-10-310.3-17280, 3.16--780,15-17=517 NOTES 1 This truss has been checked for unbalanoed loading conditions. 2 All plates are M20 plates unless otherwise Indicated. 3 This trues has boon designed for a 10.0 pet bottom chord [lye load nonconcurrent with any other live bads per Table No. 16-8. UBC -94. 4 A plata rating reduction of 20% has been applied for the green lumber members. 5 This truss has been designed with AN31 TPt 1.1996 orherle. LOAD CASE(S) Standard A WARNING, - Verify design prrranlefers and R1i'AI) NU7'h-'S ON THIS AND REVERSE SIDE BEI'URE USE Design valid for use only with MITsk conneclora. This design to based only upon parameters adorn, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incotporetim of component Is responsibility of building dealgner— not Wes designer. Bracing shown Is ter lateral support of hwNidual web members only. Additienet temporary bracing to Insure atOlpty during *mstruoggn is the raspomibtlify of the greater. tIr Additloind vermanont bracing of the overall structure Is therooponaiblItty'of the b-LdIdln designer. For gerieril gildance regarding fabrication, Quality control, storage, dollvery, erection, and bracing, consult 49T•ss Quality Standard, 088• Yo gracing specification. and His -61 Handling Installation and Braefng Raeemmeedatlan avellable from trues Plate Institute, 488 O'0pofflo ora., Madison, WI U710 M1Tek Industries, Inc. fnl i+,n —t 71(+•Akl •r11If -nit\IIOMA11a'\171.1III lu January 18,2009 j I A : A I iAA cl•npr` " oTruss rus • UY M915 D6 ROOF TRUSS 3 1 86379874 moos um er, 1-8-q 6.5.12 I 11.5.14 I 16-0-0 17-8^22." 1284-8 29.6-0 1 34.9-0 141-0 8-5-12 64-2 64-2 0.10 8 53.8 3-4-0 3-4-8 5-4.0 .6.00 (i'£ 5x6 = BLOCKING &BRA 1.5X4 11 CING 4EOUIRED AT SUPPORT` SX6 i 4X8 18 17 16 3x4 12 11 = 3x4 11 3x10= 1.5x411 5x8 — 6x8 = 5x8= 1.5x4 I I 6.5.12 11.5.14 18-6-0 19-7-0 22.8-0 28-5-0 349-0 6.5.12 5-0.2 6-0-2 3-1-0 3.1.0 6.0.0 0 v) ,j q ,4)i4-= Scale = 1:99.9 LOADING Q)s! SPACING 24-0 CSI DErL �r►) (IeC� UdM PLATES GRIP TCLL 6. Plates Increase 1.15 TC 0.39 Vert(LL) -0. 7 11-1 >899 M20 220/196 TCDL 15.0 Lumber Increase 1.15 13C 0.38 Vert(TL) -0.17 11-12 >089 BOLL 0.0 Rep Stressincr YES WB 0.70 Horz(TL) 0.08 10 Na BCOL 7.0 Code UBC/ANS196 tat LC LL PAn Udefl - 380 Weight: 207 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No. 13Btr-a TOP CHORD Sheathed or 4-9.7 on renter pudin spacing. BOT CHORD 2 X 4 OF No.13Btt-G BOT CHORD Rigid ceiling directly applied or 6.0-0 on center bracing. WEBS 2 X 4 OF Stud/Std-G REACTIONS ob/size) 10=989/0-3.e, 18■1742/0.38 FORCES b - First Load Case Only TCPCHORD 1-2=23, 2-3e766, 3-4--493, 4.5--877, 6-8e-877, 6 -7e -1079.7 -8■ -1663, 8.9=-1873, 9-10=1709 BOT CHORD 2.188-682, 17.18E-682, 16-17e0, 15-18x34, 5-16e-180, 14-16=777,13.14*1407 12-13=45,7-13--616,11.12-0.10-11-1515 WEBS 3.18 -i663,3 -17=1342,4-17=790,15-17-48a, 4.15E456, 6-15■49, 6.14sM, M4�792, 11-13-16w, 8-13E-183, 8.11=72, 9-11=224 NOTES 1 This truss has bew oheoked for unbalanced loading oondhions. 2 A I plates are WO plates unless otherMse Indicated. 3 This truss has bean designed for a 10.0 pef bottom chord live load nonconourrent whh any other live loads per Teale No. 18-8, UBC -94. 4 A plate rating reduoilon of 20% hue been applied for the green lumber members. This truss has been designed with ANSvtPI I -IBM criteria. LOAD CASE(S) Standard A WARNING - Verify design 1wramelers and READ NOTF•S ON T.HIS ANO REVERSE SIDE BEFORE USE Janusly 18,200i Design valid for use only with Wall eonneoturs. This design Is based only upon parameters shown, and Is for an Md Aduel building component to be installed and loaded vertically. ADDlloeblllty of design parameters and proper Inmrporeton of component Is reeponntemN of building designer - not truss designer. Bracing shown Is ror lateral support of individual .web members only. AdMonal temporary bracing to Insure stability during construction Is the respensibillty of the arecicr. � h- Addlilorial permanam bracing of the overall structure Is the reaponsieirdy of the building designer. For general ghAdanoe rigartgng fabrication, quality central, storage, delivery, erection, and bracing, eeneull'C11T•ee Quailb SNndard, D68- ett Bracing BpecMkedon, and HIB -91 Mendling Installation and Bracing Recommendation avallable from Truro Prete tnefnuts, Ella D'Onofrlo Drtve, Nadlaon, WI 55719 MiTek Ifldus171efr Inc. ;'. b , +F r • z - `., r1�»•': IA.I I"tl J—Q714•nhi_„- _ :''1N1 QIIMIQAli MI UI IW WHI(I-,AI—I(U17' t:l IIQf` JOD ruse y T 11-0 -14 Y 6XS- .1g-7h -0��8.0 28-0-8 29-5-0 M915 BO ROOF TRU738 1 2 R6379681 moss lumber, K hUUINU, 0% visto onsets (X,nw -' I - Yml 10 17:Wr:41 ZA01 F'dM -1-0 6S-12 1 11-8.14 18-6-0 1 4 22-0-0 25-0-0 28.5-0 34-9-0 Scale = 1:99.9 18-0 8512 SA -2 5-0-2 0.10.8 5-3.8 3-4-8 344 6-4.0 6.00 rrz 5X6 - . BLOCKING & BRACING 5X8 1.5x4 11 REOUIRED AT SUPPORT: 5 6 f` ad's 2 -- 3x4 3x4 e 6 19 18 17 5X8 7 4x10 8 1.5x4 11 9 15 T4 - 3x411 3x8= 1,5x411 5x8 = 13 12 11 6X 5x10=, 12x14= 3x611 LUMBER TOP CHORD 2 X 4 DF No.I&Btr-O BOT CHORD 2 X4 DF No. i&BtrG'Except, 1413 ZX 10 DFNo.2-G WEBS 2 X 4 OF Stud/Std-G `Swept* 12-14 2 X 4 DF No.1&Btr-G, 8-112 X 4 DF No.1&Btr-G BRACING TOP CHORD Stleathed or 33-6 on center purlln spacing. BOT CHORD Rigid calling dareolly applied or S-0.0 on center braoing. REACTIONS Ob/size) 10-6991/0-3-8,19--2873/0-3-8 FORCES (1b) - First Load Cage Only TOP CHORD 1-2-23.2-3-768.3-4-11589, 44s-2692, S-6-2892, 8.7r-3739, 7-8--6104, 8.8■ -13832, 9-113499 WEBS BOT CHORD 2-19-6682 -1 g9- 2724'3-l8w258 3, 4.18 1 y03, 4 1 B 1320816.18:1488 8-18 -27¢31 &, s-3083 5•-3863 B�14Q-1649.102 14■7206, 8-1 10-1 2■ -2613? e-11-8712, 9-11=568 NOTES 1) 2-pty truss to be connected together with 0.131'5X3" Neils as fallom; Top chords 00hrteded with 1 row(s) at 0-9-0 on carder. 0-9-0 on center. Webs connected as follows: 2 X 4 - 1 row(s) at 0.9-0 on center. 2) Special connection required to distribute bottom chord loads equally between all plies. 3 This truss has been checked for unbalanced loading conditions. 4 Except as shown below; special connection(s) required to support concentrated load(s). Design of conneetlon(s) Is delegated to the building designer. 5) All plates are M20 plates unless otherwise Indicated. 67 This truss has been designed for a 10.0 ps( bottom ohord IK% load nonconcurrent with any other live loads per Table No. 1". U130404. A plate rating reduction of 20% has been applied for the green lumber members. This truss hes been designed with ANSVTPl 1-1996 criteria. LOAD CASE(6) Standard 1) Regular. Lumber Increase=1.15, Plate Increase■1.16 Uniform Loads (pIQ Vert: 1-2--62.0.2-3w-62.0.3-4&-92.0,4-5=-62.0, S fe-62.0, 6.7--82.0, 7 -8■ -82.0 8-e--62.0, 940-42.0.2-19-14.0, 18-19a-14.0, 17-1e--14.0,15-16■-14.0,14.16--14.0,12-13-14.0,11-12--14.0, 30.11--14.0 Concentrated Loads (Ib) Vert: 11■ -6133 A Wil mvG Verify design parruneters and RLAI) NOTES ()N THIS AND REVERSE SIDE BEFORE US6 Design valid for use only with NRek oormectore. This deelgn N based Dory upon panmetere shown, and Is for an lndtvtdual bulldlnp rxrmponent to be installed and loaded venially. Appllmbility of design Parameters and proper inoorporadon of component Is responsibility of building designer- not truss dedgnsr. Bracing shown ro for lateral support of Indlvfduaf web members only. Additional temporary bm tg to Insall stability during conatructton la tM Mponatblllty 91 the erector. M Addlti" pirmanein bracing of th97&aiail tliridtyip lathe iaiponelbnity of the building deslpner. For generel guldaiee regarding fabricatlon,,qualtty control. storage, dsllvary, orectlon, and bracing, consult QST40 Ouitity 9tandeM, 088, 02 15recln2 Bpecitleetlen, and MIR .01 Minaling installation and 8nolng Rwommendetloti avellable from Truss Plats institute, 683 010notrlo Drive, Nddlson, Wt IG hffek MdUf$ICS- m Int /71 `r 'u-=o;7a'nr_nu .'nut.11-1tui'nnn-.5w Bottom chords connected with 1 row(s) at January 98,2001 III VAA . I I - 1 e%n7 . /� 1 IIoe% . 65-12 11-0 -14 8.8 1.0 6XS- .1g-7h -0��8.0 28-0-8 29-5-0 34-0-0 6-5.12 6-0-2 5.0-2 3-1-0 3.1-0 34-8 3-4-8 visto onsets (X,nw LOADING (pat) TCLL e.. SPACING 2-0.0 Plates Inorease 1.15 Cal TC 0.59 DBFIL ) Well Vstt(LL) Al.0 l PLATES GRIP TCDL 15.0 Lumber lnorease 1.18 BC 0.81 11 X999 VeR -0,31 11 X989 M20 220/196 BCLL BCDL 0.0 7.0 Rep Stress Incr NO WS 0.88 HorzgL 0.09 10 Na Code UBC/ANS195 let L LL Mn Won = 360 Weight: 464 Ib LUMBER TOP CHORD 2 X 4 DF No.I&Btr-O BOT CHORD 2 X4 DF No. i&BtrG'Except, 1413 ZX 10 DFNo.2-G WEBS 2 X 4 OF Stud/Std-G `Swept* 12-14 2 X 4 DF No.1&Btr-G, 8-112 X 4 DF No.1&Btr-G BRACING TOP CHORD Stleathed or 33-6 on center purlln spacing. BOT CHORD Rigid calling dareolly applied or S-0.0 on center braoing. REACTIONS Ob/size) 10-6991/0-3-8,19--2873/0-3-8 FORCES (1b) - First Load Cage Only TOP CHORD 1-2-23.2-3-768.3-4-11589, 44s-2692, S-6-2892, 8.7r-3739, 7-8--6104, 8.8■ -13832, 9-113499 WEBS BOT CHORD 2-19-6682 -1 g9- 2724'3-l8w258 3, 4.18 1 y03, 4 1 B 1320816.18:1488 8-18 -27¢31 &, s-3083 5•-3863 B�14Q-1649.102 14■7206, 8-1 10-1 2■ -2613? e-11-8712, 9-11=568 NOTES 1) 2-pty truss to be connected together with 0.131'5X3" Neils as fallom; Top chords 00hrteded with 1 row(s) at 0-9-0 on carder. 0-9-0 on center. Webs connected as follows: 2 X 4 - 1 row(s) at 0.9-0 on center. 2) Special connection required to distribute bottom chord loads equally between all plies. 3 This truss has been checked for unbalanced loading conditions. 4 Except as shown below; special connection(s) required to support concentrated load(s). Design of conneetlon(s) Is delegated to the building designer. 5) All plates are M20 plates unless otherwise Indicated. 67 This truss has been designed for a 10.0 ps( bottom ohord IK% load nonconcurrent with any other live loads per Table No. 1". U130404. A plate rating reduction of 20% has been applied for the green lumber members. This truss hes been designed with ANSVTPl 1-1996 criteria. LOAD CASE(6) Standard 1) Regular. Lumber Increase=1.15, Plate Increase■1.16 Uniform Loads (pIQ Vert: 1-2--62.0.2-3w-62.0.3-4&-92.0,4-5=-62.0, S fe-62.0, 6.7--82.0, 7 -8■ -82.0 8-e--62.0, 940-42.0.2-19-14.0, 18-19a-14.0, 17-1e--14.0,15-16■-14.0,14.16--14.0,12-13-14.0,11-12--14.0, 30.11--14.0 Concentrated Loads (Ib) Vert: 11■ -6133 A Wil mvG Verify design parruneters and RLAI) NOTES ()N THIS AND REVERSE SIDE BEFORE US6 Design valid for use only with NRek oormectore. This deelgn N based Dory upon panmetere shown, and Is for an lndtvtdual bulldlnp rxrmponent to be installed and loaded venially. Appllmbility of design Parameters and proper inoorporadon of component Is responsibility of building designer- not truss dedgnsr. Bracing shown ro for lateral support of Indlvfduaf web members only. Additional temporary bm tg to Insall stability during conatructton la tM Mponatblllty 91 the erector. M Addlti" pirmanein bracing of th97&aiail tliridtyip lathe iaiponelbnity of the building deslpner. For generel guldaiee regarding fabricatlon,,qualtty control. storage, dsllvary, orectlon, and bracing, consult QST40 Ouitity 9tandeM, 088, 02 15recln2 Bpecitleetlen, and MIR .01 Minaling installation and 8nolng Rwommendetloti avellable from Truss Plats institute, 683 010notrlo Drive, Nddlson, Wt IG hffek MdUf$ICS- m Int /71 `r 'u-=o;7a'nr_nu .'nut.11-1tui'nnn-.5w Bottom chords connected with 1 row(s) at January 98,2001 III VAA . I I - 1 e%n7 . /� 1 IIoe% . Job ruaa ru"71W 54 = 3x8 3x4 — 1.5x4 11 Fly 19-24 24.3.3 295-0 M916 131316 ROOF TRUSS 1 1 RS37 6679 moss um • DEFL Cnj 0.) Udell Vert(LL) 11-`12 PLATES OR1P TCDL 15.0 LumberInotaese 1.15 � _ 16-e� Scale.= 1:70,9 e-0 7.11.6 15.6.12 15-11-11 18-2.4 24-1-1 29.6-0 1-6-0 7-115 7-7> 4011-4-•16 5-0-19 6-1-13 6.00 rTz 4x4 c�nno^t truss to girder , son or equal � - — hanger. 4� 4x4 — 12 11 10 9 8 1-5X4 11 54 = 3x8 3x4 — 1.5x4 11 7.11-6 15.e.12 19-24 24.3.3 295-0 7-11'5 7-7-7 3-7-8 5.0.15 6-1-13 to sea @ e, LOADING fn&n SPACING 2-0-0 TCLL 16.0 Plates Increase 1.15 Cal TC 0.66. DEFL Cnj 0.) Udell Vert(LL) 11-`12 PLATES OR1P TCDL 15.0 LumberInotaese 1.15 BC 0.64 .0.11 nag Vert(TL) -0.2211-12 Pm M20 220/186 SCLL OA Rap Stress Inor YES BCDL 7.0 Code UBWANSIg6 WB 0.44 Horz(TL) 0,04 8 hin 1st LC LL Nin vdatl • 360 Weight: 162 Ib LUMBER TOP CHORD 2 X 4 OF No.1&B1rG BOT CHORD 2 X 4 OF No.13Btf-G BRACING TOP CHORD Sheathed w3-10-2 on center pudin apacing, exoept end vertloals. BOT CHORD Rigid WEBS 2 X 4 OF Stud/8td-G calling directly applied or 10.0.0 on center braoing, Except: S -G-0 an center bracing: 8-8. WEBS 1 Row at mldpt 3-11, 4-10 REACTIONS (1b/size) 2-1219/0-3-8.8--1107/0-3.8 FORCES (Ib) - Fist Load Case Only TOP CHORD 1-2m23, 2-3a-1767, 3 -4■ -1168, 4.6-a4e, 6.8=-1048, 6-7e.971, 7.8m-1072 BOT CHORD 2-12=1572, 11-12=1568,10-11 1037, 8-10-868, 8-g■0 WEBS 3-12=108, 3-11=-586, 4-11■361, 4 -10■ -222, 6-10■180, 8-10=116, e-9..411, 78.884 NOTES 1) Thin buss has been checked for unbalanced loading conditions. Provide adequate drainage to prevent water pondlng. 3 All plates are WO plates unless otherwise indlceted. I2 This truss has been designed for a 10.0 psf bottom chord live load nonoonourreni A 20% has been Iled for with arty other live roads per Tabis No. 18-8, UBC -84. plate rating raducilon of a the green lumber members. This miss has been designed with ANSVTI 1-1885 crtterla. LOAD CASE(s) Standard ® WARNING: - Verify design paramejers and READ' NOTES ON MIS AND REVERSF. SIDE. RHFORG USL• Dasfgn valid for use only with MiTek connedors. This design Is balled only upon parameters ahown, and is for an individual building component to De Installed and loaded vertically. Applicability of design parameters end proper Incorporation of component Is responsibility of budding designer - not trues designer. Bracing shown Is for lateral support of Indlvklual web members oNy. Additional tomporary bracing to Insure stability durng consbvotion is the rssponalbliay of the erector. ve Additional permanent bracing of the overall structure Is the nspondbtl4y of rho building dealgnef. For.general guidance regarding fabrication, quality control, storage, daGvary, srsodon, and bracing, consult OST48 Quality Standard, OB6- w . at BracinQepeilecaeon, and HI091 Handling Installation and Bracing Recemmandadon Aviigble.from Truss Plate Institute, sea D'Onetifo Drive, Madison, wf a371e MTQIC IndUSIRIS, Inc. Int/or f.—c71Q-Aki rtAl1 031U 16WK11'v�itdl uIi January 18,2001 •CI -lipr job ruse ruga Type LAY. DEFL (n) goc) tldefl Vert(LL) -0.1 f 9-10 ;-909 Ven L -0.21 10.11 ;-M Hamm) 0.06 9 We 1st LO LL Nn Udefl ■ 360 PLATES GRIP M20 220/195 Weight: 166 Ib M91S BB14 ROOF TRUSS 1 1 R5370678 moea Um REACTIONS Ob/slze) 2-12110043-9,11-110710-3.8 FORCES (Ib) - First Load Case Only - - - - --- ---- - --------------• ..._. -- -....... , I—— cw a rage 1 •1.8-0 8-11 6 13-0-12 13-11-1117-4-8 20.9.4 211:3-4 25-" 29-5.0 .Scale = 1:65.9 1.8.0 8 11 6 6-7.7 0.415 3.413 34-13 0-4-16 4-0-15 4.1.13 4x4,, - 3x4=' X4, 3x4= 4x4 Connect truss to girder with gimnLOn Or equal hanger. 4X4 12 11 1.5x4 11 5x8 - 10 3x8 = 8.11$ 13-8-12 21.2-4 20-5-0 e•11-5 8-7-7 7-7-a 8.2.12 K4 11 9 4x4 = I! LOADING (pstj TCLL 19.0 TCOL 15.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Straw Inca YES Code USC/ANSI95 0411 TO 0.47 BC 0.52 WB 0.80 DEFL (n) goc) tldefl Vert(LL) -0.1 f 9-10 ;-909 Ven L -0.21 10.11 ;-M Hamm) 0.06 9 We 1st LO LL Nn Udefl ■ 360 PLATES GRIP M20 220/195 Weight: 166 Ib LUMBER BRACING TOP CHORD .2 X 4 DF No.16Btr-G BOT CHORD 2 X 4 DF No.13Stf-0 TOP CHORD Sheathed or 4.1.14 on center pudin spacing, except and verticela. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. W2Bf3 2 X 4 DF 8tud/Std-G REACTIONS Ob/slze) 2-12110043-9,11-110710-3.8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=23,2-3--18Q, =13301 4-5=-1193, 5-8=-983, 8.7-11)68, 7-8--0, 8-9=121 BOT CHORD 2-12=1843, 11-12=1843, 10-11=1142, 9-10787 WEBS 3.12-93, 3-11■$02, 4-11-248, 6.11■102, 5-10--363, 8-10-200.7-10■302, 7-9--1206 NOTES 1 This roto has been checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent Water ponding. 3 All pietea ere M20 plates unless otherwise Indicated. 4 Thla truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads par Table No. 18-B, UBC -94. 5 A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed with ANSVM 1-1996 oritede, LOAD CASB(S) Standard A WARNING - Verifv design parameters and REA.L) NOTES ON TIM AND REVERSE SIDE BEFORE USE Design vdd for use only with Welt connectore. This deelgn Is based only upon parameters shown, and S lot an individual bultding component to be installed and loaded vertically. Applicability of dealgn parameters and prole► insorporation of* component is reaponsaBity of building designer - not trva4 designer. eraoing shomt is fol lateral 4uWd of Indhidual web members only- Additional temporary bracing io Insure inability during eonammocn N'the rwvanalbllity of dta'erector. Addldonal permanent bracing of the overall suuctum is the tesponslbmty of the ouuding devignar. For general guldance _ regarding fabricetior4 quality control, storage, delivery, erection, and bracing, coneuftnBT-es Quality @tandard, DOB• ee.ateelao 8pecltkettan, end H1841 Handling Installation and Bracing Recommendation available from Trues - J Plats itret`ituts 503 D'QnofAo Drive, idadlum, WI 53719 Mak itldustitevInc. _•,.In.iiaoa;a;a,=R7lnhr.._-...._ �1u1�e]r►,ion4nii�i''v]`i.t'„w=-.luucn January 18,2001 n I n n 7 . r l 11P o SPACING 2-U Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inor YES Code UBOIANS195 rus8 EMM On {loo) Well Vert L -0. 9-10 s998 Vert(TL) -0.14 9.10 >999 H=(TL) 0.04 7 Ma 1 rt LC LL Min Udell ■ 360 PLATES GRIP M20 22WI26 Weight:161 Ib LUMBER M915 ]=812 ROOF TRUSS 1 1 R5379677 -1.0-42. v Oct rim" req 1 ak ineumnes, Inc. I nu ,ran in 11:0.29 2001lip fl 1 6-115 { 11.8.12 11.11.11 17.4.8 22-9.5 a?; 4 295-0 Scale a 1:59.3 5-115 6-7-7 0-4-15 5.4.13 5413 0-4-15 6.2-12 4x8 \\ Connect truss 1.5x4 I1 4x8 /� with Simpson ST nn I-T'IW-28 4x4 11 10 9 8 7 1.5x4 11 3x4 = 5x8 = to girder or equal hanger. t - 3x4 = 1.5x4 11 5-11-6 I 11.0.12 21-8- 23-2-4 29.5.0 6-116 5.7.7 5-9-12 6-9.12 0-2.12 LOADING (,paf) TCLL 8.0 TCDL 15.0 BOLL 0.0 SCOL 7.0 SPACING 2-U Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inor YES Code UBOIANS195 CSI TC 0.58 RG 0.39 WB 0.45 EMM On {loo) Well Vert L -0. 9-10 s998 Vert(TL) -0.14 9.10 >999 H=(TL) 0.04 7 Ma 1 rt LC LL Min Udell ■ 360 PLATES GRIP M20 22WI26 Weight:161 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.16Btr-G TOP CHORD Sheathed or 4-3-11 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 OF No.1&Btr-G BOT CHORD Rigid telling directly applied or 104-0 on center bracing, Except: WEBS 2 X 4 DF Slud/Std-G 640-0 on center bracing: 7-8. REACTIONS Ob/size) 1=1107M-3-8,7-11107/0-3-8 FORCES pb) - First Load Case OnN TOP CHORD 1 -2■ -1924, 2-3=•149$, a 41369, 4�■-1369, 6-6�-103a, 6-7■•1064. BOT CHORD 1-1 t■1707, lD-1 l=1707, 9-10.1346, 8.9■948, 7-BoO WEBS 2-11=80, 2 -10■ -402, 3-tOf270, 3.9.19, 4-8=351, 5-es689, 6.8.344, 0.8.1029 NOTES This truss has been checked for unbalanced loading oondltlons. Provide adequate drainage to prevent water ponding. 3 All plates are M20 plates unless otherwise Indicated. 4 This trues hes been designed for a 10,0 per bottom chord live load nonconcurrant with any other live loads per Table No, 16-8, UBC -94. 4j 5 A plata rating reduction of 20% has been applied for the green lumber members. This truss has been designed with AN$VTPf 1-1995 criterle. LOAD CASgS) standard WARNING - Verif3• derign paramclers iind RCAI) NOTES ON T111S ANI) REVERSE SITIF. BEFORE USG Januery 98,2004 Design valid tar use only whn Nrrea connectors. This design Is based only upon parameters moem, and to for an Individual bultding aomponsni to be Installed and loaded vertically. ADpllcabtlity of design peremeters and proper Incorporation of component Is rsapan"Aity of buMng designer —riot trues designer. Bracing shown is for lateral support of IndWidual web members only. MOfonal temporary bracing to insure statNgty dudrig construction Is the rasponaibfitty of the erector. AWtIonal permanerd bracing of the overall stnmturs is 04 responsibility of the building designer. For general guidance regarding fabrication, QuaUty control, storage delivery, erection..and bracing, consult (16T.-ftQuelffy standard, D89- sa aracing Bpeemeetlon; and H1041 Handnriy IaetalltUon ane Bracing Reeonimandatlon it azkble froth Trus&' Plats InetRuts, tit D'Onofrle Drive, Yadleon, WI 63710 M1 �ttcllUsmog, IrK. IA'i'e n; J;, R_7,IQ;,r1.1f�w.._ BAIT Q71111}c6if1-Y:v�l`i_lu, ,;: uluor. nidi—'7'�e�'I''IIP.C_... J00 I AsaI rues two PEFL on)((l1oo Ude11 Vert(LL) PLATIes ow M916 BB10 ROOF TRUSS t 1 Rs378tS76 Mose lumber, Code UBC/AN6195 WB 0,77 Holz ) 0.05 8 n/a 1st LOLL Min Udefl = 360 Weight: 144 Ib .- -• ----- ---- --•- •- • •....,.av mow, rage -� 411-6 9.8-12 2A1.1i 11 149 4 19-1t-12 24-95 25-2-4 29-6-0 SC819 = 1:54.2 4115 a7-7 0.4.15 44" 6-2-8 4-9-9 0.4.16 Ct luss to girder 4x4 Wmhl -' pson or equa 6.00 (TZ- 3x4 - 3x4 — 4x4, ` u hanger Ir 3x8 = I 5x6 — 4'z�' 9 8 3x8 = 1.5x4 11 9.9-12 17-4-8 2S•2.4 285.0 9.8'12 7-9-12 7.9.12 4.2.12 LOADING �fj TCLL 8, SPACING 2.0.0 Plates Increiise 1.16 CSI TC 0,33 PEFL on)((l1oo Ude11 Vert(LL) PLATIes ow TCDL 15,0 BCLL 0.0 Lumber Increase 1.16 Rep Stress Incr YES BC 0.65 -0�20 1-11 X-999 VOCIFL) -0.36 1.11 X-903 Nw 220V195 BCDL 7.0 Code UBC/AN6195 WB 0,77 Holz ) 0.05 8 n/a 1st LOLL Min Udefl = 360 Weight: 144 Ib LUMBER TOP CMORD 2 X 4 DF No.13Btr O 80T CHORD 2 X 4 DF No.1 aBtr.o BRACING TOP CHORD sheathed or 4.6-0 on center Win spacing, ex"pt end verticals. WEBS 2 X 4 DF Stud/W-G BOT CHORD Rigid ceiling dlreo* applied or 10.0.0 on center bracing, Ens P1: 8.0.0 on center bracing: 8-8. REACTIONS Qb/slze) 11107/0.3.8, 8.1107/0-3-8 FORCt3S Qb) - First Load Case Only TOPCHORD 1.2.•1833, 23X--1886 3-4�-1496, 45--1602, 5.8m-827, 8.7�-914, 7� BOT CHORD 1-11■1712,10-11■1884, 9-10=1461 8-9-0 1078 WEBS 2.11=-229, 3.11'393, 411--264, 4-'i0--169, 5-10=284, 5.9--858, 6.9-96, 7-9=1003 NOTES 'This truss two been cheoked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 3 All plates are M20 plates unless otherwise Indloated. 4This trues hits been designed for a 10.0 per bottom chord live load nonconourrent with any other live loads per Table No. 16-8, UBC -94. A plate rating 20% has been reduction of applied for the green lumber members. 6 This truss has been designed with ANSI/TPI 1-1996 criteria. LOAD CASE(S) Standard ® WARNING - Verify design paratne/em ural READ NOTES ON THIS ANa) RRVL'RSE SIDF. IIEFORA USC •18I7ilIvy 18,2009 Dealgn Vaud for use "with MITak Connectors, This deelgn to bated oNy upon parameters ehovm, And It Ior an Inch I building eomponstd to be Inet&Iled and loaded verticatry, ApplldeblGry of design parameters and pmpw Incorporation of Component it nsponalbllity of building designer- not trues designer, Ongoing ahotwn Is tof lateral support of Individual w6b members only- Addnldnel temporary btactng to tnaure etapility during coneWdtion lathe taaponelNlhy of the eraator. - w ,�� * , --+;—T •� t >: r Additional-permaneid brawny of tris overall atrueture Is tho r6p-onelbalty of the bundlrra dealgner. For general guidance %.o•.dl,.e In6,reae•w, �.Nly «mr•1, Wtiaq e•II.•„ • wd.„y a.N Inm.4'll, wrrnrlr 401 roe weerrwy amnOara, Ye W ' ,�,�� to 6reolne 6"Acatlon, and NIB -01 Handling Inataltetlen and erieing Recommendation available from Trues Pieta Insdtute, S63 O Oeo14o Drive, Media"; W153710 M7a41n.luil.0.e 1 - '� ._._. _.. .. Tv ,.. .�.. - • nu r� n� t'u 1'nnntrf�;�i� i;t ulk,..v...'f`wirn�`n n i "."'` 3-11 b 7.0-12 7- 1 11 12-11-14 183-0 23.10.2 29-" SOWS = 1:52.7 3-11.6 3-7-7 0.4.15 5-0-3 5.5.2 ti 6 2 64-14 Connect truss to girder 4x4 with Simpson or equal 6.00 rt'£ 3x8 = 1.5x4 11 - _ 3 A 3x8 2x4 11 7x8 = 2x4 11 4x6 7.8.12 12-11-14 18-" 7.8-12 53.2 13.1 n.11 29-&0 63-2 5-5-2 5.8-14 LOADING TCLL (psi 18.0 SPACING Plates Increase 2.0.0 1.15 CSI TC 0.28 DRFL Vert((LLLL (I_) (loc) Udotl PLATge GRIP TCDL 16.0 Lumber Increase 1.15 BC 0.56 Vert(7L)j 0089 0. 1 -021 10.11 >999 M20 2201185 BCLL BCDL 0.0 7.0 Rap Stress [nor Code UBCIANS196 NO WB 0.88 Horz(TL) 0,05 8 Na 1st LC LL Min Vdefl = 360 Welaft 330 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No,1& t -0 TOP CHORD sheathed or 6-11-7 on center puIng, except and verticals. WE CHORD 2 X e DF Stud/ td -a BOT CHORD Rigld ceiling directly applied or 119=11 center bred WEBS 2 X 4 DF Stud/std-Ong. REACTIONS Qblalze) 1■2888/03-8, 8=268801.3-8 FORCES (Qfib)) - First Load Case Only TOP CHORD 1.2=-4679,2-3- 4657, 3-4.-4077, 43e-6014, 6.6a-5014, 6.7-0, 7.8,&-188 BOT CHORD 1-12e4171, 11-12.6287, 10-11-5287, 9-10w3262.8-9=3252 WEBS 2-12=33.3-12-1015,4-12--1467,4-1 l-M5,4-10■329, 6-10=-338, 6.102123, 6-9=885, 841--4918 NOTES 1) 2-pty truss to be connected together with 0.131X3" Neils as follows: Top chords conneded with 1 row(s) at 0-8-0 on center. Bottom chords connected with 2 row(s) at 0-" on center. Webs connected se follows:2 X 4 - 1 row(s) at 0-9-0 on center. 2 Thin trues has been checked for unbalanced loading conditions. 3 Provide adequate drainage to prevent water ponding, 4 All plates are N20 plates unless otherMse Indicated, This truss has been designed for a 10,0 psf bottom chord Ihre load nonconcurrent with any other live loads per Table No, 1", UBC -94. A plate rating reduction of 20% has bean applied for the green lumber members, This Iniza has been designed With ANSVTPI 1-1995 crtterla. LOAD cAsS(s) Standard 1) Regular: Lumber Increaeoul.15, Plate Increase -1.15 Uniform Loads (� Vert: 1.2■ .0, 2-3--82.0, 3-4=62,0, 4-5•.62,0, 6.8■ -82.0, e -7=-62.0,1-12e-122.6,11-12=122.5,10.11 -122.6, 9-10e-1225,6-ea.122.5 WARNING - Verify design para nielers and READ NOTE.5 ON THIS AND RGVERSF, SIDE BEFORE USE Design valid for up only with 41Tak connectors, This design Is based only upon parameters stxrvn, and to for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of compowd Is responsibility of building designer- not was dastgnar. Bracing shown to for utteral support of Individual vnb membels dnty. Additidnal temporary bracing to insw* stabltlty during construction Is fho rasponalb9ay of the erector. >b Addlttonal pemudent bracing of the overa9'atructurels the responsibility et tho'bullding designer. For general guidance regarding fabrdelidn, quality control, stdragll, delivery, erecilon, and bracing, consult 687-95 Quality Standard, D68 - 6e Almaing Specification, and HIB -01 Handling Installation and ereoing Recommendation available from Truss of Plate rnvittrta, 593 O Onofrto-Orlva, Madison, WI 937/9 MTdr InAsalr6c IrM ..'..1 n I .�.I.1 ;,7 3._0,7 I n •.Ail x ..{ ,. . • rt,Al l��Pl l \I:rr�nn►rt V:,] i;t:w ` WUn n • t January 18,2001 '1nA7.,-'QI-IIPr •*-*- -Job ruse fuss ejl�� C31 TC 0,40 Darr. On (loo)) Udell N19115 _ I„ . BD ROOF TRUSS 1 BC Rss20878 in 1 Wr rncustnes, Inc. woo FOD 14 12:'T PST7OIIT Ira i 6-1-13 11.8.9 174-6 22.11.13 28.7.3 34-9-0 SC1I@ = 1:78.6 6.1.13 6-7-0 5-7.5 6-7.6 5.7-5 6-1.13 6.00 FTT 4x4 = 5x6 cont truss 4x5 = i I H 4x5 - 3x4 — 5x8 = 3x4 8-11 8 17-4-8 25.8 8 3A.M 8-11-8 8.5-0 8•S-0 8-11-8 0 to girdof or eqw i han�er LOADING TOLL 16.0 SPACING Plates Increase 243.0 1.16 C31 TC 0,40 Darr. On (loo)) Udell PLATES GRIP TCDL 15.0 Lumber Increase 1.16 BC 0,75 *M Vert L 0.17 H-1 U988 Ve*L6 -2-009 M20 220/195 BCLL 0.0 Rep Stress Mor No WS 0,42 -0.36 H -I Horz) 0.11 G Na BCDL 7.0 Code UBCJANS195 let LC LL Mn Well in 360 Weight: 161 Ib LUMSFR BRACING TOP CHORD 2 X 4 DF No,1&Str-0 TOP CHORD Sheathed or 3-9-15 on comer purlln spacing. BOT CHORD 2 X 4 DF NoA&ft-0 BOT CHORD RI Id ceiling direct applied4.Er 9-1-2 on center breoing. WEBS 2 X 4 OF Stud/Std-O WEBS 1 Row at midpt o REACTIONS 015/alze) M130900 8,13-11309/x3-11 THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER Max Harz A-28260oad case 6) Max GrevA=1480(load came 6), 0■14800oad case 6) OF SHEAR FORCE) SHALL BE REVIEWED AND APPROVED BY A QUALIFIED BUILDING DESIGNER OR ARCHITECT. FORCES (Ib) - First Load Case Only TOP CHORD "--2311, B-0-2063, 0-0-1446, D-Ee-14A5, E -F=2083, F-0=.2311 BOT CHORD A-J■2051, W-1889, H-1,1989, C -H=2061 WEBS 54-228, 0-1-371, C-1-571, D4=941, E-1 -571, E-H■371, F -Ho -298 NOTES 1 This truss has been oheoked for unbalanced loading conditions. All plates are M2a plates unless otherwise Indicated. This Imes has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live bads per Table No. 16-8, UBC -94. 4 A plate raUttg reduotloh of 20% has been epptied for the groan lumber members, This truss hike been designed with ANS PI 1-1996 criteria. 8) Load ceae(a) 5, 6 hes been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CAZZ(b Standard Exnapt: 5) User defined: Lumber Inorease-1.33, Plata Inoraase=1.33 Uniform Load'A fait) Vert: A 12.6, e -C=11.0, C-Da11.0, D -E■ -71.0, E -Fa -71.0, F -0■ -72.6, A•J■-14.0, IJP -14.0, H -1■ -14.0, G -H=14.0 Harz: A-B■157,9, B-0.164.0, C -D-184,0; D-E■184.0, E-F■164,0, F-0=157.9 8) User dented: Lumber Increase■ 1.33, Plate Increase -1.33 Uniform Loads (plf) Vert: A -B= 72.6, B -C -71.0, C -Da -71.0, D -Em 11.0, E-F■11.0, F-0■12.6, A -J--14.0, W-14.0, H-1-1 4.0, G -H■ -14.0 Holz: A -5■ -157., B -C■ -164.0, C -D■ -164.0, D-Ew-184.0, E -F■ -164.0, F -G-167.9 A WARNING -Verify design parameters and READ NOTF-S ON THIS AND REVERSE SIDE BEFORP. USE February 14,2001 Design valid for use only with MfUk connedtors. This design Is based Only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appikabllity of design parameters and proper Incorporation of component le responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional tamporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brsdng of the overall atructure Is the responalbTty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, aonsuh,Q&T-1111e Ougltty, 8tandard, oa8- ee ereetng apeoHleetton, and MIB -sal Handling In,fefiMton end Encino Recommendation evegeble from lovas J plica Institute, $62 010nofrlo Drive, Madison, WI $0719 thTek IrWusMes, Inc. 'd-22 W ON '1N1 4al}IISnnNt vaiiw wdzn:ni—innz 01'aaa job Truss I toss R6620879 M916 SDI ROOF TRUSS 1 1 mo iTREDDINO,UAMCUU1 r."zsvan fivivrverer<Inausares,Ino. vveoreo74125e:672Wl t-apsl i� 4.3-12 I 1o•t0.2 17-4-8 I 23-10-14 I 30.6.4 I 34.8-0 I Scale = 1:60.2 1.8-0 4-3-12 8-" 8-0-a 8.8-6 "-a 4.3.12 BLOCKING & BRACING . ^w _ L 6.00 off 4x4 = . E 3x4 aYa -� K J I 5x6 — 5x6 r, 3x4 — I 4-3-12 1 13-0 3X6 — .4 I 21-8-12 43-12 8-8.8 8.8.8 4-3.12 co tv d LOADING ( af) SPACING 2.0-0 cal LDEFL. (inj Qoc) I/detl PLATES GRIP TOLL�.o Ptatsslnaease 1,15 TC 0.63 A,1 1-d3>t;!99 M20 220/186 TCDL15.0 Lumbar Increase 1.15 tic 0.71 -0.33 W >999 BCLL 0.0 Rep Stress Ino NO WB 0.97 L) 0.06 H Na BCOL 7.0 Code UBGANS195 tl rvUn Udell x 38 Weight: 171 Ib LUMBER BRACING TOP CHORD 2 X a Df: No.1246tr-G TOP CHORD Sheathed or 3-10-7 on *enter purtln spacing. BOT CHORD 2 x 4 of No.136tr-G BOT ch1oRD Rigid ceilingg directly ailed or 6.0-0 on center bracing. WEBS 2 X 4 OF REACTIONS pb/elze) LF1817/D-3-e, H■1114/0-3-8 THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER Max Harz LF1482(load sass 8) OF SHEAR FORCE) SHALL BE REVIEWED AND APPROVED BY A QUALIFIED BUILDING DESIGNER OR ARCHITECT. FIJRCHS b) -First Load Case Only ToP CHORD MB■23, B-Ca581, G13=674, D•E■•1032, E -F■ -1322, F-Cia-2027, GH■ -2048 BOT CHORD B -L=-514, K-L■899, J-0881, 140381, M -I=1813 WEBS C -L=346, D -L-1842, D-K■83, t: -K=71, E.J■863, FJ -488, F4.581, 0-1=282 NOTES 1 This truss has been checked for unbalanced loading conditions. 'All plates are M20 plates unless othsrvAse Indbated. 3 This truss has been designed fora 10.0 per bottom chord live load nonconcurroM with any other live loads per Table No. 18-8, UDC -ti'4. 4 A plate rating reduction of 20% has been epplled for the mean lumber members. 5 This truss has been designed with A1J31lTPI 1-1883 critena. Load case(a) s, B has been moditled. Building designer must review bade to verity that they aro correct for the intended use of this truss. � Stud/Std-o wE13s 1 Row at mldpt b -L, E -K LOAD CASE(8) Standard Except: 5) user defined: Lumber Increase=1.33, Plate Increase -1.33 Uniform Loads (Dlt) vert: A 0.0, B-C�•-1.3, GD= -8.6, D -E■ -8.5, E•F•-51.5, F -G■ -61.6, O-H■•62,7, e -L=1 a.o, K -L■ -14.0, J•0-14.0, 1.!•-14.0, 1 -14■ -14.0 Harz: B.0=81.8, GD■88.0, D-E■86,inc0, E -F=88.0, F-O■86.0, (3-H=81.8 e) User defined: Lumber Inoroaso■1.33, Plate rease■1,33 Uniform Loads IQ Vert: A-5-30 . 0 B -C=•52.7, C -0■ -51.5, D -E=51.5, E -F■ -8.5, F-0•-8.3, O -H=-1.3, B4r-14.0, K -L■ -14.0, J -K■ -14.0, W■ -14.0, H4--14.0 Harz: 13- C=-81.8, C -D■ -86.0, D -C=-86.0, E•F■-88.0, F -O■ -88.0, ci-H■-81.8 ® WARNING; - VrriJy de.si4n parameters «nJ READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with klTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of DUIWInp dealgner -not trues designer. Bracing mown Is for lateral support of Individual web members only. Adtllllonel temporary bracing to Insure etaD911y during construction Is the reeponelDtllry, or the erector. Nil� Additional permanent bracing of tiro overall structure Is the responsibility of the building dealgner. For 9anerou guldnnee regarding fabrication, quality control, stoteps, dslNary, erection, and bracing, ooncult 06T•09 Gustily Standard, 086- 94.Braclnq 6psclilcetlan, and HIB•91 Handling Ineteiletlon and Bracing Rseemmsndetlon available tram Truss Plate Institute, 698 010n0ltlo Drive, Madison, WI 63 T19 MRek Industries, Inc, 9siR7. •ri—Fsltr•ON •'1N1 CalNicnnNl N 14,2001 ailw wdzn:ni—innz •cl'aaa February Job rinse 3x4 - 3x8 — 7x8 = M916 C8 ROOF TRUSS 1 2 R5379M Moss um sr. KWUNU. 5-8.8 5.0.0 6-0-0 6-841 0 4 0 vj d .— nwunl,ies, nry. r nm "n, lc 11 U8:33 z00Tpape-1 1 30 3-115 7.4.3 711.1 10.8-8- 13-1-5 1p-13 17.1-11 21.1-0 Scale °;42,8 1.8.0 3-11-5 34-13 0-74 2-6-13 2-8A3 0.7 34413 3.116 4x10 1.5x4 4x10 q CD REACTIONS (Ib/size) 6-181=N. 8, 2w2o=0.3.8 FORCES b) - First Load Case Only TOP CHORD 1-2a26,2-3--3266.3-4-3096.4-5-2738, 5-6-2735,64-3100.7.13M-3255 BOT CHORD 2-11■290$10.11s2324, 9-10■2367, 8-912002 WEBS 3-11-188, 4-110800, 4-10w686, 5-100.402, 6-10F598, 649-883, 7-9; 192 NOTMS 1) 2 -ply truss to be connected together with 0.131'x* Neils as follows: Top chords connected with 1 row(s) at 0.04 on center. Bottom chorda connected wPh 2 rovv(e) at 0-9-0 on center. Webs connected as follows: 2 X 4 -1 s) at 0-9.0 on center. This truss has been checked for unbalanced loading conditions. 3 Provide adequate drainage to prevent water pondingg. 4 All piston are M20 plates unless othsrwise indiosted. 5 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No, 1", USC -94. A plate rating reduction of 20% hes been applied for the green lumber members. Thin truss has been designed with ANSI/TPI 1-1996 criteria. LOAD CASE(S) 7rer Standard 1) rtegumc oar increase=i.o, relnoroese i.-io Uniform Loads (pm Van: 1-2-82 0, 2-3-62.0, 3-4e-62.0, 4-5..62.0, 5-45----0.0,6-7m42.0.7-8-62.0.2-ii-122.6, 10-11 122.5, 9-100-122.5, 84 -122.5 A WARNING - Veri(y design paranrelerd and XF.AI) NOTES ON THISAND REMSES11M RRFORE USE Dealgn valid for use only wM Wall eonneot ri. This design is based Only upon Pafelneters shown, AN is for an individual bufldiRQ oomponent to be installed and Wdsd vertically. Apptroabl* of design parameters and pmpvr bloorpors don of componont Is responsibility of building designer- not truss davlgner. Bracing shown Is for lateral support of IndMdual January 118,2009 wab members only. AddWrtal temporary bracing to Ineure atabllfty during conaVucllon to the responsibility of the erector, iw Additional permanent broefnp of the Orarag �Wolure t the reepensibtlay of Oro buildurg Eeaigner. Ford general guidance �"� regarding tabdcanon. gwdity control; Itengrt, deflyery, ars0lon, and braoing, 9on$4 O5T46 quill Standard, BBB. . aro areet"D 9peetticatloe, end tt11341 Hendllrtp lnetctlstlon Ind Bracing Reeommendedarl evallable from Trus,r . ' Plate Institute, 309 D'Onofdo Drin, titadlam 109719 MITA IflduSfr%s,, Inc. a whl rl � a�/ 1+ I R1.! "!w• C)7� I � •t.A fl 4rx a 5. a ti +s it ;�y,eS `: � qa a Sett nit hcinssi; ^�l Al l r (� 7 I U 1 °(� A /1 A1:T �%V 7 I I W---"lA1 W I A- .1 "i'= 1 n n 7 :. C 1-110 0 3x4 - 3x8 — 7x8 = 5.8 8 10-0 8 16-6-8 21-1-0 5-8.8 5.0.0 6-0-0 6-841 I -late Cfteft LOADING TCLL (p; SPACING 2.0.0 C91 DEFL (1n) Ooo) UdNI PLATES GRIP Plates Increase 1.15 TC 0.10 Vert(LW -0:03 113-111 >-Ma M20 2201195 TCDL lei 16.0 Lumberincraeae 1.15 SC 0.32 Vert(TL)-0.08INIII :-NO BCLL 0.0 Rep stress Incr NO WB 0.20 Mo zM) 0.02 8 Na BCDL .0 7.07 Code USC/ANS195 1st LC Lt Mn UdM ■ So Weight: 226 lb LUMBIM SPACING TOP CHORD 2 X 4 DF No.1 dBtr-O TOP CHORD Sheathed or 6-0-0 on center purtin spacing. BOT CHORD 2 X 6 DF No.1&Bbr-O BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 DF Siud/Std-G REACTIONS (Ib/size) 6-181=N. 8, 2w2o=0.3.8 FORCES b) - First Load Case Only TOP CHORD 1-2a26,2-3--3266.3-4-3096.4-5-2738, 5-6-2735,64-3100.7.13M-3255 BOT CHORD 2-11■290$10.11s2324, 9-10■2367, 8-912002 WEBS 3-11-188, 4-110800, 4-10w686, 5-100.402, 6-10F598, 649-883, 7-9; 192 NOTMS 1) 2 -ply truss to be connected together with 0.131'x* Neils as follows: Top chords connected with 1 row(s) at 0.04 on center. Bottom chorda connected wPh 2 rovv(e) at 0-9-0 on center. Webs connected as follows: 2 X 4 -1 s) at 0-9.0 on center. This truss has been checked for unbalanced loading conditions. 3 Provide adequate drainage to prevent water pondingg. 4 All piston are M20 plates unless othsrwise indiosted. 5 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No, 1", USC -94. A plate rating reduction of 20% hes been applied for the green lumber members. Thin truss has been designed with ANSI/TPI 1-1996 criteria. LOAD CASE(S) 7rer Standard 1) rtegumc oar increase=i.o, relnoroese i.-io Uniform Loads (pm Van: 1-2-82 0, 2-3-62.0, 3-4e-62.0, 4-5..62.0, 5-45----0.0,6-7m42.0.7-8-62.0.2-ii-122.6, 10-11 122.5, 9-100-122.5, 84 -122.5 A WARNING - Veri(y design paranrelerd and XF.AI) NOTES ON THISAND REMSES11M RRFORE USE Dealgn valid for use only wM Wall eonneot ri. This design is based Only upon Pafelneters shown, AN is for an individual bufldiRQ oomponent to be installed and Wdsd vertically. Apptroabl* of design parameters and pmpvr bloorpors don of componont Is responsibility of building designer- not truss davlgner. Bracing shown Is for lateral support of IndMdual January 118,2009 wab members only. AddWrtal temporary bracing to Ineure atabllfty during conaVucllon to the responsibility of the erector, iw Additional permanent broefnp of the Orarag �Wolure t the reepensibtlay of Oro buildurg Eeaigner. Ford general guidance �"� regarding tabdcanon. gwdity control; Itengrt, deflyery, ars0lon, and braoing, 9on$4 O5T46 quill Standard, BBB. . aro areet"D 9peetticatloe, end tt11341 Hendllrtp lnetctlstlon Ind Bracing Reeommendedarl evallable from Trus,r . ' Plate Institute, 309 D'Onofdo Drin, titadlam 109719 MITA IflduSfr%s,, Inc. a whl rl � a�/ 1+ I R1.! "!w• C)7� I � •t.A fl 4rx a 5. a ti +s it ;�y,eS `: � qa a Sett nit hcinssi; ^�l Al l r (� 7 I U 1 °(� A /1 A1:T �%V 7 I I W---"lA1 W I A- .1 "i'= 1 n n 7 :. C 1-110 0 Job ss N% TYPO rry my Plates TO Lumber Inorease 1.15 BC 0.55 Vert(LL) -0.1� Vert(rL) -0.34 7.8 3-740 Wo 22WI96 BOLL 0.0 Rep Stress Inor YES WS 0.13 R5379882 M915 C10 CAL HIP 1 1 1st LO 1.1 Min Well ■ 360 0 - O Wk I 1 "ti ugll ,v 1 I.W..TL (W-1 rage 1 11-1-6 Scale = 1:52,0 1 -1.8-0 1 5-3.1 93-12 9-11111 13-f0 15-9-15 1 21-1.0 1$-0 53-1 4.3.11 0-4-15 t}�43-11 53.1 4x4•,10 3x8 = 5x6 - 9_-0-12 11.6-4 21-1-0 9-6-12 1.11.8 9-6-12 ,2A = 4 0 LOADING (lin SPACING 2-0.0 CSI ItMMWe 1.15 0.23 DM (n Qoc Vdall 7� 499 PLATES GRIP TOLL 16.b TCOL 15.0 Plates TO Lumber Inorease 1.15 BC 0.55 Vert(LL) -0.1� Vert(rL) -0.34 7.8 3-740 Wo 22WI96 BOLL 0.0 Rep Stress Inor YES WS 0.13 Horz 0.03 7 Na BCDL 7.0 Code UBC/ANSI95 1st LO 1.1 Min Well ■ 360 Weight: 96 lb LUMBER 17RACINO TOP CHORD 2 X 4 DF No.16BV-G TOP CHORD Sheathed or 5-7-10 on carder puriln spsoing. BOT CHORD 2 X 4 OF No.1&Btr-G BOT CHORD Rigid telling directly applied or 10.0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G REACTIONS Ob/size) 7,m790/0-1-8,2=202/0-3-111 FORCES ((lb)) - First Load Case Only TOP CHORD 1-2x23, 23■•1231, 3.4■ -958, 4-5=-882, 5.6=-968, e -7■ -1231 BOT CHORD 2-921091, 8-9=862, 7-8-1091 WEBS 3-0-258,4-0-209, 5.9=0, S4e,209, 6-8=-258 NOTES 1) This truss has been chocked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. Indloated. 3A11 plates aro M20 plates unless otherwise 4 Thls truce has been designed (or a 10.0 psf bottom chord live load nonoonourmnt with any other live loads per Table No. I", U8C-94. 6 A plate rating reduction of 20% has been applied for the green lumber members. 6 This truss has been designed with ANSVTPI 1-1996 orRerla. LOAD t,.ASE(5) Standard A WARNING - Verify design parameters anti READ N67'8,9 ON THIS AND REmRSP. SIDE PE'FORR USE I January 98,2009 Design varld for use orgy wlth MRek oonnectors. This design Is based only upon parameters.hear, and is for an Individual building component to be installed and loaded verticaey. Appllcablllty of deelgn parameters and proper bteorpmation of component Is responsibility of building designer — not trued designer. Bracing shown Is for lateral supped of Mviduel web members only. Addldm* temporary beading to insuro stability during construcdon Is the responsibility of the anotar• I nadiaonal permenerd bracino of the overall kruoturs Is Me resparvdbility of the bundtng designer. For general guldenov regarding fabrication, quality control, storage; delivery, 61`401561, end bracing, Consult CIST-88 Quality Atandard, DOB• as aract1911111*111cagon; and HIB -et Heiidllep Irjetalladon`ind Oreoing 11tecommandatlen aveoabte from Twos _J,> ,- Plate Institute, -5@3 o'Onofrlo Delve, Madison, W1611IO MiTek In Baer, Inc, n1` rnr -.J—C7I0...nu !1IdI.Q31UICMAI,I.,.j ,I IW—WW()n-_,I1-Inn7 RI.•.UQ, nose iumosr, nCUwrvV, l./1 avuv, 4,u -32 n vpr r ieae rva r as nwuarrrea, inn. Yvan ren 10 125e50 2W7 Pagel 9.11.11 1148.13 Scale = 1:52.8 1.8 0 4-4-0 8.1.8 8=43 11.1 2.11 16-" 21-1-0 1.8-0 44-0 35-8 1.2.11 1-1.1 1.2.11 3.9.8 .4-4-0 0.7.8 1.5x4 11 012 AtAQ � IVI L IY r\ J -tAQ= ype 4x8 = yg16 10x10 T 8x8 - rMobruse ROOF TRUSS 1 2 R662088020880rues 1 CG 1 12-11-8 F 18.8-0 I nose iumosr, nCUwrvV, l./1 avuv, 4,u -32 n vpr r ieae rva r as nwuarrrea, inn. Yvan ren 10 125e50 2W7 Pagel 9.11.11 1148.13 Scale = 1:52.8 1.8 0 4-4-0 8.1.8 8=43 11.1 2.11 16-" 21-1-0 1.8-0 44-0 35-8 1.2.11 1-1.1 1.2.11 3.9.8 .4-4-0 0.7.8 1.5x4 11 012 AtAQ � IVI L IY r\ J -tAQ= LUMONt BRACING TOP CHORD 2 X 4 OF No.I&Btr-G TOP CHORD Sheathed or 3-0-S on center puriln spacing. BOT CHORD 2 X 8 OF No.1&Btr-G *Except* BOT CHORD Rigld oelling directly applied or 10-0-0 on center brooing. W2XaOFSS-G WEBS 2 X 4 OF Slud/Std-O 'Except' E -L 2 X 4 OF No.18Btr-O WEDGE Riehl: 2 X 4 OF Stud/Std THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE To TRANSFER REACTIONS Ob/etze) 1=7839/0-4-1 onptn: 0-3.8), B■5599/0-3-8 OF SHEAR FORCE) SHALL BE REVIEWED AND APPROVED BY A QUALIFIED Max Horz B■ -1 M(load case 5) BUILDING DESIGNER OR ARCHITECT. FORCES Ob) - Flrst Load Cane Only TOP CHORD A-B■S2, P-0=-11535 C -D -11700, D -E■ -11628, E -F-0241, F -G■ -11234, O -H■ -13454, H4-13414 BOT CHORD B -v1=10306, L-M■1aOS, L•N■8725, K -N=8726, J-010164, IJ■12003 WEBS C -M-487, C-1.028, D -L■ -50, e -L=5347, E•K■882, F-K■4073, G -K=-982, G -J-2868, 1-14■•346 NOTES 1) 2 -ply trues to be conneoted together with 0.131')3" Nails as follows: Top chorda connected with 1 rows) nl 0.941 on venter. 0-4-0 on oenter. Webs connected as follows: 2 X 4 - 1 row(a) at 0-9-0 on venter. 2 This truss has been checked for unbalanced loading conditions. 3; Except as shown below, special oonnectlon(s) required to support concentrated load(s). Design of conneollon(a) is delegated to the building designer. Provide adequate drainage to prevent water ponding. All plates are M20 plates unless otherwise Indicated. This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads per Table No. 18-B, UBC -04. A plata rating roduotion of 20% has been applied for the green lumber members. 8 WARNING: Required bearing size at joint s) I greater than Input bearing size. 9 This truss has been designed with ANSI 1-1995 criteria. 10) Load cases) 5, 6 hes been modlfled. BuIlding designer must review loads to verily that they are correct for the intended use of thin tnme. LOAD CASF(S) Standard Except: 1) Reggular. Lumber Inorease■1.15, Plate tncrease■1.16 Unfform Loads(�h) Vert: A $■-62.0, B -C=-82.0, C D@42.0, D-1;=-82.0, E -F■ -@2.0, F -G -62.0, G -H= e2.0, H -I■ -62.0, B -W-14.0, L -M -14.0, L -N=14.0, K -N■ -630.7, J-04=3,1-i—M.7 Concentrated Loads (Ib) Ven: L■ -4184 5) User defined: Lumber Inc reaso=1.33, Plate Inorease■1.33 Uniform Loads (pit) Vert: A -t3=-30.0, B-C■9.2, C-D■10.0 D -E=10.0, E -F■ -36.5,.F -G■ -70.0, G -H■ -70.0, H4-49,2, b-Ni=14.0, L4ul■-14.0, L -Ns -14.0, K-14 -14.0, J -K= 14.0, QZ14.0 Horz: B-C■103.4, C-D■160,0, D-Ey180,0, E-F■086.9, F-O■160.0, G-H■160.0,1.14-183.4 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valld for use only with MIUk connectors. This design Is based only upon parameters shown, and is for an Indlvldual building component to be Installed and loaded venloaliy. ADDllosbllfty of design parameters and proper Incorporation of component le reeponaloulty of building designer — not truss designer. Bracing shown Is for lateral support of individual web members olvy. Additional temporary bracing to Insure stability during consauctlon Is the responsibility of the ersotor. � TM Additional permanent bracing of the overall structure Is the responslblMy of the bunding designer. For general guldame regarding fabrication, quality control, storage, delivery, erection, and bracing, consul%Q8T-09 Qurlhy, 9ptn4eti, 066• ea eraoing SpeoNioatlon, and M1841 Handling Installation and Bracing Reconntitandallon avellable from Trus* -- JJ Plat* Institute, 503 D'Onolrlo "e, Madison, WI 33710 MiTek Induslilesr Inc. Bottom chorda connected with 4 rows) at February 14,2001 i`/R7. 'ri—CS Ib'0N e)wi Sg1?IICnnmi N q I IW WVCn:nI—Inn7. •01.084 4x8 = 3x6 11 10x10 T 8x8 - 10X10-- 5x8 = I 4-4.0 1 8-1 -a 1 12-11-8 F 18.8-0 I 21-1-0 t 4.4.0 3-9.8 4-10-0 3-83 4-4-0 Plate utisets (X'Y 5:U-IJZ,0;W4J. LOADING reap SPACING 24-0 cel DEFL pr0 Ooc) Udell PLATES GRIP TOLL 6. Plates Increase 1.15 TC 0.71 - Vert(LL) 0,12 K -L >999 M20 220/195 TCOL 16.0 Lumber Increase 1,15 BC 0.86 Ved(TL) -0.28 K -L >B58 BOLL 0.0 Rep Stress Incr NO WB 0.90 lion(TL) 0.06 1 No BCDL 7.0 Code UBC/AN3196 (Matrix) 1st Lb LL Min VdeA ■300 Weight: 281 Ib LUMONt BRACING TOP CHORD 2 X 4 OF No.I&Btr-G TOP CHORD Sheathed or 3-0-S on center puriln spacing. BOT CHORD 2 X 8 OF No.1&Btr-G *Except* BOT CHORD Rigld oelling directly applied or 10-0-0 on center brooing. W2XaOFSS-G WEBS 2 X 4 OF Slud/Std-O 'Except' E -L 2 X 4 OF No.18Btr-O WEDGE Riehl: 2 X 4 OF Stud/Std THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE To TRANSFER REACTIONS Ob/etze) 1=7839/0-4-1 onptn: 0-3.8), B■5599/0-3-8 OF SHEAR FORCE) SHALL BE REVIEWED AND APPROVED BY A QUALIFIED Max Horz B■ -1 M(load case 5) BUILDING DESIGNER OR ARCHITECT. FORCES Ob) - Flrst Load Cane Only TOP CHORD A-B■S2, P-0=-11535 C -D -11700, D -E■ -11628, E -F-0241, F -G■ -11234, O -H■ -13454, H4-13414 BOT CHORD B -v1=10306, L-M■1aOS, L•N■8725, K -N=8726, J-010164, IJ■12003 WEBS C -M-487, C-1.028, D -L■ -50, e -L=5347, E•K■882, F-K■4073, G -K=-982, G -J-2868, 1-14■•346 NOTES 1) 2 -ply trues to be conneoted together with 0.131')3" Nails as follows: Top chorda connected with 1 rows) nl 0.941 on venter. 0-4-0 on oenter. Webs connected as follows: 2 X 4 - 1 row(a) at 0-9-0 on venter. 2 This truss has been checked for unbalanced loading conditions. 3; Except as shown below, special oonnectlon(s) required to support concentrated load(s). Design of conneollon(a) is delegated to the building designer. Provide adequate drainage to prevent water ponding. All plates are M20 plates unless otherwise Indicated. This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads per Table No. 18-B, UBC -04. A plata rating roduotion of 20% has been applied for the green lumber members. 8 WARNING: Required bearing size at joint s) I greater than Input bearing size. 9 This truss has been designed with ANSI 1-1995 criteria. 10) Load cases) 5, 6 hes been modlfled. BuIlding designer must review loads to verily that they are correct for the intended use of thin tnme. LOAD CASF(S) Standard Except: 1) Reggular. Lumber Inorease■1.15, Plate tncrease■1.16 Unfform Loads(�h) Vert: A $■-62.0, B -C=-82.0, C D@42.0, D-1;=-82.0, E -F■ -@2.0, F -G -62.0, G -H= e2.0, H -I■ -62.0, B -W-14.0, L -M -14.0, L -N=14.0, K -N■ -630.7, J-04=3,1-i—M.7 Concentrated Loads (Ib) Ven: L■ -4184 5) User defined: Lumber Inc reaso=1.33, Plate Inorease■1.33 Uniform Loads (pit) Vert: A -t3=-30.0, B-C■9.2, C-D■10.0 D -E=10.0, E -F■ -36.5,.F -G■ -70.0, G -H■ -70.0, H4-49,2, b-Ni=14.0, L4ul■-14.0, L -Ns -14.0, K-14 -14.0, J -K= 14.0, QZ14.0 Horz: B-C■103.4, C-D■160,0, D-Ey180,0, E-F■086.9, F-O■160.0, G-H■160.0,1.14-183.4 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valld for use only with MIUk connectors. This design Is based only upon parameters shown, and is for an Indlvldual building component to be Installed and loaded venloaliy. ADDllosbllfty of design parameters and proper Incorporation of component le reeponaloulty of building designer — not truss designer. Bracing shown Is for lateral support of individual web members olvy. Additional temporary bracing to Insure stability during consauctlon Is the responsibility of the ersotor. � TM Additional permanent bracing of the overall structure Is the responslblMy of the bunding designer. For general guldame regarding fabrication, quality control, storage, delivery, erection, and bracing, consul%Q8T-09 Qurlhy, 9ptn4eti, 066• ea eraoing SpeoNioatlon, and M1841 Handling Installation and Bracing Reconntitandallon avellable from Trus* -- JJ Plat* Institute, 503 D'Onolrlo "e, Madison, WI 33710 MiTek Induslilesr Inc. Bottom chorda connected with 4 rows) at February 14,2001 i`/R7. 'ri—CS Ib'0N e)wi Sg1?IICnnmi N q I IW WVCn:nI—Inn7. •01.084 rrm. vvva Fit; 7q Mi tl:b6 z001-Fd§"7 LOAD CAMS) 9) User deflnneed Lumber Increase -1.33, Plate Increase•1.33 Uniform Loads �(p��� VeR: A-8�30.0, 5-0= 492, C -D■ -70.0, D42- -70.0, E -F=23.5, F43--10.0, 0-1=10.0, h4=9.2, B -W-14.0, L-114 -14.0, L -N+-14.0, K -N-14.0, J -K-14.0, 1-,1=14.0 Harz: B -C-•163.4, C•D-160.0, D•E--160.0, E-17-066.9, F-0--180.0, a-li 160.0, M-1.163.4 J ® WARNING Verjjy design parprrueers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MlTetc oonneotaro. This design to baaatl any upon parameter shown, and Is for an Individual building component to be Installed and loaded ver toally. Applkablilty, of design parameters and proper Incorporation at component Is responsibility of bullding designer - not trues dedgnr. Bracing shown Is for lateral support of hn"dual web members orgy. Additional temporary bracing to Insure stability during construction Is the reaponslblllty of the w areolar. Additions*I parnwent bracing of the overall structure is Ina reeponelDtitty of the bulldtng designer. For general guidance ragamIng fabrication. quality control, storage, delivery. erection, and bracing, consult 08T48 Cuallty Standard, 089- 89 er.olng Spwtfloation, and.Hl941 Handling Installation and Bracing Recommithdation "Mable from Truse -Plate Institute. 683 O'Onofrto Drive, ttradiloon, tat 6a7te A1 & Industries, Inc. 9£/0£ 'd—R W ON 'DNI Slid1SHNI �311W----WdEO:OI-1007, U11184- I rues N1913 1IM" CO ROOF MU -113 F 2 86820860 rrm. vvva Fit; 7q Mi tl:b6 z001-Fd§"7 LOAD CAMS) 9) User deflnneed Lumber Increase -1.33, Plate Increase•1.33 Uniform Loads �(p��� VeR: A-8�30.0, 5-0= 492, C -D■ -70.0, D42- -70.0, E -F=23.5, F43--10.0, 0-1=10.0, h4=9.2, B -W-14.0, L-114 -14.0, L -N+-14.0, K -N-14.0, J -K-14.0, 1-,1=14.0 Harz: B -C-•163.4, C•D-160.0, D•E--160.0, E-17-066.9, F-0--180.0, a-li 160.0, M-1.163.4 J ® WARNING Verjjy design parprrueers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MlTetc oonneotaro. This design to baaatl any upon parameter shown, and Is for an Individual building component to be Installed and loaded ver toally. Applkablilty, of design parameters and proper Incorporation at component Is responsibility of bullding designer - not trues dedgnr. Bracing shown Is for lateral support of hn"dual web members orgy. Additional temporary bracing to Insure stability during construction Is the reaponslblllty of the w areolar. Additions*I parnwent bracing of the overall structure is Ina reeponelDtitty of the bulldtng designer. For general guidance ragamIng fabrication. quality control, storage, delivery. erection, and bracing, consult 08T48 Cuallty Standard, 089- 89 er.olng Spwtfloation, and.Hl941 Handling Installation and Bracing Recommithdation "Mable from Truse -Plate Institute. 683 O'Onofrto Drive, ttradiloon, tat 6a7te A1 & Industries, Inc. 9£/0£ 'd—R W ON 'DNI Slid1SHNI �311W----WdEO:OI-1007, U11184- o cuss as 1 ype qty 3.1.1 7 81. (y�tul' 9.1.11�� 9.1.1 N615 DG CAL HIP 1 IFly 2 R6379886 moss e (ps0 15.0 43-1 Connect truss to girder it S mweson or equal 1�,L hangefi-00 FIT 8.0-0 10-1-13 743 7111.1 13-2.1 3.1.1 7 81. (y�tul' 9.1.11�� 9.1.1 4X10"11'" 0-7.8 Plate 010 `w----u,uueu„-n,rw. 1nuWInloll:utr'.34200'1- a e .. 43-1 . 1$-0 6X6 = 10X10 = 6x6 = Scale = 1:42.7 LUMBER BRACING TOP CHORD 2 X 4 DF No.16BV-G TOP CHORD Sheathed or 3-10-7 on oenter purlln speoing. BOT CHORD 2 X 8 DF No.18BV-G BOT CHORD Rigid calling directly applied or 10.0-0 on center bracing. WEBS 2 X 4 DF 3tud/9td-G REACTIONS 0bisize) 1=6133/-3-8, 7-4274/0 3.8 FORCES Ob) - First Load Case Only TOP CHORD 1-2-101170,2-3-110084,34-7717 4-5=-7709, 5-6=-8190, 6.7-4202, 7-8-52 DOT CHORD 1 -11 -0093,10.11 -7/24,1x12 -M6 , 9-12-6837 7.9=7381 WEBS 2-11 203, 3.11■3188, 3-10-2253, 4.10-•787, 6-10-3111, 6-9-832, 6.9=-157 NOTES 1) 2-pty truss to be connected together with 0.131"x3" Noila as follows: Top chords Connected Wllh 1 row(s) at 0.941 on center. Bottom chorda conneded with 3 row(s) at 0-54 on center. Webs connected as follows: 2 X 4 -1row(s) at Off" on center. 2 This truss has been checked for unbalanced loading condhlons. Except as shown below, special connection(s) required to support concentrated load(s). Design of conneotlon(s) Is delegated to the building designer. 4 Provide adequate drainage to prevent water pondingg. All plates are M20 plates unless otherwise Indlooted. This truss hes been designed far a 10.0 paf bottom chord live bad nonconcurrenl With any other live loads per Table NO, 15-B. UBC -94. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed with ANSVrP11.1996 oriterls. LOAD CASE(3) Standard 1) Regular. Lumber Inoresse-1.16, Plate Inorease■1.16 Uniform Loads(pl0 Vert: 1- .82 0, 23 62.0, 3-4x.62.0, 43-•62,0, s.6-:62,0, 5-7-92.0,7-6-62.0. 1-11--WTA,10-11■-637.8, 10-1=-1 2225 9-12=-122.5,7-9--122.5 Concentrated Loads (fib) Vsrt:12--2888 A WARNING - Verift• design parameters and READ NOTES ON THIS AND REVERSC SIDE BEFORF, USF. Januafy 98,2009 Design valid for ueo only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Apptioablity of design paramaten ; and proper Incorporation of component Is reaponalbility of building designer - not trues designer. Bracing shown Is for lateral euppori of bldMdual tveb members only. Additional temporary bracing to insure atabMy during construction Is the responsibility of the erecta►. 3-4 Additional permanent tracing of the overag structure, is W reepenemlllty of the building dasiptior. For genual guidance-- regarding uidance`regarding tebricatlon, quality control, atorege, delivery, ereotloo, and bracing, consult,29T.80 Quality titanclord, D8B- ee eraning 6peolftoatlon, and HIS41 Handling Inetollatlon and Bracing Reeentmendetton avallote from Tree Plata Inithuto, 5x3 D'OnoMo Drive, Msdieon, tin 83119 u ;� -M{1Qk lr1dUSTr1C5, SIC.. ' )t' r , Ing/Al .1 -0710 -Ail ')kit e:iiuI(,nnkii A131IWWN7A--Ll=11`11`17,x:.191.',IIP.f_ _ 0-1 t -8 3-9-8 12.8-8 3.0-8 17.8-0 4.11$ Plate s LOADING MILL (ps0 15.0 SPACING Plates Increase 2-0.0 1.15 CS1 TC 0.61 DHFL) Vett(RL (In) (bo) tl Vde999 PLATES GRIP TCDL 13.0 Lumber increase 1.15 BC 0.88 VertT_L) -0. 10-11 -0.18 10-11 3- >000 iv120 220/195 BOLL 0.0 Rep Stross.lncr NO WB 0.71 Hotz(rL) 0,04 7 No BCDL 7,0 Code USC/ANSI96 (TNetri>d 1st LC LL Mn Udell = 360 Welght: 218 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.16BV-G TOP CHORD Sheathed or 3-10-7 on oenter purlln speoing. BOT CHORD 2 X 8 DF No.18BV-G BOT CHORD Rigid calling directly applied or 10.0-0 on center bracing. WEBS 2 X 4 DF 3tud/9td-G REACTIONS 0bisize) 1=6133/-3-8, 7-4274/0 3.8 FORCES Ob) - First Load Case Only TOP CHORD 1-2-101170,2-3-110084,34-7717 4-5=-7709, 5-6=-8190, 6.7-4202, 7-8-52 DOT CHORD 1 -11 -0093,10.11 -7/24,1x12 -M6 , 9-12-6837 7.9=7381 WEBS 2-11 203, 3.11■3188, 3-10-2253, 4.10-•787, 6-10-3111, 6-9-832, 6.9=-157 NOTES 1) 2-pty truss to be connected together with 0.131"x3" Noila as follows: Top chords Connected Wllh 1 row(s) at 0.941 on center. Bottom chorda conneded with 3 row(s) at 0-54 on center. Webs connected as follows: 2 X 4 -1row(s) at Off" on center. 2 This truss has been checked for unbalanced loading condhlons. Except as shown below, special connection(s) required to support concentrated load(s). Design of conneotlon(s) Is delegated to the building designer. 4 Provide adequate drainage to prevent water pondingg. All plates are M20 plates unless otherwise Indlooted. This truss hes been designed far a 10.0 paf bottom chord live bad nonconcurrenl With any other live loads per Table NO, 15-B. UBC -94. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed with ANSVrP11.1996 oriterls. LOAD CASE(3) Standard 1) Regular. Lumber Inoresse-1.16, Plate Inorease■1.16 Uniform Loads(pl0 Vert: 1- .82 0, 23 62.0, 3-4x.62.0, 43-•62,0, s.6-:62,0, 5-7-92.0,7-6-62.0. 1-11--WTA,10-11■-637.8, 10-1=-1 2225 9-12=-122.5,7-9--122.5 Concentrated Loads (fib) Vsrt:12--2888 A WARNING - Verift• design parameters and READ NOTES ON THIS AND REVERSC SIDE BEFORF, USF. Januafy 98,2009 Design valid for ueo only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Apptioablity of design paramaten ; and proper Incorporation of component Is reaponalbility of building designer - not trues designer. Bracing shown Is for lateral euppori of bldMdual tveb members only. Additional temporary bracing to insure atabMy during construction Is the responsibility of the erecta►. 3-4 Additional permanent tracing of the overag structure, is W reepenemlllty of the building dasiptior. For genual guidance-- regarding uidance`regarding tebricatlon, quality control, atorege, delivery, ereotloo, and bracing, consult,29T.80 Quality titanclord, D8B- ee eraning 6peolftoatlon, and HIS41 Handling Inetollatlon and Bracing Reeentmendetton avallote from Tree Plata Inithuto, 5x3 D'OnoMo Drive, Msdieon, tin 83119 u ;� -M{1Qk lr1dUSTr1C5, SIC.. ' )t' r , Ing/Al .1 -0710 -Ail ')kit e:iiuI(,nnkii A131IWWN7A--Ll=11`11`17,x:.191.',IIP.f_ _ Job as ruts 2-0-0 CSI DBFIL M915 GG MONO CAL HIP 1 2 R6�"81 N r r N co 4I d r.wc s vwr r roue rvu r oa inausAros, Ind. yy60 r eD 14 1Z:18:b9 2001-PQe6i 4.10-4 74.13 10-2-0 12.2-0 Scal'6 w 1:25.9 4-10-4 0-4-1 t 2.1.10 2.0-3 2-0-0 6x8 — 6.00 F1Y 5x4 11 3x10= 2x4 ii 3x7 11 6x8 = 30 11 6x6. - 4-10.4 7.4-13 10-2-0 12-2-0 4-10-4 2-0.9 2-9411 2-0-0 LOADING �f) SPACING 2-0-0 CSI DBFIL Qn� (loc) Vdef1 PLATLeE GRIP TCLL e. Plates Increase 1.15 TC 0.75 Ved(LL) - D.D A '999 M20 220/103 TOOL 15.0 Lumber Increase 1.15 BC DAB Vert(TL) -0.10 A4 ;-M BCLL 0.0 Rep Sins" Inor NO WC 0.88 Horz ) 0.02 F n/a BCOL 7.0 Code UBC/AN6195 (Haub() 1s1 L LL MIn Vdefl n 360 Weight: 148 Ib LUMBER TOP CHORD 2 X 4 DF No.1 &Mr -O BOT CHORD 2 X 8 DF No,2-0 WEBS 2 X 4 DF StudXtd-0 REACTIONS (Ib/aize) A=4894/0-3-8, F■6600/0.3.8 Max Hoa A=-6170oad case 6) FORCES b) - First Load Cane Only TOP CHORD A -8a-7426, B -C=-6502, C-04-13602, D•E-183, E -fa -162 BOT CHORD A -I-9720, H-la6637, HJ■4235, G -Ju, 35, F-0=4236 WEBS 842792, B-Hw-48, C -Hai -80, D-Ha2N7, D-Gy2983, D -F-8319 BRACING TOP CHORD Sheathed or 4-8.4 on cantor purlin spacing, except and venloals. BOT CHORD Rlgld calling d,rectly applled or 1D -"on center bracing. THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER OF SHEAR FORCE)SHALL BE REVIEWED AND APPROVED BY A QUALIFIED BUILDING DESIGNR OR ARCHITECT. NOTES 1) 2 -ply (rune to be connected together with 0.131X3" Nalla as follows: Top chords oonneoted with 1 row(s) at 0-9-0 on center. Bottom ohords oonnected with 3 rows) at 0.44 on center. Webs connected as follows: 2 X 4 - 1 role) at D-9-0 on comer. 2) This truss hes been checked for unbalanced loading oondldons. 5) Except as shown below, special connection(s) requlred to support concentrated load(s). Design of ocnneollon(s) Is delegated to the building designer. 4 Provlda adequate drainage to prevent water ponding. All plates are M20 plates unless otherwfse Indicated. 6) This truss hes been designed for a 10.0 pof bottom chord live load nonconcurrant with any other live loads per Table No. 16-8, UBC -84. 7j A plate rating reduction of 20% has been ipplled for the green lumber members. 8) This truce has been designed with ANS1/TPI 1-1805 criteria. a) Load case(s) 6, a has been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. LOAD CASH(S) Standard Except: 1) Regular: Lumber Increase --1.15, Plate Increase■1.15 Uniform Loads(plq Ven: A-99-132.0, B -C■ -62.0, GD= -82.0, D -E■ -82.0, A-1-022, W=-682.2, HJe-882.2, GJ -63.5, F-0=65.5 Concentrated Loads Qb) Vert: O■ -3117 5) User defined: Lumber Inorease■1.33, Plate Increase■1.33 Uniform Loads Ven: A --6.2, B -C■ -30_0, C -D=-30.0, D -E■ -30.0, Alm -14,0, H-1-14.0, H -JA -14.0, G -J-14.0, FA■ -14.0 Horz: A -B=113.8 Drag: B -C--52.0, C4D062.0, D-E■52A 6) User defined: Lumber Increasee1.33, Plate Increases1.33 Uniform Loads(pIQ Ven: A- -53.8, B -O.-30,0, CD -30.0. D -Es 30.0, A-1-1 4,0. H-1---14.0, H -J -14.0, GJ -14.0, F -Da -14.0 Horz: A-13-113,111 Drag: B-Gks2.0, C -D=-52.0, D -Em -02.0 A WARN/NC7 . Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with Mfrek connectors. This design In based only upon parameters shown, ono is for an Individual building component to be Installed end loaded verdcelly. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not true& daalgnar. Brading shown u tot lateral support of Individual wvb members only. Addtdonal temporary braving to Insure stability during construction is the responsibility of the erector. Addllbnal permanent bracing of the overall structure Ie the responsibility of the bugding designer, For general guldence regaroing rebncenon, quality control, storage, delivery, erection, and bracing, consult QVT-06 Cueifty Sundard, DS1. as Braeing Bpeelncatlon, end HID -91 Handling laeulladon Intl Bracing Recommendation avaNable from Trues Prete Inafituts, dei D'Onofdo Drive, Medleon, WI 68710 Mil"' Mak Industries, Inc. February 14,2001 -04/14 '.1—CpIf Ohl 'it`ll C71111Cn(Ifll vel IW wHbn nl—Inn7 rel npJ O N88 ype 24-0 t, M PM pocl f/de0 PLAM GRIP TCLL 6,0 R5379695 M915 ,:�:JNgg J3 MONO TRUSS 1 1 M20 2201185 •1.8-0 I 3.7-0 F 8-0-0 I $-0-0 I Scale = 1:35.2 1.8-0 3-7-0 25-0 2-0-0 1.5x4 11 3x6 11 10x10 = 6x8 11 3.7-0 I 8.0.0 i 810-0 i 3-7-0 25-0 2-0-0 Connect truss to girder wl Simpson or equal NILS z;S z hanger.. LOADING(�an SPACING 24-0 t, M PM pocl f/de0 PLAM GRIP TCLL 6,0 Ptates Increase 1.15 TC 0.20 VeA(LL) a -0.OS 3 M M20 2201185 TCDL 15.0 Lumber Increase 1.15 BC 0.$8 Ven(TL) -0.06 8 X999 Strom Incr NO WB 0.82 0.01 a N0 BCDL 7A Cod USC/ANSI96 st CLL Min Yden a 360 Weight: 54 Ib LUMBER TOP CHORD 2 X 4 DF No,111,84-0 BOT CHORD 2 X 8 DF No,2-0 WEBS 2 X 4 DF Stud/Std-O 'Exoept' 4.7 2 X 4 OF No.18Btr-O REACTIONS (Ib/slze) 8*276910-3-8, 2=2368/0-3-8 FORCHS (Ib) - First Load Case Ohly TOP CHORD 1-2=26 2-3�-3288; 3.4-1933, 4.6■0, 6 -57 BOT CHORD 2-8.298, 7-812938, 6.7■1729 WEBS 3-8-1223.3-7w-1470.4.7=3421,4 S-- 3197 SPACING TOP CHORD Sheathed or 35-10 on center purlln "Ong, except end verticals. BOT CHORD Rlpld ceiling directly applied or 10.0-0 on center bracing. NOTES 1 nrx Except as shown below, speclaf connectlon(s) required to support contrated lood(s). Design of connectlon(s) is delegated to the building designer. 2 All plates are M20 plates unless. otherwise indicated. 3 Th la truss has been designed for a 10,0 psf bottom chord Ilve load nonconcurrent with any other live loads per Table No. 16-S, UBC54. 4 A plate ratingreduction of 20% has been applied for the green lumber members. 6 This truss hs been designed with ANBUTPI 1-1995 criteria. LOAD CASE($) Standard 1) Papular: Lumber Increase■1.13, Plate Increaae=1.16 Uniform Loads (plo Vert: 11-2=62.0,2-3-02.0,34-62,0, 4-5--62.0,2-go-417.7,7-8=-417.7,6-70-14.0 concentrated Loads Ob) Vert: 7■ -2066 WARNING - Verify design paraincters and READ NOTES ON THIS AND REVERSIi SIDE BEFORE USE January 18,2001 Design valid tot use only with MITak connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appllcabliny of design parameters and proper Incorporation of component Is reeponsiblilty of budding designer - not truss designer. Bracing shown is for lateral support of Individual ,web members only. Additional temporary bracing to insure atabiGly during eonsWation is the responsibility of the Greater, e� Additiontll permanent bnoing of the:9wrail ttruotvre lithe nsponitblltty of thebullding dtNgner. Fier general guldanee = t* regarding tabdoatlon Quagty Comm, storage, dwh9ry Fraction, and bracing, consult, OCT -06 Q9enty SUndGrd, DSc- e BraeingBpeelfleeden, sad H1041 Handling InotaBatlon and Bracing Ree_amMo detlon available from Truax Plate ingiltute, 668 D•Onotrio Drive, Madison, W166'710 MIiTskilftdushies, -IfiC... + SNI—gIIu(enil til..-vai_tw.:__e..wHcn l l—rnn� �:.ai uer Job Truss Truss Two 2." 1.16 CSI TO DEFL (In) (100) Vden M915 J MONO TRUSS 25 1 _ , R5379687 Veft(LL) -0.16 2.4 X602 M20 220/195 TOOL 15.0 Lumber Inorease 1.16 M084 UMDff, K FUDING-1 BOLL 0.0 Rep Suess Inor - -145.0 7-11-11 8 -0 Scale = 1:35.1 18-0 7-11-11 0 3 1.5X4 11 3 6.00 F1'£ -- -- l 2 d - 1 2x4= 1.5x4 11 r1-0.0 Connect truss to girder with Simpson or equal Ly 7 U hanger. LOADING (per TOLL i6.0 SPACING Plates Increase 2." 1.16 CSI TO DEFL (In) (100) Vden PLAT6s GRIP 0.73 Veft(LL) -0.16 2.4 X602 M20 220/195 TOOL 15.0 Lumber Inorease 1.16 BC 0.37 Vert -0.28 24 a-330 BOLL 0.0 Rep Suess Inor YES WS 0.00 Hm (m) 0.00 o/a BCDL 7.0 Code UBC/ANSI96 let LC LL Min Vdaff ;= 360 Weight: 31 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.16Btr-G TOP CHORD Sheathed or 0.0-0 on center urlin except end verticals P spacing, BOT CHORD 2 X 4 OF No.16Btr-G BOT CHORD Rigid oellln dire center brat g g Qtly applied or 8-0.0 on canter breoing. WEBS 2 X 4 DF Stud/Std-0 REACTIONS (Ib/alze) 2-40SM-3-8, 4-28310.9.8 FORCES Ob) - First Load Case Only TOPCHORD 1-2■23, 23n0, 3.4m- 39 BOT CHORD 240 NOTES All plates are M20 plates unless otherwise Indlosted. 2 This truss hos been designed for a 10.0 psf bottom chord live load nonoonourront with any other liveloads per Table No. 16-8, UBC -S4• 3 A plate rating reduction of 20% has been apglled for the green lumber members, This truss hes been designed with ANS 1-1993 criteria, LOAD CASE(S) Standard A WARNING - Verify design pdrainefers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. Thio design Is based only twon parameters shown, and to for an ln"ual bullding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is reeponatbetty of building designer — not trues deetgner. Bracing shown to for lateral support of Indivtdum w}hb members only. Additotut temporary bracing to finetire stability during construction Is the meponammty of the ametor. , Addit imam ➢ornament bra4tn9 01 the hivsrali atn6tu4 k th'e-44ond aty of to building diasigner. For genaral guidance ,ee � i- ��•+ 3tar b rspsrdinp rrhbikNtron; quai�i>) control, storage delMy analien, and bracing; Job I tins truss type 2-0-0 1.16 Cal DL'fL M013 Mrllt 1 J2 — MONO CAL HIP 6 1 85378688 ,w& a w% , IV" MR I eR mQwctrws, Irse. I nu Jan to l t;vRju ZOul page -1 -1.8-0 1.6-12 1-11-11 _ _ 8-0-0 Scale m 1:17.0 1.8-0 1-6-12 0-4-15 B.Og 4X8 \\ 6.00 fTY- 1.5x4 11 .r.,,.,.. ... "wyua1 hanger. 1x-12 i 4-" I 8-0-0 1-6-12 2-11-9 3-5-11 LOADING TCLL Ipaf) 18. SPACING Plates Inorease 2-0-0 1.16 Cal DL'fL Qn) (Ioc) Udefl GRIP TCDL 15.0 Lumber Inorease 1.16 TC 0.46 SC 0.26 Vert LL Vert�TL; -0, -0.07 6-.�g (-a•8 >mda' >999 M20 M20 2201186 SCLL 0.0 Rep Stresa inor YES WS 0.30 Horz 0.00 5 Na SCOL 7.0 Code LIBCJANSMS 1st LC LL Min Well ■ 360 Weight: 35 Ib LUMBER TOP CHORD 2 X 4 DF No.1 &Str-G BOT CHORD 2 X 4 DF No.1 &Str-G WEBS 2 X 4 DF Stud/std-Q REACTIONS pb/ttae) 5-21KNO-3.8, 2x406/03.8 FORCES Ib . First Load Case Only TOP CHORD 11-2w23,2-3-477.3-4-0,4-5-11115 BOT CHORD 2-6-412, 5-6x412 W E S9 33=54, 3-5=-416 BRACING TOP CHORD Sheathed or 8-0.0 on oenter puffin speoing, w oept end vertfoals, BOT CHORD Rigid oeliing directly applied or 10-0.0 on oenter brooing. NOTES 1 This truss has been oheoked for unbalanced loading conditions. 2Provide adequate drainage to prevent water ponding. 3 All plates are M20 plates unions otherwise indicated. M 7111- U—b Ilea Leml Jeal IIaJ No a 10.0 yar LVttVl11 %AIVIJ Ileo I—A IIVIINVIM411 Vllt mitt 411r vul 11— 1..4•r4 1— Tully t,lv. 10-D, U00-94. 5 A plate rating reduotion of 20% has been applied for the green lumber members. This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard A WARN/NC - Verify design parrunefers and READ NCITF.S ON 7'HI.1 ANL) REVERSE SIDE BEFORE USS Design valid for use only with WTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper tworporetlon of component Is responsibility of building designer - not trues designer. stating shown Is for lateral support of individual yeb members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. >W Additional pam4neM bracing of ths.overa8 Mature is the A1110 tilbility of the building designer. For general guidance regarding fabrication,. aurdf it control, storage, delivery, erection, and bradng, consuh,p6T48 Quality 6landard, 060 - lie Bracing Specification, and HIS -91 Handling Installation and Bracing Recommendation evallable from Trust J Plata InaHute, sa3 D'Onofrio Drive, Madison, WI 53712 "Talc Imushies, Inc. Int /Cr„ _.1—.1 71c•nnl .!1st c7tulennut•.v71 tw w1 January 19,2001 -91 •-02P _ Job Truss Trusa Type LM Fly 4x8 M915 J2A MONO CAL HIP 2 1 R6379888 •- -- - --... --- ................_... _. ..... _o.. , _ , , ....wo ��., r rase -t 1.6-11 1-11-11 8.0.0 Scale = 1:14.1 1.8-11 0-5-0 8-05 4x8 6.00 FTZ- 1.5x4 II 2 3 FE1 i-5 Connect truss to girder 4 1.5x411 With Simpson or equal 4= hanger. 4A = 1 4 11 4-8.5 5-0-0 5.0.0 1� 11 2-11-10 $.5-11 LOADING (p TCLL le.b SPACING 2.0.0 Plates Increase 1.15 C31 TO DEFIL (In) (loo) Udell PLATE5 GRIP TOM 16.0 Lumber Inctease 1.15 0.46 BC 025 Vert(LL) -0.004; 4�S 2,899 Vert -0.07 4-5 2,890 M20 220/196 BCLL 0.0 BCDL 7.0 Rep Stress Ivor YES Code UBC/AN$196 WS 0.30 HorzCfL) 0.00 4 n/s 1st LL�� LL Mn Vdett ■ 380 Weight: 32 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No. I&t-0 TOP CHORD Sheathed or 6-0-0 on cantor purlin spacing,, ezcspt and verticals. BOT CHORD 2 X 4 DF No.16Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 1-29&0.3-4,4-293/0-3-8 FORCES pb - First Load Case Only TOP CHORD 1-2--477,2-3-0,3-4a-196 BOT CHORD 1.6■412, 4-6■412 WEBS 2.5m54,24=416 NOTES 1 This truss has been checked for unbalanced loading oondltlons. 2 Provide adequate drainage to prevent water pond)np. 3 All plates are WD plates unless otherwise Indicated. 4 Thle truss has been de*nad for a 10.0 Pat bottom chord live bad nonoonourrent Wllh any other INe toads per Table No. 16-13, UBC -94. A plate rating reduction 0(20% has been applied for the green lumber members. This truss has been designed Willi ANSH 1-1996 orhe►la. LOAD CASE(5) Standard ®WARMING • Wrify de,eign p=rimmer•= and Reap NOTES ON THIS ANL) REIN! RSh' SII)F. Rf f'pR/;' i1Sh.' Design valid for use only with Mrrek oonneotat. This design is bee" only upon parameters Chown, And Is for an InOvldual bullding component to be Installed and loaded vertically. Applicability of dvvlan parameters and proffer Inaorporatlon of component to responofblUty of bufldIng designer - not was designer. 8recing shown to for lateral support of Indlvldual WA members only. Addlgonal temporary bradng to Insure stability during conatrucbon 1e the reapanatbmty of the erector, Addlbonel peniianent bracing of the ovarah ytniaturo is the novo utibay of the building de210M. Fm general gutdence regaMmg feericat on tluaGty Control, storage, delivery, ereetlon, anti breeing. Cdnautt 193T48 quel)ty eteneard, D88- g9 proolnp 6aiolfloallon, and HIB -91 Maridllrip Inatdlslbn and Bracing Reoommendatlon walabU from Tt arae - Plate Inatftute, 593 D'Onofdo DdIve, adlson, wt 53718 AAiTek Indu'sfnes, Inc. _ a Irl in04=r,7l,c-,nki _ - .�. _ �rJt c]1)llennNt ..vaI, W-, wNPn• I I-1nn7 January 7.8,2001 %C. -T` r.> •al_uer, _ , Job ruseype DEFL (n (Iw Vdefl Ved(LL) -0.1� M •562 Vert(TL) -0.28 2-0 N-330 Harz(TL) 0.00 5 Na 1st LC LL Min Vdefl = 360 PLATES GRIP M20 220/196 Wool: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr-G TOP CHORD Sheathed or 0-0-0 on center purlin speoing, except and vertical;. BOT CHORD 2 X 4 OF Nc.1 &Btr-G BOT CHORD R►gld ceiling directly applied or 10-0-0 on center bracing. R537MO M915 S4 MONO CAL HIP 3 1 TOP CHORD 1.2-23, 2-3=-274, 3-4=-0, 4-5=428 loss lumosr, mri.&ARV, VA+louUl •,w[ s rlCI I lege Ivo I etc lnaumnes, tno. I nu dan 18 111W37 zoul pige-T 1$ 0 3-8-12 11.1 8-0-0 Scale = 1:19.8 1.8.0 3-8-12 •1 4-0.6 4x5 1.5x4 II 6.00 riT 3 4 CV t 1 Conned truss to girder 2x4 — wi h Si psora or equal! 4x4 - v hanger. f 1-11.6 38.12 I 5-0-0 80.0 I 1.11.5 1-7-7 1-11-9 2-8-11 LOADING s� TOLL 6.0 TCDL 16.0 BOLL 0.0 BCOL 7.0 SPACING 2-0-0 CSI Plates Increase 1.16 TC 0.20 Lumber Increase 1.16 BC 0,38 Rep Stress Inc? YES WB 0,12 Code USC/ANS195 DEFL (n (Iw Vdefl Ved(LL) -0.1� M •562 Vert(TL) -0.28 2-0 N-330 Harz(TL) 0.00 5 Na 1st LC LL Min Vdefl = 360 PLATES GRIP M20 220/196 Wool: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr-G TOP CHORD Sheathed or 0-0-0 on center purlin speoing, except and vertical;. BOT CHORD 2 X 4 OF Nc.1 &Btr-G BOT CHORD R►gld ceiling directly applied or 10-0-0 on center bracing. WEBS 2 X 4 OF Stud/Std-G REACTIONS (Ib/size) 5■293r0-3-a, 2=406/0-3-8 FORCES (ib) - First Load Case Only TOP CHORD 1.2-23, 2-3=-274, 3-4=-0, 4-5=428 BOT CHORD 2-6■242 WEBS 3-5■•266 NOTES 1 This truss has been checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 3 All plates are M20 plates unless otherwise Indicated. 4 This trues hes been designed for a 10,0 pef bottarn chord live load nonconcurrent with any other live bads per Table No. 1". UBC -94. for A plate rating reduction of 20% has been a plied the green lumber members. This truss has been designed with A14SVTPI 1-1995 criteria. LOAD CASE(g) Standard ® WAMMI N(i - Verify design pardatelers and READ NOTES ON THIS AND RF.VAMSF. SIDE BEFORE' USC Design valid for use only with NITaR connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. Applicability of dealgn parameters and proper Incorporation of component to responsibility of building designer- not truss designer. Bracing shown Is for lateral support of tndlrlduat wvb members only. additional temporary bracing td Insure stabij* during oeneuuegon to the meponelblilty of the erector. er Addlilonal permanent braolnp cif the ervar"all structdri1f; the tvsporwibW of the building designer. For general guldence - regarding labdcadon, Quality control• storage, delivery, erection, and breolno, 4onaultQ8T48 Quality Standard, D60- ` a6 ereclpg Specification, and 1118.91 Handling installation and Bracing Rvcomrtlsndatlon availably from Tiruee Piste Institute, flea o'onofrlo Drive, Madigan, VA 53710 M"rek (nduSh%sr Inc. Int / 1 0 • A— 0 7 1 0 •AAI Al l c i I u t(, n n ►I l. v 3 11 ler-til t Jonyary 98,2001 N 3-0-11 19-11.1 8-0-0 l Scale = 1:18.6 3 8-11 0 b-0 445 6.00 Fff 1.5x411 2X4 = 4x4 = 1-11.6 I 3-611 i 5.8.5 1 "-0 1-11-5 1.7 8 1-11-10 2-0-11 LOADING pep TCLL iB.b TCOL 15.0 BOLL 0.0 BODL 7.0 ruse Truse Type CS1 TO 0.20 BC 0.38 WB 0.12Morz(7L) FryR5a7sas9t DEFIL Qn) Qoc) VdeO Vert(LL) -0.1a 1--4d s582 Vert(n) -03e 14 -330 0.00 4 Na 1st LC LL Min Well In 980 tag16 J4A MONO CAL HIP 47.11 TOP CHORD 2 X 4 OF No.111B1r-G TOP CHORD Sheathed or 840 on center purlln spacing, except end vertiosls. N 3-0-11 19-11.1 8-0-0 l Scale = 1:18.6 3 8-11 0 b-0 445 6.00 Fff 1.5x411 2X4 = 4x4 = 1-11.6 I 3-611 i 5.8.5 1 "-0 1-11-5 1.7 8 1-11-10 2-0-11 LOADING pep TCLL iB.b TCOL 15.0 BOLL 0.0 BODL 7.0 SPACING 2-0-0 Plates; Increase 1.15 Lumber Increase 1.16 Rep Stress Inor YES Cade USC(ANSI95 CS1 TO 0.20 BC 0.38 WB 0.12Morz(7L) DEFIL Qn) Qoc) VdeO Vert(LL) -0.1a 1--4d s582 Vert(n) -03e 14 -330 0.00 4 Na 1st LC LL Min Well In 980 PLATES GRIP M20 220/183 Weight: 32 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.111B1r-G TOP CHORD Sheathed or 840 on center purlln spacing, except end vertiosls. BOT CHORD 2 X 4 DF No.18Btr-G BOT CHORD Rigid calling directly applied or 10.0.0 on carder bracing. WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 1-29310-3-8,4=293/0-3-8 FORCES ((fi�b) - First Load Case Only TOP CHORD 1-2-274,2-3-0,21-4-129 BOT CHORD 1.4■242 WEBS 2.4a-266 NOTES 1 This truss has been chocked for unbalanced loading conditions. 2 Provide adequate drainage to prevent water ponding. 3 All plates are M20 plates unless otherwise Indicated. 4 This truss has boon doeIgned for a10.0 per bottom chord live load nonconcurrent for the lumber with any other live bads per Table No. 18•B, VBC•94. 6) A plate rating roducdon of 20% hes been applied green members. 6 This truss has been designed with ANSL I-1895 criteria. LOAD CASES) Standard am ® WARNING - Vrrifr drsign parrunctarx and REAL) NOTES ON T141 S AND REVI:RS'E Sll)' BEFORE USE January 18,2009 Design valid for use only with MITok connectors. This dovtgn to basad only upon parameters thovm, ane Is for an tndMaual buitaing component to be Installed and loaded veNcelly. Applicability of design paramttsrs and proper ineWmation of component Is respons binty of b"no designer– not truss designer. Bracing shorn Is for lateral support of MlVldual , ,ieb members only. Additional temporary bracing to Inure atatimV during conauuction to the responsibility of the treater- IdIVA Addldanal permanent bracing of !fit ovat'alt atrllaUre to Ifie'responaln►ttty of the building design ef.`Qoi'yanQrid pil►dirtoe a regarding fabrication, quality control, =06, dtllvtry, erection, and br&c1ng,'eoneulbG9T-W Quality Standard 056- ere 9reel3p Speetlkation, and HID -91 Handling insullatton and erootna Reoemmandatlon avanaefe from hues Plate Insillutt, efp D,onofrfo crave, Medtaee/ wl es7te Wilk IfldYitia, Inc. °i-n'i;7o'_• 1-8710;n " �uf, cal>lICMAII",V71.1W--WHbn I.InInn7- 91 Ul? o ruse ruse Type 2-11-6 I _ "A2 1 6-6.5 t 8-0-0 R5372M M916 J6 MONO CAL HIP 3 1 � 15-11 m06e IUMber, aRhmulers,155. Tnu an a I •1-i9-0 _ I 6-6126111-11 Scale = 1:27.6 1 8 0 5.8.12 0-4-16 2.0.3 4x4 1.5x4 II Connect truss to girder wlh S'mpson or equal - __ hanger. LUMBER TOP CHORD 2 X 4 OF No.1l&Strd9 BOT CHORD 2 X 4 OF No.1d,Btr-O WEBS 2 X 4 DF Stud/Sid-0 REACTIONS Ob/sae) 6-293A)-3-9,2-405/0-3-8 FORCES (Ib) - FUst Load Case Only TOP CHORD 1-2■23, 2-3=-1168, 3-4■0, 4-6--77 BOT CHORD 23.147 WEBS 3-6-219 BRACING TOP CHORD Sheathed or 6.0.0 on center purtin spacing, except end verticala. BOT CHORD Rigid calling directly applied or 1040.0 on center bracing. NOTES 1 This truss has been checked for unbalanoed loading conditions. 2 Provide adequate drainage to prevent water pond'�g. 3 All plates are M20 plates unless otherwise Indicated 4 This truss has been designed for a 10.0 psf bottom chord live load nonawourrent with any other live bads per Table No. 16-8, UBC -94. A plate rating roductIon of 20% hoe been applied for the green lumber members. This truss has been designed with ANSVTPI 1 -INS c6tarls. LOAD CASE(8) Standard ® WARNINQ - Verify design pnrarnererx and RE/rl) NOTES ON '(HIS AND REVERSE SIDE !BEFORE USE January 18,2001 Dtsitin valid for use oNy villi MITsk connactars. This design Is based only upon perametere d w N and is for an Individual building aamponent to be installed and loaded vertically. Applicability of design parameters and proper Incef"eon of component It rstponsibiaty of building designer - not trues dirtlgner. Bracing shown le for lateral support of le iNduel web members only. Addltlonet temporary bracing to Insure stability during eonatruction Is the responsibility of the ereotor + a Additional permanent bradng at fflt overall awcur a is the responsibility of the building designer. For genaral.guidarlot T`�"10 �"s �rp„ + .:, • - F n t r,�.� . +n.w K:. regarding fabdcallk avidity c0i*64 etarage, delivery. erection, and bracing, consult QST41 Quality •taedud, D6B• ea Bracing Bptelfleetten: and H1041 HrtQIInq Inatellatlon and Breeing Recommindation dvallable from Trues 1 Plitg Irfidtute. Seg D•Onofrio Drive, Madigan, WI 63719 -NII5, Inc. Ilii PAA.rl-R7.1P.*.0 . ,.. 77; 1Nl'4SalNlRnaNIo-N3IIWr�= "Won: t I-., Inn fil.Ue��. f1 2-11-6 I _ "A2 1 6-6.5 t 8-0-0 2.11.5 2-7-7 0-11-8 � 15-11 A9 a LOADING (panru,.m5,.8tNGraJ;,C.A.",,.6 SPACING -0-0 C81 DEFL (n) poc) Udefl PLATES GRIP TCLL 16.0teIncase 1.16 TO 0.28 Vert(LL) -0.1 2 P-562 M20 220/196 TOOL 16.0br Inease 1.16 BC 0.38 Vert(TL) -0.28 23 ►330 BCLL 0.0 Sromlr YES WS 0.05 Horz(rL) 0.00 6 Na 'Weight: SCOL 7.0 1st LC LL Min Udell a 360 34 Ib LUMBER TOP CHORD 2 X 4 OF No.1l&Strd9 BOT CHORD 2 X 4 OF No.1d,Btr-O WEBS 2 X 4 DF Stud/Sid-0 REACTIONS Ob/sae) 6-293A)-3-9,2-405/0-3-8 FORCES (Ib) - FUst Load Case Only TOP CHORD 1-2■23, 2-3=-1168, 3-4■0, 4-6--77 BOT CHORD 23.147 WEBS 3-6-219 BRACING TOP CHORD Sheathed or 6.0.0 on center purtin spacing, except end verticala. BOT CHORD Rigid calling directly applied or 1040.0 on center bracing. NOTES 1 This truss has been checked for unbalanoed loading conditions. 2 Provide adequate drainage to prevent water pond'�g. 3 All plates are M20 plates unless otherwise Indicated 4 This truss has been designed for a 10.0 psf bottom chord live load nonawourrent with any other live bads per Table No. 16-8, UBC -94. A plate rating roductIon of 20% hoe been applied for the green lumber members. This truss has been designed with ANSVTPI 1 -INS c6tarls. LOAD CASE(8) Standard ® WARNINQ - Verify design pnrarnererx and RE/rl) NOTES ON '(HIS AND REVERSE SIDE !BEFORE USE January 18,2001 Dtsitin valid for use oNy villi MITsk connactars. This design Is based only upon perametere d w N and is for an Individual building aamponent to be installed and loaded vertically. Applicability of design parameters and proper Incef"eon of component It rstponsibiaty of building designer - not trues dirtlgner. Bracing shown le for lateral support of le iNduel web members only. Addltlonet temporary bracing to Insure stability during eonatruction Is the responsibility of the ereotor + a Additional permanent bradng at fflt overall awcur a is the responsibility of the building designer. For genaral.guidarlot T`�"10 �"s �rp„ + .:, • - F n t r,�.� . +n.w K:. regarding fabdcallk avidity c0i*64 etarage, delivery. erection, and bracing, consult QST41 Quality •taedud, D6B• ea Bracing Bptelfleetten: and H1041 HrtQIInq Inatellatlon and Breeing Recommindation dvallable from Trues 1 Plitg Irfidtute. Seg D•Onofrio Drive, Madigan, WI 63719 -NII5, Inc. Ilii PAA.rl-R7.1P.*.0 . ,.. 77; 1Nl'4SalNlRnaNIo-N3IIWr�= "Won: t I-., Inn fil.Ue��. f1 Job Truss True& TYPO 2-0-0 Cal DERL M915 JBA MONO CAL HIP 4 1 Rfi379693 A"AIFW" I IV VRa 101% I 6-0-11 5rTi1 8-0-0 a 5-&11 M4 2-05 4X4 . ef�TeTv� 1.5x4 11 2x4 - 3x8 = 2.115 6.6-11 t "-5 t a-" l 2.11.5 2.7-8 0-11-10 15-11 Inv. 111110.013111 '1 a 'r'1 NY:Ad LUUt Yagel Scale = 1:25.2 Connect truss to girder with impson or equal hanger. LOADING (lis() SPACING 2-0-0 Cal DERL (n) (IDc� Vdetl PLATES GRIP TCLL 6, Plates Increase 1.15 TC 0.27 Verl(LL) -0.18• 1 >m M20 220/196 TCDL 15,0 Lumber Increase 1.15 BC 0.38 Vert(n.) -0.28 1-4 j-330 BCDL 0.0 Cie r U WB 0.08 Na 3C/ANS195 .4 LgL Min Well = 360 Weight: 31 Ib LUMBER TOP CHORD 2 X 4 OF No.1dlBtr-O BOT CHORD 2 X 4 OF No.tdBtr-G WEBS 2 X 4 DF StWIStd-0 REACTIONS (Ib/slze) 1.293/0-", 4m293/0-0-8 FORCES Ob) - First Load Case Only TOP CHORD 1-2=-168, 2-3=0, 3-4=77 BOT CHORD 1.4=147 WEBS 2-4IF-219 ]BRACING TOP CHORD Sheathed or 8-0-0 on center purlin spacing, exow end verticals. BOT CHORD Rlgld oslling directly appiled of 10.0-0 on center bracing. NOTES i 1 This truce has bean checked for unbalanced loading oonditions. 2 Provide adequate drainage to prevent water ponding 3 All plates are M20 plates unless otherwise Indicated 4 This trues has been designed for a 10.0 paf bottom chard live load nonconourrend with any other live loads per Table No. 18-B, UBC -94. 5 A plate rating reduction o(20% has been applied for the green lumber member. 8; This truss has been designed with ANSIITPI 1.1895 criteria. LOAD CASE(S) Standard ® WARNING • Verify design parameters and RFAD NOTF,.S ON THIS AND REVERSE S10F. HE•:FORR USE Dastgn valid for use only with MITek connectme. This design to based only upon parameters shown, and is for an tn&Mual building component to be Installed and loaded vertically. Appncablilty of design parameters and proper Incorporation of component I6 responsibility of building designer— not truss designer. Brat" shown Is for lateral support of individual web members only additional temporary bradno to Insure stability duMg oonstruo0on Is the respolulbllity of the erector. D1 Addl6oniil voiinanont braltlep of tha`ovatali elructuiv Istha raaponelbtltry of the bullmlty designer, for general guklance '�•� regarding fabrlcadw, Quality control, storsgv, dellrery, erection, and bracing, wnsult4Q9T 08 avollty Standard, D8111-. !a Braolnp 8peoifl'- tion, and HIS41 Handling Installation and Brecing Recommendation available from Truce �„ u Plate Institute, ute, 683 D'Onofne Drive, Madison, WI 53710 _ � TA �fl u'Ade8, Inc. :i i't!X'0I -A' C7l .`Rat :..,.•, aur , .. � �• ,.. . ►rLonnel Ivy rl lu--tu January 18,2001 job SPACING 2.0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Inor YES Cods UBC/ANSI96 CSI TC 0,73 BC 0.37 WB 0,00 DQ'L Qn Qoc Well VeR(LL) -0.1 2 I-= Veft L -0.28 2-4 >330 Horz(TL) 0.00 Na 1 st LC LL Min Vda(l - 360 PLATES GRIP M20 2201195 Weight: 31 lb LUMBER ERACING TOP CHORD 2 X 4 DF No,1419tr-G BOT CHORD 2 X 4 DF No,148(r.G TOP CHORD Sheathed or 6.0.0 on center pudin spacing, except end vertioels, BOT CHORD Rigid ceiling directly applied or 6-0-0 an center bracing. WEBS 2 X 4 DF Stud/Std-G R6379694 M915 JA MONO TRUSS 6 1 rr,vav rv,rrW,r nV VV,I�V, w� vyw, 1.wR v vw , ,•+ov m1, vn ,lww•r ,vv, ,..... ...v w.. ,v , ,•rv..ry cw 1 rn�e 1 -141.0 7.11.11 a .o Scale = 1:35.1 1.8-0 7.11.11. 0 .s 1.5x4 ii 3 e-0-0 66.0-0 00 Connect truss to girder w1 Si pson or equal --- hanger. LOADING (pin TCLL X6.6 TCDL 15,0 BCLL 0.0 BCDL 7.0 SPACING 2.0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Inor YES Cods UBC/ANSI96 CSI TC 0,73 BC 0.37 WB 0,00 DQ'L Qn Qoc Well VeR(LL) -0.1 2 I-= Veft L -0.28 2-4 >330 Horz(TL) 0.00 Na 1 st LC LL Min Vda(l - 360 PLATES GRIP M20 2201195 Weight: 31 lb LUMBER ERACING TOP CHORD 2 X 4 DF No,1419tr-G BOT CHORD 2 X 4 DF No,148(r.G TOP CHORD Sheathed or 6.0.0 on center pudin spacing, except end vertioels, BOT CHORD Rigid ceiling directly applied or 6-0-0 an center bracing. WEBS 2 X 4 DF Stud/Std-G REACTIONS Qh/slze) 2a40610 -3-$,4&2M0-3-8 FORCES Qb) - First Load Case Only TOP CHORD 1-223, 2310, 3-4x•239 BOT CHORD 2-4=0 NOTES 1 Aq ptatee are M20 plates unless otherwise Indicated, 2 This true. has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads per Table No. i6 -D, UBC -94. 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 Thls truss has been designed with ANSVTPI 1-1995 orkerla. LOAD CA5E(S) Standard ®WARNING - Verify design panlmafers and REA1) NOTES ON THIS AND REVERSE SIDE BSPORR USE January 18,200f Design valid for use only with MITsk connecters. This design to based only upon parameters shown, and Is for an (Wvlduat building component to be Installed and loaded vertically. Appscebltity of design parameters and proper Incorporation of component Is responsibility at building designer- not Was designer. Bracing shown Is for lateral support of individual mob mambort Only. Addiflonsl temporary braoing t0 lnsuf$ ttAbfpy dudng oonstrv0001% 4 the rooponsibiiity of the eradlof. {_- y at AddidonaFoennaneni br'ecing of the overall nitructure te'thliraeponaibliky of the bulidfnj'daaigner.For pansrat guldana regarding fabrication, quality control, storage, delhfery, erection, and bracing, consult QSM Quality slandsrd, DSS• , a - se Breetn fleatlon' anti HiB g1 Hendlin tnetefletbn snd Bnetn Roeommendetlari avatlable from Truia ws- 9 , Plate Institute, BU D•Onotrb Drive, Modlee n, Handling 53710 . mTek Wu8h185, Inc. In'l0 fix a7.1(1 .`nIr">awll. c�I'M1e( nul VaI:IW.. �WHCfI ,I r—Inn7.1—'A 1_ uerz_� ..�-- 0 toes rues e R6379696 9915 K MONO TRUSS 3 1 DEFL mwa,umum, n..-u.+n..a, vn wvv, .....�.� o ...... ....... ...........��... , .�. ...� �..... ...- .. �.... , .eye , -13-0 fi 33 Scale = 1:24.7 r 1 8 0 5-3-3 0.0.6 1.5x4 11 LOADING (garb SPACING 2.0.0 TCLL 1B. Plates Inoresse 1.15 TCDL 15.0 Lumber IncreAse 1.15 BCLL 0.0Rap etrew In« YES BCDL 7.0 Code UBCIANS196 r .%OA 11 Connect truss to girder wit Si pson or equal I)IIq_— hanger. PLATES GRIP M20 220/195 Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.t QBtr-G TOP CHORD Sheathed, except and verticals. BOT CHORD 2 X 4 DF No.1ABtr-0 BOT CHORD Rigid calling dlreotty applied or 64.0 an center breoing. WEBS 2 X4 DF Stud/Std-O REACTIONS Qb/slze) 2--302A)-34,4w190/0-3-8 FORCES (Ib)- First Load Case Only TOP CH ' 1-2■23, 2.3.0, 34--155 BOT CHORD 2-4.0 NOTES 1) Ail plates ere M20 plates unless othervilse indicated. 2) This truss has been designed for it 10.0 psi bottom ohord live load nonconcurrent with any other Itw loads per Table No. 18-8, UBC -94. 3 A plate rating reduction of 20% hes been appplied for the green lumber members. a) This truss has been designed with AN31lTPP1.1995 criteria. LOAD CA3E(8) Standard ®WARNING - Verify design puremr•rrr.1 and ((Mb NOTEN ON 77113 AND RF.VF.RSE SIDE BErOAF. USE January 18,2001 Design valid for use.onty with MITalt connectors This dgglgn Is based only upon parsrtroters shown, and is for an individual building component lobe Installed and loadsd.vartkally. APplicabulty of design parameters and proper incorporation of component Is responsibility of building designer - not truss deelsmr. Bracing shown is for lateral support of IndMdual .web members only. Additional temporary bracing to insure stability during conatructltm Is the responsibility of the arsator ti Addithrortl permansa Iti ka lip el the-owrail strucW4 M the responsibility of the butia)np deelgner"For'perwral piddsrtca" rvgatding isbileation Quality oordrel, storage, delivery, erection, and bracing consui3 OBT 88 Qwdlty Standard, D6B• _ y elt Braeing Specification, and I11B-91 Handling Installation and Bracing RocommenAsi len available tram Trues - plets Indnuts, Baa D'OW00 Drive, Madison, VA 63719 - MiTek lubtTles, Inc. . t.nI'�10'-:;a=a7IQ.•AA1 '!tit a:ii.we'nnwl`ti'vat`tw=wiion�r.t 53.8 63-8 CSI DEFL Q Qa� uden TC 0.30 VeR -0. 2 "'Rag BC 0.16 Vert -0.05 2.4 :-Ogg WB 0.00 Morz o 0.00 wet let LC LL wan Udell w 380 Connect truss to girder wit Si pson or equal I)IIq_— hanger. PLATES GRIP M20 220/195 Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.t QBtr-G TOP CHORD Sheathed, except and verticals. BOT CHORD 2 X 4 DF No.1ABtr-0 BOT CHORD Rigid calling dlreotty applied or 64.0 an center breoing. WEBS 2 X4 DF Stud/Std-O REACTIONS Qb/slze) 2--302A)-34,4w190/0-3-8 FORCES (Ib)- First Load Case Only TOP CH ' 1-2■23, 2.3.0, 34--155 BOT CHORD 2-4.0 NOTES 1) Ail plates ere M20 plates unless othervilse indicated. 2) This truss has been designed for it 10.0 psi bottom ohord live load nonconcurrent with any other Itw loads per Table No. 18-8, UBC -94. 3 A plate rating reduction of 20% hes been appplied for the green lumber members. a) This truss has been designed with AN31lTPP1.1995 criteria. LOAD CA3E(8) Standard ®WARNING - Verify design puremr•rrr.1 and ((Mb NOTEN ON 77113 AND RF.VF.RSE SIDE BErOAF. USE January 18,2001 Design valid for use.onty with MITalt connectors This dgglgn Is based only upon parsrtroters shown, and is for an individual building component lobe Installed and loadsd.vartkally. APplicabulty of design parameters and proper incorporation of component Is responsibility of building designer - not truss deelsmr. Bracing shown is for lateral support of IndMdual .web members only. Additional temporary bracing to insure stability during conatructltm Is the responsibility of the arsator ti Addithrortl permansa Iti ka lip el the-owrail strucW4 M the responsibility of the butia)np deelgner"For'perwral piddsrtca" rvgatding isbileation Quality oordrel, storage, delivery, erection, and bracing consui3 OBT 88 Qwdlty Standard, D6B• _ y elt Braeing Specification, and I11B-91 Handling Installation and Bracing RocommenAsi len available tram Trues - plets Indnuts, Baa D'OW00 Drive, Madison, VA 63719 - MiTek lubtTles, Inc. . t.nI'�10'-:;a=a7IQ.•AA1 '!tit a:ii.we'nnwl`ti'vat`tw=wiion�r.t Job ruse . I FMTTYO . R6379097 M915 K2 MONO CAL HIP 1 1 F .,was w,,,u , c✓Y„\V, M vVVV , �•w� o vu. , ,air. nx..n uww.. , w. ...0 v.... .v , ,.-M., ,.w , rode I 1.6.121-11-111 63.8 Scale = 1:13.6 18-0 1.0.12 0-4-•15 3313 4x8 \\ 1 1 LOADINO (pa. TCLL 16.0 TCDL 16.0 BCLL 0.0 BCDL 7.0 8.00 fiT 2x4 — SPACING 240-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr ' YES Coda UBC/ANS196 1.5x4 11 1.6-12 1-6-12 Cst TC' 0.17 BC 0.09 WB 0.07 3-2-1 1.5x4 11 4 Connect truss to girder x with Simpson or equal 4x4- — hanger. 2-1-7 DerL(n (loo) Waft PLATES GRIP Ven L .0 S-tf >e99 M20 220/196 VVIR 0.01 1-2 >999 Horz(TL) 0.00 s n/a ted LC LL Nin Udefl +a 360 . Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No. I&Btr-O TOP CHORD Sheathed, except and vertloals. BOT CHORD 2 X4 DF No.1&Btr-G BOT CHORD Rigid ceiling direotiy appiled or 10." on center bracing. WEBS 2 X 4 DF 6tud/Std-O R11ACTIONS (Ib/size) 60190103$, 2■302/0-3-@ FORCES (Ib) - First Load Case Only TOP CHORD 1-2u23,2-3 ,271,34-0,4-60-111 BOT CHORD 2$■235 5.6=235 WEBS 3-6=35, !3.60-241 NOTES 1 This truss has been chocked for unbalenoed loading conditions. 2 Provide adequate drainage to prevent water pending. 3 All piates are M20 plates unless otherwise Indloated. 4 This truss has been designed for a 10.0 par bottom ohord live load nonconctlrrard with any other live loads per Table No. I", UBC -94.. A plate rating reduction of 20% has been applied for the preen lumber members. This truss has bean designed with ANS1141 I-1995 criteria. LOAD CASE(S) Standard WARNING - Verify design Irrrrantetera and READ NOM -5 ON THIS ANI) REVERSE SLUE 116FORE (ISE Design vara for use only with MRek connectors. This design Is baso only upon parameters enown, and Is for an Im:110durd building component to be installed and loaded venkaliy. Appitcabidly of dseign parametere and proper Incorporation of component is responsib=ly w bundmg designer — not trues dealgnar• Bracing shown is for lateral ouppon of IndMdual .web members only. Additional temporarybreeing to Insure stabillty during construotlon Is the reaponalbmty of the erector. tbt Addtaoner peimenent bracing of the overall strWure is tine reaponalbgtry at the building designer. Fat general guteenea w,c�- �E *r�� regarding fabrication, quarry control. storage, delivery, sraotlon, and bracing, conet;,t QBT-dg Qt;allty Standard, DS@= QA @raotnp 6pioHtcatien, and HIR -et Handling Installation and @raoing Reoetnmendatien available from ituti" ' I�, . ante InitH'ute, seg D-Onohlo Drivti, Madigan, ver $3719F M1 Industries, Inc. In-I_i0f)n .+—a7.Ic nr� _ .. '!1tJl calulcnnwlr •val:(w--w1 January 98,2001 lon'.1 I ..I A A 7 Job ruts I nme type DEFL 0� (la) Vdsfl PLATES GRIP N1915 K4 MONO CAL HIP 1 1 R6379age 1 8-0 3-812 -11.1 534 Scale = 1:19.7 1 8 0 3$12 0.41 13-13 4x4 1.5x4 11 1-11-5 3.812 4-2-1 5-3.8 1-11-6 1.7.7 D-74 1-1-7 Connect truss to girder winSimpson or equal 1 - hanger. LOADING TCLL 8. SPACING 2-0-0 Plates Increase Cal DEFL 0� (la) Vdsfl PLATES GRIP 1.15 TC 0.17 Vart(LL) -o. 2 s999 NM 220/166 TCDL 16.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.05 2.5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hoe( 0.00 5 n/a BCOL 7.0 Coda UBCIANSI95 1st LD LL Mn Udell ■ 360 Weight: 23 Ib LUMIlts-R BRACING TOP CHORD 2 X 4 DF No.1&Bt -G TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 DF No.1&8tr-G BOT CHORD Rigid ceiling directly applied or 10.0.0 on center bracing. WEBS 2 X 4 DF Stud/3td-G REACTIONS Obtalze) 5-180/0-3-8, 2■302/0-3-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2123, 2.3■ -116, 3-400, 4-6 -66 BOT CHORD 2-6-102 WEBS 3-5-143 NOTES 1 Thi" truce hes bean checked for unbalanced loading conditions. 2 Provide adequate drainage to prevent ureter pondinngg. 3 All plates are M20 plates unless otherwise Indloated. 4 This truaa has bean designed fora 10.0 paf bottom chord live load nonconcurreni with any other live loads per Table No. 16-B, USC -94. 5 A plate rating raductlon of 20% has been applled for the green lumber members, 6; This truss has been designed with ANSI/TPf 1-1996 oriterta. LOAD CASE(3) Standard A WARNING - Verify design parameters and RF.A0 NOTES UN TUTS AND REVERSE S1DF. &FFORF. OF Design vaad for use only With Mrrsk connectors. This deelgn Is based only upon parameters shown, and Is for an InQvmual building component to be Installed and loaded vsrdcalty. Applicability of design parametara and proper tnoerpora0on of oomponent Is responsibility of building deaigner- not trues designer. Bracing shown is for tataral support of Indlvldual rob members only. Additional temporary bracing to insure stability dining construction is dw reaponelblllty of the erector, or Adalaonel peimaileni bracing of the eveng ltNOture h the responsibility of the building daslyner. Rt paAeral guidance regarding fabrirabon, quality coMrel; storage, delivery, ereodon. and bracing,ronault`119746 Quality Standard, DBI1- ".9radnD spectllutlon, and HIB -e1 itandllnp Uiatallaflon and Bracing'Raeemmendation available from Trues " f " z Plate tnatitute, 001 D'Onofrlo Drive, Madison, WI S8719 NITA Indu51f1IAg. Inc. Int/cA -J_071(1-AAl -%i I c,3IvIennui..-.v:iIrlu-" wi4fn''ril'I_Inn7 January 18,2001 RI.11P.f` Job rust e 2.0-0 CSI bM fvt915 32 ROOF TRUSS Udefl 1 R6379699 �?I 1 --- . .... ..,....., ......»... . .... ..... ..o„ .v ,,.w.-rI &wI rage -I 24}0 { Scale d 1:10.8 Connect truss to girder with Simpson or equal — —..— hanger. LOADING (pa!) TOLL 18.0 SPACING 2.0-0 CSI bM &) 000 Udefl PLATES GRIP Platen Increase 1.15 TC 0.15 VeA(I.L) -0.00 2 3-M Wo 220/185 TCDL 15.0 Lumber Increase 1.15 BC 0.02 Vert 0.02 1.2 :.884 BCLL OA Rep stress Incr YES WB 0,00 Hors(TL) -0.00 3 Na BCDL 7.0 Code UBC/ANSI95 (MAW4 1 et LC LL Min Udefl ■ 380 Weight: B Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr-0 BOT CHORD 2 X 4 DF No.10(r-0 REACTIONS pb/aize) 3=1&40-3-8, 2=225/0.3-8, 4=14/0-3-8 4=14/03-8 Max Grav 4%W(load case 2), 4■14( d oats 1!l FORCSS ((fiIb) - First Load Case only TOP CHORD 1.2045, 2.4edo0 BOT CHORD 2-400 C1L1GN0 TOP CHORD • Sheathed, BOT CHORD Rigid oelling directly applied or 8-0-0 on center tracing. NOTES 1) All piston are M20 plates unless otherwise indicated. 3�This truss hes been designed for a 10.0 per bottom chord live load nonconcurrerd with any other live loads per Table No. 18-8, UBC -84. A plate retIng reduction of 20% has been aPplled for the green lumber members. 4 This truss has been designed with AN3 1-1995 Criter a. LOAD CASE(S) Standard ®WARNING - Verify design petImnoters and'READ NOTES ON THIS ANI) REVERSE SIDE HPFORH USN January 18,2001 Design valid for use only with MrTak connectors. This design Is based Cory upon parameters anorm, ens M for an thdmal budding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of , component le reeponalblltty of building designer — not =AS designer. &acing, shown to ror lateral support of IndMdual woo members only. AddittWW temporary bracing to insure stability during construction Is the responsibility of the erector. ' >M Adohloiiel peimaneM bracing 011he overnlfeWeNre Is Ne`renponeMllly et tlfe�bugdttg regarding fabrication, quality contra, storage, delivery, erection. and bracing aonsuft UST -88 QuelHy Standard, 088- eti Brseing SpecillestloNafid XI8.e111andling Irytellatten doe ereetng FteeOeueeedt0on evetisWe from Trues Prete tnititute, 663 WOW& Ddvs, Madison. W1 $3110 MiTek IndYeteies, Inc, —�---.." .—II6AkiI-"-1'WWWninns.^.01 lip. PtnI+roc._ -j— .nll I- i ..._ Job (care 8.0 N88 2-0.0 1.15 Cal TC o.15 b"L pr� Vert L -0.00 M915 34 ROOF TRUSS 6 1 R63797o1 moea TU_MF8TR ELlulryu. CA 9510 3111 1-2 X999 >864 M120 220/196 1-0-0 2-0-0 3-11-11 Scale u 1;15.8 1-8-0 2.0-0 1-11.11 1 2.0-0 --V I ss to girder )n or equal hanger. LOADING TCLL (care 8.0 SPACING Plates Inorease 2-0.0 1.15 Cal TC o.15 b"L pr� Vert L -0.00 (loo 2 Waft PLATES GRIP TOOL 16.0 Lumber Increase 1.15 BC 0.02 VeA(TQ 0.02 1-2 X999 >864 M120 220/196 BCLL 0.0 Rep Stress Incr .YES WB 0.00 Norz(TQ -0.00 3 n/a BCOL 7.0 Cade UBC/ANSI96 (Mabrbt) 1st LC LL Wri Waft ■ 3eo Weight: 11 Ib LUMBIM TOP CHORD 2 X 4 DF No.I&Btr-O BOT CHORD 2 X d DF NoA&Btr-O REACTIONS Qb/slze) 4.68/0-3-8, 2-225/0.3.8, 5n14f)3-8, 3=75/0-3-8 Max Orav 5-33(load case 2), 3=751[toad ease 1) FORCES b - Frst Load Case Only TOP CHORD 1-2m46.2-3-50,3-4=21 BOT CHORD 2-6■0 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 6.0.0 on carder bracing. NOTB3 1 All plates ere M20 plates unless otherwise Indicated, 2 This truss hes been designed for a 10.0 paf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 3 A plate rating reduction of 2096 has been a led for the green lumber members. 4 This truss has been designed with ANSVTPI 1.1885 crtterle. LOAD CASE($) Standard A WARNING - Vei-�fy design purdmetei-x and READ NOTES ON T111S AND REVERSR SIDE BEFORF. USE January 18,2001 Dselgn valid for use only with MiTak connectors. This design is based only upon peramaten Mown, and Is for an Individual building component to be Instelled and toaded vertloaay. Appllcablllty of design paremetens and proper Incorporation of component is rosponsibllIty of building designer.. not truss designer. Bracing shown ils tot lateral euppon of Individual web members only. Additional temporary bracing to Insure stability during construction to the reeponalDgnyof the erector. ,t r Additional psimanen(eraaittg of Itis over411 evlietu`re u the rispondbpliy of dw bussing aeslgnei. For yen r"j piddenee V' ' - E + "6 4 regarding fabrication, quality control, storage• deliveryarestlon,"bracing, eoneun OBT4ee quality Standard, 0811.- Nil 89•0racing 8pacifloado' n, end H341 Handang Instalietton and Bracing eacommandation available from Trus - . Plats Imttium, 583 O'Onome Drive, MAIM UStI'IEb: U1C. ` `"w'' r ^t 3"` «r ?!'+ f ' + �. .'f •. ani:/7 c.. J=C710_•f1A1 rykll e3IUIennMI-,V71,IWHOA• I I_IAA7 'R!1_'uer job I nrsf ipg LM. DIM (In) (loc) Vdefl M915 32A ROOF TRUSS 1 E R6378700 I 2-" l r .�. • •.r .rte.. .r . I.- - 1 raga 1 SCalB ra 1:9.2 Conc>W ttfluw to girder - Twi Simpson or equal LOADING Tel TCLL e. SPACING 2.0.0 Plates Increase 1.13 Cal DIM (In) (loc) Vdefl PLATEa GRIP TCDL 16.0 Lumber Increase 1AS TO 0.05 SO 0.02 Ve L) .0% 1 >999 Vert -0.00 13 >-Im M20 2201196 13CLL 0.0 Rep Stress Inor YES WB 0.00 Harz ) 0.00 2 We SCDL 7.0 Code UBC/ANSI96 (Pleatrbo let L L Nin Vdefl a 380 Weight: B Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr-G TOP CHORD sheathed. BOT CHORD 2 X 4 DF No.16Btr-a BOT CHORD Rigid ceiling directly applied ar 6-0-0 on center bracing. REACTIONS kClze) 1=76/0-3-6, 2=6va33, 3=14 33, 3=14/03.6 16tax Gray 343(load case 2), 3a14(lood case 1) FORCES (Ib) - Find Load Case Only TOP CHORD 1-2023 BOT CHORD 1.340 NOTES 1) All plates era M20 plates unlesa otherwise indicated. 2 This truss has been des�'gned for a 10.0 psf bottom chord live load nonconcurrent with any other Ilya loads per Table No. 16-8, UBC -84. 3 A plat*. rating reduotion of 20% has been applied for the green lumber members. 4 This tru3s has been designed with ANSVTPI 1-1895 critaft. LOAD CASE(S) Standard January f8,2001 aclntlo"culcauen, ano nut n nanarin@ Inerauarlon ano arcane necammanaauon avaunsla Imm .00 - `I ; _ friatuf0.'+`es D OnofAo orriia; WAtua s tM @E71@1 �� ? �'Yr + 'kk;:TS sTak d rr +,� ., "' =ATa( 6da ries, Inc. —1n1 ilcz 1•--a �.1�•n1l "'� `' .-1NI .C]L111Cf1(IAII VaIaW WHIf1 .lfl=-lnni' UeP_ Job ruse TrussIpe ---7 CSI DEFIL (n) slot) Vdeil PLATES GRIP TOLL 6. Plates Increase 1.15 TC 0.06 R63797oz M815 S4A ROOF TRUSS 1 1 BC 0.02 ...---'-• -- '---... _.-..----' -— . — .... — ... . —.1. wv, reue _r 2-M 3.11.11 Scale m 1;14.3 2-0-0 1-11.11 I 2.0-0 sct truss to girder Simpson or equal Z--� hanger. LOADING (psi SPACING 2-0.0 CSI DEFIL (n) slot) Vdeil PLATES GRIP TOLL 6. Plates Increase 1.15 TC 0.06 Van -0.00 9 )-999 M20 2201185 TCDL 15.0 Lumber Inorease 1.15 BC 0.02 Vert -0.00 1-4 >-M 13CLL 0.0 Rep Strom Incr YES WD 0.00 Hors L) 0.00 3 Na BOOL 7.0 Code UBC/ANS05 (Matro 1 st LC LL Mn Vdell is 360 Weight: 8 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.16BV-G TOP CHORD Sheathed. BOT CHORD 2 X 4 DF No.1&Str-G BOT CHORD Rigid calling directly applied or 8.0-0 on center braoing. REACTIONS Qb/alze) 1■78103-8, 3ai8/O-3-8, 4■1410-3-8, 2■l2OlO-3.8 Max Grav 4=33(losd case 2), 2=120(load case 1) FORCES Ob) - First Load Case Only TOP CHORD 1 -2w23,2 -3w21 BOT CHORD 1-4.0 NOTES 1) All plates are M20 plates unless otherMse Indicated. 2 This truss has been designed for a 10.0 paf bottom chord live load nonconcurrent with any other live bads per Table No. 1". UBC -94. 3A plate rating reduction of 20% has been epplled for the green lumbar members. 4 This truss has been designed with ANSIlfPI 1.1896 criteria. LOAD CASE(S) Standard ®WARNING - Verify design parameters and. READ M07FS ON THIS AND REVERE SIDE BEFORE USE Oaaign varid for Las only with UITsk oonnsotcrs. Thin daaipn is basad Only upon paramatea shown, and is far an individual building component to be installed and loaded vsrtloally. Appgosbility of design pararnsiers and proper Inoorporalton of oamponent to roeponsiblUty of building designer — not truss designer. Bracing shown Is for lateral support of Individual web membereeoonly�Additional temporary bradng to insure etabtllty.during construction Is the roeponalblilty of the erector. Im r� Aadlnonai pemwtent bredngbf the I(i au eWeture ie the reeponeiD * of lite bulleUg`' aealgner. Fm'peneral p ldsnce' t` ` regarding fabrication, quality control, storage, delivery. erection, and bracing, ooneue G8T-6 Quality standard. Das- sa Snioing gp.oifloetion, and HIS -01 Roma tqp 1rutle tallon and 6reoln'g INoommandeflon evenabte from Truaa 141 Plata Institute, 363 D'Onofdo Delve, kndteon. VA 53719 A& ek Indtuttim; lnce i'nlin I—c2'1`c+'�"n ►l" _ ;ntit-catulcnnkIlk.valiw—lul January 18,200! t .,s 4' ion --Il—•Inn7.,=-•al uer .._ job Truss -rues ry M973 86 ROOF TRUSS 6 7 R5379703 -- --- -• �. .� — . ............ 1 —.� LVW r rage i 1 B-0 2-0.0 5-11.11 Scale = 1:20.8 1 e-0 2.0.0 3.11-11 0 6.00 FIT ry 3 4^_ Connect truss to girder ' with Simpson or equal 2-0-0 hanger. 2-" LOADING (psQ TCLL SPACING 2-0-0 Plates C91 DEFL29(loo) IIdeA PLATES GRIP 118.0 Inoreasa 1.15 TO 0.19 VeA(LL) - 2 b88B NI20 220/1193 TCDL 16.0 Lumber Increase 1.16 SC 0.02 Vort(TL) 0.02 1-2 >894 BOLL 0.0Rep Stress Inor YES WB 0.00 Horz(7L) -0.00 4 Na SCDL 7.0 Code UBC/ANSI95 (Matrw 1st LC LL Ngn Udefl a 380 Weight: 14 Ib LU M 5P -t ERACING TOP CHORD 2 X 4 OF NoA&Str-G TOP CHORD Sheathed. BOT CHORD 2 X 4 OF No.166tr-0 BOT CHORD Rlgld calling directly applied or 8.0.0 on center bracing. REACTIONS (I 4■12W0-3.8, 2■225/0-3-8, 5-14/0,3.8, 3.137/0.38 )We) I z Orav 5--330oad case 2), 3--137(load case 1) FORCES ((lb)) - First Load Case Only TOP CHORD 1-2-45,2-3-50,34w43 BOT CHORD 2-5.0 NOTES 1) All plates are MVO plates unless otherwise Indicated. 2) This tnrsa hen been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 18.15, UBC -94. 3) A plate rating reduction of 20% has been applled for the green lumber members. 4 This truss has been designed with ANSUT 1-1995 criteria. LOAD CASE(S) Standard ®WARNING . Verify design pat-airteters and READ NO7'F-S ON THIS AND REVERSE SIDE BEFORE USE January 18,2001 Design valid for use only with MRsk connectors. This design Is based only upon parameters ohms, end is for an Individual building component to be Installed and loaded vanloaily. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not trues deelgner. Bnreing shown to for lateral support of IndMdval web mambsm only. Addigonai temporary bracing to Insure stabwty during construction to the responsibility of the erector. >re Adaaldnai permeneN biacinip of the'overali etrtroturs la the ris0�slbmty 01 lite 0uhd;ng deelgne%Fo'r general guidance' a n _ regarding fabrication, quanty control, storage, delivery, erection, and bracing, oonsuit ST -6e Qwtlry standard, 089- r ,d ea,eraetnp S*fflcatlon, and HIB -91 Mandling tnstaiiatlen and aricing Recoremandatloe available from 7ruit _ Plate Institute, 563 D'Onofrlo Drive, Madison, WI 687171 Ml•T IndUsfries, Inc. InI ia,r" a=r7I0 Ali r yr ..err 1AI1'e3iui`enn►ir,-\i w - .'` wuon :I"i=inn7_ jot) TrUrA area 2-0-0 1.15 Cal TC 0,16 DEFL Vert M915 Sv ROOF TRypeUSS g TCDL R6379705 most 1.16 BC 0,01 L Vert�TL; A.0000 0.02 22 1-2 _._ __ ........... a� ......,a...w, liw, i nu tan no 17MY:44 ZUD'f-pag9� -1-8-0 Scale = 1:9.7 1-8-0 LAADING TCLL (pa 1s.0 SPACING Plates Increase 2-0-0 1.15 Cal TC 0,16 DEFL Vert (In) (roc) Ude11 PLATES GRIP TCDL 16.o Lumber Increase 1.16 BC 0,01 L Vert�TL; A.0000 0.02 22 1-2 1-999 1-899 M20 220/196 BOLL 0.0 Rep Stress [nor YES WS 0.00 Horz(� -0.00 3 No SCOL 7.0 Code UDCIANS196 (fVlatra0 1st LC.LL H6n Uden a 360 Weight: 7 Ib LUMBER TOP CHORD 2 X 4 OF No.14Btr-G BOT CHORD 2 X 4 OF No.11ABtr-G REACT10NS (Ib/aize) 3= .3. -14/08, 2.222/038, 4.10/0-3-8 MyucUpIIR30-14(load case 1) Max Grov 4-26(loed case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=45,2-3m.50 BOT CHORD 2-4ft0 BRACING - TOP CHORD Sheathed, BOT CHORD Rlgld telling dlreotly applied or 8-0.0 on center bracing. NOTES 1 All platen are IWO plates unless otherwlae indicated. 2 This truss has been designed for it 10.0 paf bottom chord live load honconcurrent wnh any other live bads per Table No. 1&B, UBC -94, 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 Provide mechanical oonneotlon (by othere) of truss to bearing plato capable of withstanding 14 Ib uplift at Joint 3, 5) This truss has been designed with ANS PI 1-1995 criteria. LOAD CASES) Standard A WARNING • Verifj• de•tiRn pai-ametcrs and RHAD NOTES ON MIS AN/) REVERSE SIDE, BEFORE USE J4nuary 98,2001 Design velld for use only Win MITek oonneeters. This design la based only upon parameters ehewn, and is for an individual buftng component to be Installed and loaded vsrpeally. Applicability of design parameters and proper Inoorporadon of component la teaponammty of building dstignor-or ntrues designer. eraetng shown Is for Iauntl support of Individual- wgb members ony. Additional tempiorary bracing to Insure etablllty duflnp dor atruMon la the responsibility of tha erector.mkrb a <; rs v F Aaddonafpvrmanen[tireclnpofthe'ove�ran`ttnidurets'thi�rtittoaiftilgty�lhebWdlnyaeslpneFoigenetal"gw0anos.«�.;1,:,.tit ..,�a.�ytit`�, ragarding fabrlcsilon, quality control. storage: delivery, eregdorl, and bracing consult f2sT48 quality Standard. Dsp- ti e+f.+ �si«,.1-»�+... ,r Yr r�i u>+�:- � �« �, t+lete Inatt{.ute; itl9 D'Onofrlo Orlva, Wd' .rt .-'"VA "x j-" j� ^s9JIreelnp8paeircatlon;end HIS41 handlingInatalletlon and Yrecing ReenmevallablefromTrues `n+len wl 0771811 'd, ` t ; '_ ` I �T ° •- Inti/OC:s'=.1�=�R7.1 C, (I AI ' - .'lAI1. C71 L I C(1(IAI I.d4V71 IW���` IA11-f1 1 7E161`1 7 Job FUEL& FW -Type wZ`1 hanger. MIS 86A ROOF TRUSS 2 1 RS379704 2-0-0 2.4.0 111 6.11.11 Scale = 1:19.3 &11-11 3„ Connect truss to girder with Simpson or equal REACTIONS Vb/slze) lw76/D-3-8, 3m12O/O-3$, 4ml4/0,4. 2■lBVO.34 max Orav 4=330oad rise 2), 2-1820cad cane 1) FORCES Ob) - Farst Load Case Only TOP CHORD 1-2■23, 2.343 BOT CHORD 1-4-0 NOTES 1) All plates are tYUO plates unless otherwise Indicated. 2 This truss has been d®sl00nad fora 10.0 pal bottom chord INa load nonconcuFrent wnh any other Ilve bade per Table No.16.8, UBC -94, 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 This trues has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) ' Standard 2x4 �-- wZ`1 hanger. 2-0-0 E 2-0-0 LOADING(paf) SPACING 24)-0CSI DEFIL (In) poo Vdafl PLATES GRIT TOLL 6. Plates Increase 1.16 TO 0.19 Vert(LL) 0.00 >989 M20 220/195 TCDL 15.0 Lumber Increase 1.16 BC 0.02 Vert(rL) -0.00 1-4 :PM l3CLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 7.0 code UBC/ANSI96 (Matrix) tat LO LL Min Vdefl = 360 Weight: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No. 1&Btr-Q TOP CHORD Sheathed, BOT CHORD 2 X 4 DF No.1&Bir-0 BOT CHORD Rigid ceiling directly applied or 6430 on center bracing. REACTIONS Vb/slze) lw76/D-3-8, 3m12O/O-3$, 4ml4/0,4. 2■lBVO.34 max Orav 4=330oad rise 2), 2-1820cad cane 1) FORCES Ob) - Farst Load Case Only TOP CHORD 1-2■23, 2.343 BOT CHORD 1-4-0 NOTES 1) All plates are tYUO plates unless otherwise Indicated. 2 This truss has been d®sl00nad fora 10.0 pal bottom chord INa load nonconcuFrent wnh any other Ilve bade per Table No.16.8, UBC -94, 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 This trues has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) ' Standard Job (pafj SPA01NO 2-0-0 C91 DFFL M916 SW ROOF TRUSS 8 1 RS379706 a I INVU MTOKn es, InC. Thu n agB 1 8 0 1.6.8 Scale = 1:9.7 1.8.0 1.0-8 LOADING (pafj SPA01NO 2-0-0 C91 DFFL Qn) 00c) Vdeft PLATE$ GRIP TCLL 16.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 Z >989 M20 220/185 TCDL 15.0 Lumber Increase 1.15 BC 0.01 Vart(fL) 0.02 1-2 >889 BOLL 0.0 Rep stress Incr YES WS 0.00 Hwz(TL) .0.00 3 n/o BCDL 7.0 Code UBCIANS196 (Matrbo 1 at LC LL Nn Wail ■ 300 Weight: 7 Ib LUMBER TOP CHORD 2 X d OF No.1SBtr-O BOT CHORD 2 X 4 DF No.18Btr-O REACTIONS (Ib/slze) 3-14/04-8, 20,222/044, 4.10/0.3-8 Max Upllfl3m-140oad case 1) Max Orav 40,250oad case 2) FORCES (ib) - First Load Case Only TOP CHORD 1-2-46,2-3-60 BOT CHORD 24■0 BRACING TOP CHORD Sheathed. BOT CHORD Rigid calling directly applied or 64)-0 on center bracing. NOTES 1) All plates are M20 plates unless otherwise Indicated, 2 This truss has been designed for a 10.0 put bottom chord live toad nonconcurrenl with any other live loads per Table No. 16-13, UBC -414, 3 A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uptM at Joint 3. 6) This truss has been designed with ANSVTPI 1-1996 criteria. LOAD CASr(3) Standard ® WARNING - VeriJv design parameters and READ NOTI.3 ON THIS AND REVERSE SIDE BEFOR(: USF, Design valid for use only wnh HITak aonnsetors. This design Is based only upon parameters shown, and Is for an Indlvldual building oompensnt to to inttaned and loaded vertieally. Appitrebany of design parameters and proper Incorporation of oompooent it responsibility of building doelgner - not Was deetgner. Bracing shown is for lateral sumn of Indwual nab members onty. gdd�uonal tunporary Dneing m incur eataD Ely quNng conatrudl041 ilia meponatWgty of the erector IdUft Addhlonal petrtt�let8 breclerepartling fabrication, OuaUty cnmrol, vtarage, dvlNvey, vraotfon, tad tuaang, CcneUlt QeT quatrty 8fendetd, Ds& r tr ,rr Be Brsetn� 8peenieedan, ane M"I Henad.0 led. tetlon eM BradnB tivcommandatlon avalltbb front 11{tti r` Plate Inetltute, 583 D'Onoldo Drtvv, Yvdlson, tAll 3371GMlrek Q6st&s, �nc. �,„rinl'iit:a=a7;l`e�nni1`" January 18,2001 • r }t�f•�i���-`Y�[��3�YIY.-'f.'�•�i'e�f} `�„+.,.`.�4n 4'4'!.ti'il .jd A J; :.•'dux. f. 'T-h.Ha6.c }�• f N '�`•i(. 1 .,.YLu �kYr,.� � � �R.� ! n,'Srt�t y +t"'rM",ryr•. y' i � n � 1, I— l n n 7.� , a l :_•, use r.._.;: `�" _ .. J-013-- ryas Truss 2-M 1.15 Csl . DEFL M8,5 SX ROOF TRUSS 1:12 1 85379707 o TC 0.15 Ve L) -0, 2 —.-w cur r rage 1 •1-8 0 t 1-11 8 Sole = 1:10.8 1.8.0 1-11-8 1 LOADING TCU. (pat) 16.0 SPACING Plates Inatome 2-M 1.15 Csl . DEFL plil (loo) Vdefl PLATES GRIP TC 0.15 Ve L) -0, 2 1,899 Mo. 220/195 TCDL 16.0 Lumber inoreass 1.16 BC 0.02 Ve CTL) 0.02 1.2 1,864 SCLL 0.0 Rep Strom Inor YES WS 0.00 Horz(TL) •0.00 3 n/a BCDL 7.0 Code UBCIANS196 (Mo" 1st LC LL Mn Vdefl m M Weight: 8 Ib LUMBER TOP CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD 2 X 4 OF No.1 &Btr-G REACTIONS b/slrs) 3■12103-8, 2■224/03-8, 4.13103-8 Max Orav 0320oad case 2) FORCES Ob) - First Load Cone Only TOP CHORD 1-2-46,2-3--49 BOT CHORD 2-4-0 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing, NOTES 1) All plates are M20 plates unless otherwlss Indloated. 2 This trues has been designed for a 10.0 psf bottom chord live load nonoonourrent wtlh any other live toads per Table No. 15-S, UBC -84, 3� A plots rating reduction of 20% has been applied for the green lumber members. 4 This truss has been designed whh ANSVTPt 1-1885 crdarla. LOAD CASES) Standard A WARNING, - Verify design puramrlrrr and MAD NOTES ON THIS AND REVF,RSK SU)E BEFORE (ISE Design valid for use ady with MI'M connactors. Thle design la based ordy upon parameters shown, and Is for an Individual oulming component to be Installed end loaded vertfcelly. Appilcablllty of deafgn parameters and proper Incuporadon of oemponem is responaNuty of building designer- not Mus designer. Bracing shown Is got lateral support of individual wpb mymbars only. Addtdonal tamporwy braving to bourn stebMfy durinp oenetnw ants the reepeneibday of the erector. a nadmonei pertnentirtt bragng of tne.overetl etnrcturs b ilia ra'ipbnilbldty of thy budding dvdpna��Fvr'paniret Butdanee ��� t regarding tebrfcatlon quaily control, storage; delivery ereetlon, and brocing voneutt g8T8 Ouallty Ste�Cerd, Dfib� f�FSa as eroofng SpenMaatlen, end NIBA1 Manentig faataaiUen and ereetep peeemmendsdon'avadable from TNa� #.'t. ���.�, Plite Instituty, 593 D Gnofrlo D 141 Medlr vn, WI uni �` - w �y ' ra e' '' ;�i�ITe1C IndYihies .,:�,_ ,. January 18,2601 y.}rpor+�S+hii ^•-.ptM..6�-.#7TH' i'y `-_. say h�/"i•t?b Job t ruaa ruse yp0 0 - M818 mess um 8X1 MONO TRUSS 6 1 R637870a --- -1-8-0 7-1$ 148-0 7-1 -8 1.5x411 . ..—moo.. ... ...v wu, rnyn , Scale: 3/8"=1' a 6.00 r1'£ 0 't t*1 2 Ini &.Bp{tCPPOING �IBLOCKING 1 ul REQUIRED Ay SUR.T 2x4 - 1.5x4 11 7-1-8 7.1.8 LOADING (pep TCLL 18.00 SPACING 2-0-0 Plates Increase 1.16 CSI TC All DEFL Qn)) (loo) VdMI PLATES GRIP 0.57 Vert(LL) 20 1 "M M20 220/195 TCDL 16.0 Lumber Increase 1.16 SC 0.28 VeIt(TL) -0.17 2-4 >474 BCLL 0.0 Rep Stress Incr YES W8 0.00 Holz(TL) 0.00 n/a BOOL 7.0 Code UBCIANSMS 1st LC LL Mn Vdefl ■ 3B0 Weight: 28 Ib LUMBtR 5RAAlNG TOP CHORD 2 X 4 DF No.186tr0 TOP CHORD Sheathed or 8-0.0 on carrier purtln spacing, except and vertloals. BOT CHORD 2 X 4 DF No.%Str-G BOT CHORD Rigid oelling daramly applied or 8.0-0 on center bracing. WEBS 2 X 4 DP 8tud/314-0 REACTIONS (Ib/size) 2=372/0-3-8, 4=280/03-8 FORCES Ob) - FIrst Load Case Only TOP CHORD 1-2.23, 2 -3■ -0, 3-0-212 BOT CHORD 2-4■0 NOTES 1 All plates are M20 plates unless otherwise Indicated. 2 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent vw th any other live loads per Table No. 1&B, UBG84. 3 A plate rating reduction of 20% has been applied for the green lumber members. 4 This truss has been designed vdth ANSVTPI 1-1885 criteria. LOAD CASE(S) Standard A WARNING - Verify design purantmers ural RP.AI) NOTES ONTHIS AND Rb VERSE' SLUGBrh'01tr USE Design valid for use only with MiTsk eonnsators. This design Is based oidy upon parameters shown, and is for an IndMdual building component to be Installed and loaded vertically. AppllcabUhy of design parameters and proper Incorporation of component Is responslblllty of butiding deelgner - not trues dealgner. Bradng shown to for lateral support of Individual web membere onlyAdditional temporary bracing to insure etabttiry durmg conatructl n le the reaponelbilty of me erector, rte Acdlnonal permanent orating of the ovat" etructare Is the roeponeibTdy_df the biffli'm designer.=For.generet,guldanee - � regarding fabrication quality control, storage, degvery, erection, and bracing, oenauff OST48 quality 8119ndard, DS& sa BeMing`Speciffostlon; and r11p41 Nindlinp Installaflon and Bracing Recommendation ivaQable from Truss Plits Inetifute, sea 0•onotdo Drive, Madison, WI 53710 M1Tek Induskles, Inc. ----•-Int iaa •A-97IV-OM elm e:IlIll lennut v31 ter w January 18,2009 an I I Irl`nn:7'?SC 1' 11 PJ' f, job I rusa ruse typeIdly % CSI DEFL (n M915 M AZA by ROOF TRUSS 1 R6378708 .__, ._. sees. _•... ,v , ,.va.1p LW 1 t'98a 7 -1-8-0 18,8 1.8-0 18.8 1 1 •t3.6 Scale = 1:9.7 LOADING WILL a. (M SPACING Plates Increase 2-0-0 CSI DEFL (n Qoc� 1ldatl PLATUS GRIP 1.13 TO 0.15' Vert -0. X,988 M20 2201185 TCDL 15,0 Lumber Increase 1.15 BC 0.01 Vert TLL 0.02 1-2 X,898 BCLL 0.0 Rep Stress Incr YES WB 0,00 Hort(T� -0.00 3 n/a BCDL 7.0 Cade USC/ANSIDS QVlatrpr) letLC LL Mln Vdeil w 360 Weight: 7 Ib LUMBER TOP CHORD 2 X 4 DF No.1&B(r-G BOT CHORD 2 X 4 DF No.1 &Btr-G REACTIONS Qb/stce) 3-14M-3-8.2-222/0-3-8,4-IQ/0-3-6 MW Upl'r M3 140oed case 1) Mex Orav 4=250oad case 2) FORCES Qb) - First Load Qua only TOP CHORD 1.2-45,2.3-50 BOT CHORD 2-4■0 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 8-0-0 on center bracing. NOTES 1) All plates are M20 plates unless othervviee indicated. 2 Thia truss hes been designed for a 10.0 psf bottom chord live load nonoonourrent vft any other live bads per Table No. 16-8, U60-94. 3 A plate rating reduction of 20% has been applied for the green lumber mambers. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 3. This truss has been designed with ANSV('PI 1-1885 criteria. LOAD CASE(8) Standard 'A& WARNIN(,r- Verify design /rurafnaters and READ NOTES 0AI THIS AND REVERSE SIDE BEFORE USE January !8,2001 Design valid for use only with Ni ek eonneotors. This Ofiign is Meed Only upon parameters shown, and is Wan mvidual bullding component to be Installed and loaded vertically. Applicability of destpn parameters and proper Incorporation of component Is responelbWty of brdding designer - not trues dealgner. Bracing grown Is tot lateral support of IndWu.l , web membiis only Additlonal temporary bracing to insure stability during construction to the responelbglty of the erector. -Addhlandparm.nardt,raatnportfaavarandrualu`ra4fh•iaepenammtyetlrebuadingdeslgnerFatgeneralpttidenee_ m+.r� �;;�, , ., �,a 1#",., �•�>.,, ;�''� rspnrding f�abdi aticn 6idity eontiol,`aoragi delivery, sfaction, and bracing, ee6i cult QSTJe qualft 8btnmM, DOB ` t9 Biidng 6pecHicallih and HIB -LT Hendllna Installation sad 9ractn9 Rieommendatlon rivallable itom Tnias x lci2vim Pinta Institute, 583 D Onotrlo Drive; reedlsen, WI W718 ; _ t i + t �• �IIiITlK �tidNSlf7eS, M. 4a =3S F 'k...' .fa ,[ �.^ �.>.. ' .. `! : 7zi.. .i" j . ir-''3s'^!.Y' ;wIL-`_rf. y --"inIsinnl ,.l -a 7,10 (1�I� . _._._.__ .___.�_�. gut e�tulenn►Its.val:Ilu-- luWnlf`i`l-lnni=w e SPACING 2-0.0 Plates Increase 1.15 ruga lype DEFL CN Qoc) I/defl PLATES GRIP M816 mnww um S2: rM.-Cnn— ROOF TRUSS 3 1 R5379710 oK Induallries, Ino. a ggg 4-$-0 1-7-6 Scale = 1:9.9 1-0-0 1.7.8 1.73 1_7-9 LOADING � TOLL e. SPACING 2-0.0 Plates Increase 1.15 Cal DEFL CN Qoc) I/defl PLATES GRIP TO 0.15 Vert(LL) -0.00 2a )-999 Wo 220/185 TCDL 15.0 Lumber Increase 1.15 BC 0.02 VeA(TL) 0.02 1-2 >838 BOLL 0.0 Rep stress Incr YES WB 0,00 Horz(TL) -0.00 3 Na BCDL 7.0 Code USCIANSISS Qrlatrix) 1st LC LL Min Vden a 380 Weight: 7 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr-G DOT CHORD 2 X 4 DF No.1&Btr-G REACTIONS (Ib/nize) 3=4/0 3.8, 2=22ua3-8, 4=11/0-3$ Max Uplift3u-8(load case 1) Max Grav 4-27Qoad case FORCES pb) - First Load Case Only TOP CHORD 1-2-46,2-3w-60 BOT CHORD 24.0 BRACING TOP CHORD Sheathed. BOT CHORD Rigid calling directly applied or 8.0.0 on center bracing. NOTES 1 All plates are M20 plates unless otherwise indicated. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live, loads per Table No. 16-13, UBC -84. 3 A plate rating reduction of 20% has been applied for the preen lumber members. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withatanding 8 Ib uplift at joint 3. 5 This truss has been designed wITh ANS Pl 1-1995 criteria. LOAD CASE(a) Standard ®WARMING - Verify deriRn parameters and READ NOTES ON 7t11S ANIS REVERS/' SII)B aRFORFS USC January 18,2001 Design vard for use Guy %0 stmrk oonnootors, This destgn Is basad only upon pammetenr shown, and to for an Individual Wlding component to be Irmattod and loaded wrdcally. Applicability of deslgn parameters Gird proper Incorporation of oo nponsnt is responsibility of bulkWw deslgnor - not truss designer. Drift shown Is for lateral support of individual •,a„ , web me ib;r-v'onIr,'Addldonal temporary bracing to Inoum.stablllty during construction Is the ree-poriet ft 61 the iuector. ....�, r=Y',if k£, alk R -"; tr ..!k+ii�•.w-a .q&`�,� Additionelpennanertt braetrtg oTIre overetl etnrdure fe tne_responalDWty 01 toe DWdtrtg deelQrter For general gtddattce regerdtng febdoacon, yuatlty control, Morava, deliveryerection. and bracing coneNt 09749 Ouathy Standard, D99•� w �� � � k �imrti>; , � xz ___ se,ersiing t;P:atnostten, and Nie.pt Msndllri� lnetollauon and tlnaind R000mmaidatlon dvxnstui from Tntsa + ; w •. .- - r ,: _ r Plate Inetlfute, 589 010nofrl0 Ddvi,'Nadleon, Wl s3719 '•'.; , MT C �ndYsties, Inc. � 14111' af��ra=91.10- l "-r _. - _. �u:T�c�futennui�v�tatu-=1uNl t. 1 i=rnn7.�`P'li' Ilf �-� OCT.26.1998 1:22PM MITEK INDUSTRIES STANDARD GABLE END W18D SPEED 78 tifli. MEAN WALL HF1CHT 13 FT. DETAIL, t DIAGONAL OR L-8RACING � QmAx mo � RE0VJFeGAUE END m tn+� - REFER TO TABLE BEl-Oti+SMDSEXX� ir O.a Gia EN Mus BEFULLrn� EO X4 ON ONE FACE OR CONRMXUS UA R OR BTR SCAB musT BE ATTACHED TO EXCEED t O.CEAND STUD DOENOT FACE 01: THE Top Cl-MD AU UNDEA NOTCK CONNECTSCAB WRIT 1•AOW OF 100CW.tMONHARE 91,LS SPACED AT 17 O -C, MAX THE MAX OUTLOOK1.B KIT7. ts. 12 VARIES TO COMKcs TIM av rlart�t 4AA IA� /l rr CONT.... BEARING. INC. - - t 3X6 SPL. OPT. SPAN TO HATCH COHMON TRUSS - TYPICAL 2X4' L -BRACE NAILED TO 2X4 VERTICALS W/8d HAILS. 8' O -C, VERTICAL STUD —�- SECTION A -A. ACING OF VeRTICALS 12 INCH O.C. 18 INCH 0-c- 21 INCH O.0 NO. 408 P.1 i2.t2'2`9� TRUSSES AT 24' O.C. /2' PLYWOOD SHEATHING w�o OUTLOOKERS i „3Tf..,l FSLYzIo�C it9G Ttpo6r. -v4 Fi7 4 LATER ACING AS .. END VlALL� � � I o.H. FURRING STRIP OR LATH R��� SGI�IZ EzOs{� GT(1� :T�.(S� LATERAL BRACING NAILING SCHEDULE. VERT. HEIGHT. 1 0 NAIL AT 9 END UP TO 7'-0' OVER 8'-5' MAXIMUM VERTICAL STUCS HEIGHT. WITHOUT BRACE WITH LATERAL BRACE 2 - 10d 3 - 16d 4 - 18d WITH L -BRACE 14-3-12 19-'4-14 5-7-2 5-1-e 12-4-12 ti -5-4 18-1-7 s -e-3 NOTE:3FUWSH COPY OF THIS DRAwINO TO CONTRACTOR INF -FT. HAD 6EEk CHECtNP ED FOR 88 H WINE) LOAD' FOR BRACING INSTALLATIC04 rsEAN WALL HEIGHT U: 15 FT, 7,R0 V248 OEFL. CRIT. gaRAclwo SHOVN IS FOR IDLlAL TRUSS ONLY, FOR 2'COtS 5CTIIOR MALL EEO BETPROvI0E0RBY0PROJEC7 EENGINEER CONSULT BLDG. ARZHIT CT ACING OF ENCINEROOF STS TRUS TEMPORARY AND PERMAN T OR ARCHITECT. MINIMUM GRADE OF LUMBGR LOADING L (PSF 0 STR. INCR, 25 T�, y�4 Ho.l 91 L1F-1- Pi -9$ Crit, TOP 29 11 DRAWN BY 1 2X4 Md. 91 DF-LBOTTOM a to CHECKED BY 1 JAI gC, [Lec-gl REP, STRESS, YES Webs 2Xi STUD/STIR- - SPACING 24 Inch O,C. eze S' sr 67 To 7.aG1YTYAG�(- I SG oLF IS b.?Te.C•l�p -to ar.+r t=l�F �� ss S �o r,rr_c-rr�17 ttJ dCI��D�L-FC-t✓-Go,..��GTto,.l ��. oT1L-;z t �G �1.tT. r3�LG. • W �t--t-- r --id tg-d OCT 8 s i NO. G.,- 'x? 19 EXP 9-3L --A .,J ;g. 7 �MOSS LUMBER TRUSS DEPT.. ZX4 GONTINLJOLJ'�? W/2 105 0 EAGH WED MEMDEK L-OGATEP A15 H16H A5 FO'2'51DLF MAY DE LJ5ED IN L-IEW OF IJFFEI`� IWW OF DL -001<11\16. FROVIDE ZX4 DF L.ATEKAL- DRACIN6 KOOF c-)HEETIN6 FEK FL�AN5 W/3 W TO DL -O( X AT DOTTOM TOF TYf, EVE�ZY 16'-0'. 2X DL-OCKIN6 NOT KffQ'D NOT RffQLJIKffD WHEKE 'H' 15 L-Ec,75 W1 GONT, L -AT. DKGC2- THAN 24" ffa PKf-MANLJFAGTLJKff-P TRL65Ec:) qa 2,4' O.G. 'H' 2x DWOKINC5 W/ DEAKIN6 WAL-L- 2-16D 15INKEK5 EA END A 2X '�TIJP15 0 16' O.G. TYF, U. N. 0. 2X PL3L- TOF/ NOTE: FL.ATE5. DRAGIN6 TO F�EVENT KOTATION � L-ATEKAL- MOVEMENT IN AGGORPANGE W1 LJDG 15EG. 2320,12h NOT TO BE USED FOR HORIZONTAL. OK VEKTICAL- 15HEAK TKAN'5fff-K TYP BLOCKING AND BRACING DETAIL lll�;t� M iTek' October 25, 2000 Moss Lumber Company 5321 Eastside Road Redding, CA' 96001 RE: Trusses Supporting A.C. Loads MiTek Industries Inc 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 USA FAX (916) 631 8225 'TELEPHONE (916) 631 7811 MiTek Industries, Inc. Trusses are designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2x scab of equal size and grade as the top chord is required for the full panel length carrying the load. Attach with 10d nails at 12"o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. If you have any questions, please contact me at 800-772-5351. /QRpEESSIp "Y Chief ee.XR 9-30.04 Weste RY/ek _ L ...a.y-�.t�ipL'Ar?lbx�.'.+y�ik ✓+cW-'xkY:*s.5}`�•L +ki.aLgA<• i 'ke.'s'=jii'q year iw-*chi` 1CMi'i4-ir+•3•.nr .+.. �'�!. *N :.'tw.L1t K' ti.:�'',� .i .. _ Y-ic,.TY'.:.•. F� r.•Y ;. ti+. ,y>.�t��.�.r.�-tt1^''4-fal-:eM'.r;4wG {F 4�t:yY�: -`.•.'`•c� ,.� �i�.s `�� �'-�f=14�-9"'.�j�'1�,,, Te� Wit.. t,'«: r.,e . +_ 2 r-, _. •�"i•'�`� r r'��Y e4'' ^*�.' cry-�`+., *,r^.1agL'v ;�i5..+�}: f. H,. �Yy..e F,!;;a-��.a � ly-1 e� 'r.ria.e' t` : L. t � - r :�'r� r. r. -1.,4' ' . + � Y e �:3� 't� !4' . - �'F u `. �t : u:t..i � .• _ . r.�r. t ..__.�.`�.'.�e'��.`�.�a.as-.,.a,� 5.. ".,.:.,:.:>;`.a.�,�.....:.ic...:.,.._sa'�1.b.::'`5�«;s�:.,.,:[rsi•yiru�.i��.«�ix�.•��'••.�:'.R��t:...r.,3...�.•aa�Y.'-a�r�."��`;i.�...X:.`..,._�a.,':,'s;?�.''1L`�r+..t�,a....ri"'�.....,�.:=•�e ASymbols PLATE.LOCATION AND ORIENTATION t,/. *Center ptote on joint. unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of. truss and secu(ely,seot.' *For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. LATERAL BRACING j Indicates location of required continuous latero) bracing. BEARING Indicates location of joints at which bearings (supports) occur• a 9.019 Numbering System J2 J3 J4 TOP CHORDS C? c' ocr WEBS J5 0 0 w, "a ; cc 0 a '�~ U O a ~ o " -- BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHESTTO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75.91.28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 8.7206, 86217.9190 WISC/DILHR 870040-N. 930013-N, 910080-N TM mrrek Industries, Inc. O � ��� HYDRO -A/R GANG -NAIL Q PANEL TM CLIP ,,G-enerai Safety Notes Failure to Follow Could Cause Property'— Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property . owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices Of 1/4 panel length(' 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber sholl not exceed 19%at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. lumber sholl be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is,installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusse pi -e ihe•t4e�ponslbility of others unless sholvt! 13. Do not overload roa or,ftoor lrussos:wit stacks of con uc'tjon mofe•rigls. "; 14. Do not cut o ,a11'er:lfuss mei b6t or,.plate� jjj without prior Qp(601 of a•(professianol engineer. 15. Core shouldtlp'expr.Cised I(i hondlirtg;';;, ajlptipn of'trussos: , erection and iriti J © 1993 Mitek Holdingf; lr�c..::. *This symbol indicates the _ required direction of slots in connector plates. .e t * For tabular plating format refer to the MITek/Gong•Nall Joint/Plate Placement Chart. PLATE SIZE 4 The first dimension is the width to slots. Second 4 X perpendicular ' dimension is the length parallel to Slots. LATERAL BRACING j Indicates location of required continuous latero) bracing. BEARING Indicates location of joints at which bearings (supports) occur• a 9.019 Numbering System J2 J3 J4 TOP CHORDS C? c' ocr WEBS J5 0 0 w, "a ; cc 0 a '�~ U O a ~ o " -- BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHESTTO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75.91.28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 8.7206, 86217.9190 WISC/DILHR 870040-N. 930013-N, 910080-N TM mrrek Industries, Inc. O � ��� HYDRO -A/R GANG -NAIL Q PANEL TM CLIP ,,G-enerai Safety Notes Failure to Follow Could Cause Property'— Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property . owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices Of 1/4 panel length(' 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber sholl not exceed 19%at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. lumber sholl be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is,installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusse pi -e ihe•t4e�ponslbility of others unless sholvt! 13. Do not overload roa or,ftoor lrussos:wit stacks of con uc'tjon mofe•rigls. "; 14. Do not cut o ,a11'er:lfuss mei b6t or,.plate� jjj without prior Qp(601 of a•(professianol engineer. 15. Core shouldtlp'expr.Cised I(i hondlirtg;';;, ajlptipn of'trussos: , erection and iriti J © 1993 Mitek Holdingf; lr�c..::. 9 HF - Hem=Fir SPF - Spruce-Pine-Fii Diagonal brace also required on end verticals. Top chords that are laterallybraced can buckle togetherand cause collapse if there is no diago-, nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins 2q• p are attached to the topside of the top chord. or /,a" it =45° 12 —j3or \greater B' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace —� Required 10' or Greater Attachment Required e AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A PLUMB I Truss Depth INSTALLATION TOLERANCES 50" TOP CHORD; 12" 1/4" TOP CHORD DIAGONAL BRACE <: MINIMUM LATERAL BRACE SPACING DB g : SPAN PITCH SPACING(LBS) [# trusses] >€ 1-1/4" 5' SP, DF SPF HF' Up to 24' 3/12 8' 17 1 2 Over 24'- 42' 3/12 7' 1 10 1 6 Over 42' - 54' 1 3/12 6' 1 6 1 4 Over 54' 1 See a registered professional engineer HF - Hem=Fir SPF - Spruce-Pine-Fii Diagonal brace also required on end verticals. Top chords that are laterallybraced can buckle togetherand cause collapse if there is no diago-, nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins 2q• p are attached to the topside of the top chord. or /,a" it =45° 12 —j3or \greater B' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace —� Required 10' or Greater Attachment Required e AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A PLUMB I Truss Depth INSTALLATION TOLERANCES BOW L(in) L(in) 1 ...........::::::::::::::::::l::::::::::::::::::......... D(in) I Lesser of U200 or 2" I Lesser of D/50 or 2" Maximum Plumb Misplacement Line ;L(In) U200 L(ft) 50" 1/4" 12" 1/4" 1' 24" 1 2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1 -3 4" 7' 96" 2" 8' 108" 2" 9' BOW L(in) L(in) 1 ...........::::::::::::::::::l::::::::::::::::::......... D(in) I Lesser of U200 or 2" I Lesser of D/50 or 2" Maximum Plumb Misplacement Line ;L(In) U200 L(ft) 50" 1/4" 4.2' 100" 12" 8.3' 150" 3/4" 12.5' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 ° 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. construction loads of any description be placed on unbraced trusses. Frame 6 ° This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating A practices or indicates unsafe conditions that could Jresult in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES Itis the responsibilityofthe installer(builder. building contractorlicensed contractor. erector or erection contractor) to unload, store. handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUTION: Thebuilder, building contractor, licensed contractor, erector orerection contractor is advised Ato obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. DANGER: A DANGER designates a condition - where failure to follow instructions or heed wam- ing will most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition A where failure to follow instructions could result in Jsevere personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus; the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. 17, -3sTR0SS STORAGE CAUTION: Alltemporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be JA supported on blocking to prevent excessive lateral A CAUTION: Trusses stored vertically should be bending and lessen moisture gain. braced to prevent toppling or tipping. 9 9 AWARNING: Do not break banding until installation DANGER: Do not store bundles upright unless begins. Care should be exercised in banding re- A properly braced. Do not break bands until bundles moval to avoid shifting of individual trusses. are placed to a stable horizontal position. JA WARNING: Do not lift bundled trusses by the DANGER: Walking on trusses which are lying flat bands. Do not use damaged trusses. A is extremely dangerous and should be strictly -Ilrohlbited. Frame 1 DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 08s) End diagonals a—reFess4ntial fo stability and must be dupic-aU both ends of the truss system. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. A Top chorda that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. a All lateral a Y braces lapped at least two trusses. End diagonals are'es tial for stability and must be duple a both ends of the truss system. Frame 5 30" or greater Continuous Top Chord —� Lateral Brace Required 10° or Greater Attachment Required 3t/2u Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. a WARNING: Do not attach cables, chains, or I'Ahooks to the web members. Tag Line /6 10 so° or less or less Approximately Approximately Tag 1/2 truss length 1/z truss length Line Truss spans less than 30'. LiIffi SpreaderBar Toe In 1AWARNING: Do not lift singletrusses with spans greater than 30' by the peak. Approximately Ing devices should be connected to Approximately i the truss top chord with a closed-loop Strongback/ attachment utilizing materials such as slings, chains, cables, nylon strapping, SpreaderBar Toe In etc. of sufficient strength to carry the Greater than 60' weight of the truss. Each truss should be set in proper position per the building Line Tag designer's framing plan and held with Approximately the lifting device until the ends of the Approximately i '/.to ?/3 truss lencith truss are securely fastened and tempo- 7/3 to 3/, truss length Less than or equal to 60' rary bracing is installed. Trusses, DSB-89, and in some cases determine that a wider spacing is possible. Greater than 60' Tag Line Tag Line Strongback/ Spreader Bar SpreaderBar 10' 10' Toe In Toe In At or above mid -height / Approximately �_ r<, Approximately I �I 1/2 to 2/3 truss length 1/3 to truss length Tag Tag Less than or equal to 60' Line Lie Greater than 60' Typical horizontal tie member with multiple stakes (HT) Frame 2 CAUTION: Temporary bracing shown in this summary sheet is adequate for the Installation of Atrusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's A Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. Typical horizontal tie member with multiple stakes (HT) Frame 2 Top chs cb,lhat are lateralb braced can buckle togetherwcc cause collapsxifthereiisnodiago- nal bradi:'u:r. Diagonal bracngshou d be nailed j to the trubmide of the top --hard Wien purlins !' are attsiec to the topside of the tap chord. Over 32'- 48' 1 4/12 1 6' 1 10 1 7 !Over 48'- 60' 1 4/12 1 5' 1 6 1 4 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce-Pine-Fii Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required trusses. �- 10' or Greater Attachment Required _//M TVA eWARNING: Failure to follow these rec3mmendations could result in severe personal injury or damage to trusses or buildings. A Frame 3. v+ 12 -� 4 or greater -T ,►- _. antrnut.r+:unon Up to 32' 1 4/12 15' 20 15 Over 32't48' 4/12 15' 10 7 Over 48' 0' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. \ QWARNING: Failure to follow these recommendations could result in Q severe nersonal iniury or damane to trusses or buildings_ Cross bracing repeated at each end of the building and at 20' Intervals. :1 PERFECTIONEnvironmen�, Heaji� . isle] ut ma, Z 62005 6w ,Chico CA Sales, Service, Installation LIC. #566654 5; Lt. ss ISIdP�ro �, ,M J j a� �L y D'�ve, WG'% - OD APPROVED y��_ C-'; 3s- "OUN;W w�,< ' JW / L, 1 0 L 0 1,41 , t7 0 -49 jp or ."- 1 -- GRAPHIC SCALE (,Valc✓ EAu�ST DRIVE 2i ORIGINAL SCALE: Assessor's Parcel Number:0 0 _ ®0 0 _ 00 0 0 Size (Acres) <t Owner Name %Address / Phone No. Ra K ►��Gbb .a Site Location 15 os p ie CWC -/C Ctvt -/f '?!;729 Zoning General Plan Contact` Name � f e.ZTv padis 1- S�a.s Phone (I� �1 V tY �0 - V N �O T !It (Y 0. y��_ C-'; 3s- "OUN;W w�,< ' JW / L, 1 0 L 0 1,41 , t7 0 -49 jp or ."- 1 -- GRAPHIC SCALE (,Valc✓ EAu�ST DRIVE 2i ORIGINAL SCALE: Assessor's Parcel Number:0 0 _ ®0 0 _ 00 0 0 Size (Acres) <t Owner Name %Address / Phone No. Ra K ►��Gbb .a Site Location 15 os p ie CWC -/C Ctvt -/f '?!;729 Zoning General Plan Contact` Name � f e.ZTv padis 1- S�a.s Phone a PERFECTION Sales, Service, Installation Lic. #566654 / 5;4 s'g I_ 5' i3 �9 r^ I� leo ol=xG cl I NSI �a Exp' Q' CM -.� I" �' NO 1 s$ $ m . �. 4,v Wudo Is ��+GGrq l0 0. I 0, OL 4Tv�o S E �0 t° c � _ I.r—^"""""'••'~���~ • _—_ GRAPHIC SCALE Wo,Tc✓ i►'��-�t'� �/�G�-� I�%EST ARI VF ORIGINAL SCALE:1"=2� Assessor's Parcel Number:®0 0 _ ©Do 00 _ o� ©0 Size (Acres) z It 7 Owner Name /Address/ Phone No'. Ra K s ►�'�Gbb Site Location 15 os 2 9 Zoning General Plan Contact:' Name Phone ozf3 7 T�'o,y Le4_t,-<!5.rrC) J V IY ��+GGrq l0 0. I 0, OL 4Tv�o S E �0 t° c � _ I.r—^"""""'••'~���~ • _—_ GRAPHIC SCALE Wo,Tc✓ i►'��-�t'� �/�G�-� I�%EST ARI VF ORIGINAL SCALE:1"=2� Assessor's Parcel Number:®0 0 _ ©Do 00 _ o� ©0 Size (Acres) z It 7 Owner Name /Address/ Phone No'. Ra K s ►�'�Gbb Site Location 15 os 2 9 Zoning General Plan Contact:' Name Phone ozf3 7 T�'o,y Le4_t,-<!5.rrC) T ti Zr H -.Te.. . 10,T4 ✓ PERFECTION Kilo* 9JIMEM Sales,`Service, Installation + Lic. #566654 rA6 �F- pEs-r DRIVE Assessor's parcel Number: (� ©_ ©0 0 _ 0 ©0 Size (Acres) anAPHIC SCALE ORIGINAL SCALE: t" =20 sq- z 97. Owner Name /Address / Phone No.►���6b Site Location _ i os p G� c /4 9 s 4 2 8 Zoning General Plan Contact: Name I � f—e.jFio , _ c eAs o- S/a.� Phone 875 -- 04-3 7 s■ I 3 k k PROJECT JO OTE6i JOB SITE LOT 30 ROCKY BLUFF SUBDIVISION CHICO,CA CLIENT RAKESH & BOBBI JOSHI OWNER RAKESH & BOBBI JOSHI REVISIONS No. Date I Description E PLAN