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10177791_2102 N. TUSTIN - Plan
CITY OF SANTA ANA PLEASE PRINT PROJECT ADDRESS: USE OF BUILDING: BUILDING PERMIT APPLICATION WORKSHEET 2102 North Tustin Avehue SUITE: N.A. RESIDENTIAL X COMMERCIAL INDUSTRIAL OTHER 4 .- 3/2/05:forms/Blda App.Worksheet SAPIN.#IOill-1 9 1 ·«e ' a,., MASTER ID# NATURE OF WORK: XNEW ADD ALTER/T.I.DEMO REROOF REPAIR SIGN tMISC OA,/AnDITION/Al TFRATION 5,580 N.A. 6 2ND FL.. 116 NoneTOTAL OF OTHER FLS: N.A. GARAGE/CARPORT: *A 1r/V-1/1 .C 1ST FL SF BASEMENT: YES/NO SF PATIO/ENCL. PATIO: SF RES. REMODEL: SF ALTER/T. I.: NO N.A. N.A. N.A. SF NO. OF STORIES: SF BLDG. HEIGHT: SF PROPOSED USE: SF ONE 33'-11 1/2" Retail/Prof. JOB DESCRIPTION (non-residential projects see reverse side of this application) : New single story retail / professional building on grade. BUILDING OWNER'S NAME:Modj Rajaeeyan ADDRESS: 2355 Pieper Lane TENANT'S NAME (Comm/Ind)None CONTRACTORS NAME: None selected. ADDRESS: WORKERS COMP. POLICY#EXP. DATE: ARCHITECT/ENGINEER: Synergy Architecture ADDRESS: 9701 Wilshire Blvd.,Ste.1000 CONTACT NAME:John Siebel CITY:Tustin STATE CONTR. #: CITY: INSURANCE COMPANY: STATE LICENSE #: C-8393 CITY: Bevierly Hills PHONE NO: 310 PHONENO: 949-929-2630 STATE: CA ZIP:92782 PHONE NO:N.A. LICENSE CLASS:PHONE NO: STATE:ZIP: SANTA ANA BUS. LIC. #: PHONENO: 310-962-3252 STATE: CA ZIP: 90212 -962-3252 E-MAILADDRESS:jes@synergyarchitecture.com OFFICE USE ONLY:ACC OR SPC (CIRCLE ONE)HRS PER BLDG. FEE $ OCC. GROUP:RECEIPT #:Goo 62 7 P/C FEE PD $44 27 e TYPE OF CONSTR:VALUATION: $4 (027 9 SUBMITTAL DATE: FIRE SPKR: YES / NO A/C: YES / NO FLOOD ZONE:PROCESSEDV RES. DEV. FEE: YES/NO PRIOR DWELLING UNIT: YES / NO COMMENTS: PLANNING OKTOCHECK& DATE ty uu • 6 9 BLDG. DEPT. APPROVAL & DATE PLNG CONDITIONS: Ill I1 11 0 i /1- KJ- PLEASE PRINT PROJECT ADDRESS: USE OF BUILDING: CITY OF SANTA ANA BUILDING PERMIT APPLICATION WORKSHEET 2102 North Tustin Avenue SUITE: N.A. RESIDENTIAL X COMMERCIAL INDUSTRIAL OTHER 3/2/05:forms/Blda.App.Worksht SAPIN #10177-79,2_- MASTER ID# NATURE OF WORK XNEW ADD ALTER/T. I.DEMO REROOF REPAIR SIGN MISC .IEW/ADDITION/Al TFRATION· ' 1 ST FL.5,580 SF BASEMENT: YES/NO N.A. f 2ND FL..SF PATIO/ENCL. PATIO: TOTAL OF OTHER FLS:None SF RES. REMODEL: N.A. GARAGE/CARPORT:SF ALTER/T.I. NO N.A. N.A. N.A. SF NO. OF STORIES: SF BLDG. HEIGHT: SF PROPOSED USE: SF ONE 33'-11 1/2" Retail/Prof. JOB DESCRIPTION (non-residential projects seereverseside ofthis applicatipn) : New single story retail/ professional building on grade.q>avid % lot BUILDING OWNER'S NAME:Modj Rajaeeyan ADDRESS: 2355 Pieper Lane TENANT'S NAME (Comm/Ind):None CONTRACTOR'S NAME: None selected. ADDRESS: WORKERS COMP. POLICY#:EXP. DATE: ARCHITECT/ENGINEER: Synergy Architecture ADDRESS:9701 Wilshire Blvd.,Ste.1000 CONTACT NAME:John Siebel CITY:Tustin STATE CONTR. # CITY: INSURANCE COMPANY: STATE LICENSE #: C-8393 CITY: Beverly Hills PHONE NO: 310- PHONE NO:949-929-2630 STATE: CA ZIP:92782 PHONE NO:N.A. LICENSE CLASS:PHONE NO: STATE:ZIP: SANTA ANA BUS. LlC. #: PHONENO: 310-962-3252 STATE: CA ZIP: 90212 962-3252 E-MAIL ADDRESS:jes@synergyarchitecture.com OFFICE UhE ONLY:ACC OR SPC (CIRCLE ONE)HRS PER BLDG. FEE $ OCC. GROUP:RECEIPT #:600 22 P/C FEE PD $ 800 e TYPE OF CONSTR:VALUATION: $30/000 SUBMITTAL DATE:122 le FIRE SPKR: YES / NO A/C: YES/NO FLOOD ZONE:PROCESSED KN- RES. DEV. FEE: YES / NO PRIOR DWELLING UNIT: YES / NO COMMENTS: n / L/'PAA -*1 1 -10 1 -L PLANNING OK TO CHECK & DATE '2/027 i " . & 7 BLDG. DEPT. APPROVAL & DATE PLNG CONDITIONS: PLEASE PRINT PROJECTADDRESS: USE OF BUILDING: CITY OF SANTA ANA BUILDING PERMIT APPLICATION WORKSHEET 2102 North Tustin Avenue SUITE: N.A. RESIDENTIAL X COMMERCIAL INDUSTRIAL OTHER 3/2/05:forms/Blda.ADP-Worksheet SAPIN #10 1-770793 MASTERID# NATURE OF WORK XNEW ADD ALTER/T. I.DEMO REROOF REPAIR SIGN MISC IEW/ADDITION/Al TFRATION· 1ST FL..·5,580 SF BASEMENT: YES/NO N.A. r 2ND FL.SF PATIO/ENCL. PATIO: TOTAL OF OTHER FLS:None SF RES. REMODEL: N.A. GARAGE/CARPORT:SF ALTEIVT.I. NO N.A. N.A. N.A. SF NO. OF STORIES: SF BLDG. HEIGHT: SF PROPOSED USE: SF ONE 33'-11 1/2" Retail/Prof. JOB DESCRIPTION (non-residential projects see reverse sigle of thili application) : .New single story retail/ professional building on grade. k<J h -e,Lc,tosu,e- BUILDING OWNER'S NAME:Modj Rajaeeyan ADDRESS: 2 3 55 Pieper Lane _ TENANT'S NAME (Comm/Ind):None CONTRACTOR'S NAME: None selected. ADDRESS: WORKERS COMP. POLICY#EXP. DATE: ARCHITECT/ENGINEER: Synergy Architecture ADDRESS:9701 Wilshire Blvd.,Ste.1000 CONTACT NAME:John Siebel CITY:Tustin STATE CONTR. #: CITY: INSURANCE COMPANY: STATE LICENSE #: C-8393 CITY: Beverly Hills PHONE NO: 310- PHONE NO:949-929-2630 STATE: CA ZIP:92782 PHONE NO:N.A. LICENSE CLASS:PHONE NO: STATE:ZIP: SANTA ANA BUS. LIC. #: PHONENO: 310-962-3252 STATE:CA ZIP: 90212 962-3252 E-MAIL XDDRESS:jes@synergyarchitecture.com OFFICE USE ONLY:ACC OR SPC (CIRCLE ONE)HRS PER BLDG. FEE $ OCC. GROUP:RECEIPT #G (00 as P/C FEE PD $ |865-E- TYPE OF CONSTR:VALUATION: $i €bo SUBMITTAL DATE:111 1=1 11_ FIRE SPKR: YES / NO A/C: YES / NO FLOOD ZONE:PROCESSED RES. DEV. FEE: YES / NO PRIOR DWELLING UNIT: YES / NO COMMENTS: .# k .ArY'A -/Z-#O·11 PLANNING OK TO CHECK & DATE I-' 4 BLDG. DEPT. APPROVAL & DATE PLNG CONDITIONS: PLEASE PRINT PROJECT ADDRESS: USE OF BUILDING: CITY OF SANTA ANA BUILDING PERMIT APPLICATION WORKSHEET 2102 North Tustin Avenue SUITE: N.A. RESIDENTIAL X COMMERCIAL INDUSTRIAL OTHER 3/2/05:forms/Blda.ADP.Worksheet SAPIN #10 1 71794 MASTER ID# NATURE OF WORK XNEW ADD ALTER/T. I.DEMO REROOF REPAIR SIGN MISC RIEW/ADDITION/Al TERATION· 4 1 ST FL.5,580 SF BASEMENT: YES/NO N.A. r 2ND FL.SF PATIO/ENCL. PATIO: TOTAL OF OTHER FLS:None SF RES. REMODEL: N.A. GARAGE/CARPORT:SF ALTEFUT.I.: NO N.A. N.A. N.A. SF NO. OF STORIES: SF BLDG. HEIGHT: SF PROPOSED USE: SF ONE 33'-11 1/2" Retail/Prof. JOB DESCRIPTION (non-residential projects see reverse side of this ap,licationh: New pingle story retail/ professional building on grade.hikt 59*14-4, BUILDING OWNER'S NAME:Modj Rajaeeyan ADDRESS: 2 3 55 Pieper Lane TENANT'S NAME (Comm/Ind):None CONTRACTOR'S NAME: None selected. ADDRESS: WORKERS COMP. POLICY#EXP. DATE: ARCHITECT/ENGINEER: Synergy Architecture ADDRESS:9701 Wilshire Blvd.,Ste.1000 CONTACT NAME:John Siebel CITY:Tustin STATE CONTR. #: CITY: INSURANCE COMPANY: STATE LICENSE #: C-8393 CITY: Beverly Hills PHONE NO: 310 PHONE NO:949-929-2630 STATE: CA ZIP:92782 PHONE NO:N.A. LICENSE CLASS:PHONE NO: STATE:ZIP: SANTA ANA BUS. LlC. #: PHONENO: 310-962-3252 STATE: CA ZIP: 90212 -962-3252 E-MAIL KDDRESS:jes@synergyarchitecture.com OFFICE USE ONLY:ACC OR SPC (CIRCLE ONE)HRS PER BLDG. FEE $ ly&, €OCC. GROUP:RECEIPT #(poDa-3-P/C FEE PD $ , TYPE OF CONSTR:VALUATION: $11 Mob SUBMITTAL DATE: FIRE SPKR: YES / NO A/C: YES / NO FLOOD ZONE:PROCESSED RES. DEV. FEE: YES / NO PRIOR DWELLING UNIT: YES / NO COMMENTS: A / blf¥\A -/2.-40·41 PLANNING OK TO CHECK & DATE „4:/'27 V / ' 4 BLDG. DEPT. APPROVAL & DATE PLNG CONDITIONS: 12- ' 4/L lott FEE CHECKLIST WORKSHEET A Received by: 4*tt SAPIN #:lo 1 71 79,_ 99 FEE TYPE REQUIRED Yes Plan Check Fee 1 Disability Fee ® SMIP Fee 52 Res. Dev. Fee m Fire Facility Fee m School Distr. Fee 0 Microfilm 1 FCWP Surcharge [1 CALCULATION AREA COST/SQ FT X TOTAL SQ FT =VALUATION / 10 93-3 *4% T 2-9 9 crv w A-j lj_94+ 9?f 1 ; CAA-43€ ODD *5 M €,t c l=, ru r-<K l Soo 8- s-&15 42 8 5 Y 9 -ill &60 Counter computations/valuation $ Plan checker computation/final valuation$ F051-10-03 PLEASE CHECK ALL THAT APPLY TO YOUR PROJECT JOB DESCRIPTION CHECKLIST: E Additional square footage G Awnings E] Canopy El Card readers ® Ceiling work U Change of occupancy (use) E Disabled accessible (H/C) restrooms U Dust collector U Elevator shaft ® Exterior doors or windows Equipment pads U Interior demo U Kitchen equipment Partition walls U Rated corridors U Rated shafts QQ Roof mounted equipment U Security bars U Screening for equipment U Skylights m Stairs ® StorefronUfacade improvements U Storage racks or shelving over 5'-9" El Walk-in coolers ITEMS REQUIRING SEPARATE BUILDING PERMIT APPLICATIONS: ] Block wall ] Complete demo ] Fence ] Fire signaling system ] Fire sprinklers ] Flagpole ] Lawn sprinkler system ] Light Standards ] , Parking lot paving ] Parking lot striping ] - Pedestrian protection ] Pool/Spa ] Signs ] Spray booth ] Temporary power pole ] Trash enclosure 2.=1 CITY OF SANTA ANA PLAN CHECK - CHECKLIST JOB ADDRFRR·2 )01 +J 13 V}in TRACKING #:lot 11-19/- q.1-DATE:12-10 -)1 FOR PLANCHFCK STATUS CALL (714) 647-5800 PLEASE INITIAI FACH ITEM RFI OW 11- /1. _26. I agree to pay a plancheck fee established for this project with the understanding that this payment is not a guarantee that a permit will be issued and that this fee is not refundable once a plancheck has commenced. I understand that I may request an "Accelerated Plancheck" at an additional cost to me. This plancheck will be performed by an in-house plan checker with the intention of reducing plancheck time for the Building & Safety Division. I understand that the project valuation (from which plancheck and permit fees are calculated) will be reviewed during the plancheck process and that said valuation shall be adjusted up or down in accordance with established fee computation regulations. Al 4 I understand that I shall submit separate plans, applications and plane.heck fees for the following when plan check is required: a. Electrical Plans - 2 complete sets c. Mechanical Plans - 2 complete sets b. Plumbing Plans - 3 complete sets d. Grading Plans - 3 complete sets I understand that I shall visit the Public Works Department to verify whether a field inspection of the property is required. 1 understand that prior to the issuance of the Building permit I am required to obtain Public Works Agency approval if my project valuation exceeds $30,000 or has added plumbing fixtures, or added bedrooms, or exceeds 500 sq.ft. AGRFFn TO BY APPLICANT OR AGFNT Applicant's Signature./£---- CL,f Print Name /10#1 /7) A;14/6L#f.Jl,' Ad,Nt™A 9 342/ fiejlt< CvY\e. -TO-A CA ekf - Telephone Number 449- 9% 62630 Fax . FOR OFFICE USE ONLY: "Checklist of items discussed" APPROVALS & FEES REQUIRED: Y/N 1.Planning Department 7..kfritle 24 (Energy ) 2.25'Public Works Agency 8.321-itle 24 (Disabled Access) 3.271:ire Departmemt 9.-ERoof Mounted Equip. 4.-Ef'Police Department 10.-kfist.of Subcontr. 5.--Id'School District 11.-€13ldg. Pmt. Info. 6-Health Department 12..ESummary of Appr. Reg. 1 3.-EfRY Information 14.XEonstr. Act. Reg. 1 U!* Res. Dev. Fees V.16.- SMIP 17.--vMicrofilming 18.-E-Const. Debris Recyc. 19.-5FCWP Surcharge 20,*LOA/Owner-Builder Ver. KcllePERMIT TECHNICIAN l/4 4 -1/ 2-- Form 58.3-26-04 g -\ CITYOF SANTA PLMLIG & al[DI.\G .AGESCY Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)647-5800 www.santa-ana.org 1,017779/- 94.f COM -NGE-£*ht/\ORANGE COUNTY FIRE AUTHORITY / AT.,9..13/ \ l,Ti Plan Submittal Criteria for COMMERCIAL projects, MULTIFAMILYU*%1*</ RESIDENTIAL projects and RESIDENTIAL TRACT developments INSTRUCTIONS: Fill in the project/business address and provide a brief description of the scope of work and type of operation that will take place. Answer questions 1 through 8, read and initial item 9, then complete and sign the certification section. If you answer "YES" to any question 1 through 8, submit the type of plan indicated in italics to the OCFA (see www.ocfa.org for submittalinformation and locations). In some cases, other plan types not indicated herein may also be necessary depending on specific conditions,or business operations. If you need help completing this form or have questions regarding requirements for review, please contact theOCFA at 714-573-6108 or visit us at 1 Fire Authority Road in Irvine for assistance. Address (street number/name, suite, city): 2-1 0 2- 6/27/2 7-74 7-145 776.0) A Uf E-44*4:F Project Scope/Business Description: AWE 57-»P- 7' f-Fs 7-74/Z- BAD 4 Z)/J 69 2-,4£1£5 5,5--00 6.6 YES NO Are the following applicable to the proposed project or business? 1, 0 Construction of a new building, a new story, or increase the footprint of an existing building? Changes toroadways, curbs, or parking lots? Addition, relocation, or modification of fire hydrants or fences/gates?Submit Fire Master Plan 2. Installation/modification/repair of underground piping, backflow preventers, or fire department connectionsserving private fire hydranusprinkler/standpipe systems? Submit Underground Plan 3. (521 Drinking/dining/recreation/religious functions or other gatherings in a room >750 sq.ft. or >49 people?» Healthcare/outpatient services for >5 people who may be incapable of immediate evacuation without assistance? Daycare/education for children? Adult daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartmenVresidential facility with 3+ units, congregate housing/dormitories with 17+ people?A high-rise structure (55 feet)?Submit Architectural Plan 4. 0 20 Installation or modification of electromechanical locks delaying/preventing egress from a room or building?Submit Architectural and Alarm Plan; Sprinkler Plan required if building is not sprinklered 5. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; smoke control; battery back-up or charging systems; welding/brazing/soldering, open flame torches,cutting/grinding or other similar operations?Submit Special Equipment Plan 6. 3 QI Storage, equipment, processes, or research involving flammable/combustible liquids or other chemicals?Motor vehicle or aircraft maintenance/repair facility? Cabinetry, woodworking, or finishing facility?SubmitArchitectural Plan and Chemical Classification; Special Equipment Plans may also be necessary 700 Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12' (6' for high-hazard commodities, plastic, rubber, foam, etc.)?Submit High-piled Storage Plan Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a8. 3 01 commercial cooking hood? Submit Hood & Duct Extinguishing System, not just the hood mechanica/ p/an Initial that you have read and understand the following statement: 9. *Sprjnkler/Alarm Requirements: Consult California Building and Fire Codes and local ordinances (see the localordinance for buildings constructed prior to Jan. 1, 1946) to determine sprinkler or alarm system requirements; if asystem is required, plans shall be submitted to the OCFA. Existing buildings undergoing remodel must be evaluated bya licensed contractor to determine if modification is needed; if so, the licensed contractor shall submit plans for approvalprior to any changes taking place. (Initial her*3%7' ) r I certify under penalty of perjury under the laws of the State of California that tbSd*a,«glit[(!E £5/-Print name: 3-Art M SIS (96 L . Signature: -/ /-2 ,:21 Phone Number: 3/0 - 96>2 - 32 3-2- / , -Date:12-- IO /1._ Building Department: Ifall ofthe questions have been answered "NO" and the project does not otherwise require OCFA review ofsprinkler or alarmplans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant haveplans approved by the OCFA please initial here or attach an OCFA referral form and have the applicant submit the form along with theappropriate plans andfees for OCFA review. 3-28-2012 jb CITYOF SANTA ANA Planning and Building Agency Planning Division 20 Civic Center Plaza PLANNISG P.O. Box 1988(M-20) &BVILDISG Santa Ana, CA 92702 AGEACY (714) 647-5804 www.santa-ana.org Sapin Dev Rev Application Data Sheet Master I.D.: 2012-105940 Application Number: NONR-2012-696-NEW Project Address: 2102 N Tustin Ave Application Date: 12/10/2012 Planner/Project Manager: Ni, Ann Determination:Staff Review Application Description:New commercial building, 5,580 sq. ft. in size. Dev Rev Project Conditions: Page 1 of 1 Cm OP 1tANiA ANA Planning & Building Agency Building Safety Division 20 Civic Center Plaza PI..;Nilif,P.O. Box 1988 (M-19) Santa Ana, CA 92702 &-All[Drl@ (714) 647-5800 *RY www.santa-ana.org TENANT IMPROVEMENT PLAN CHECK COMMENTS PLAN CHECK NO: PROJECT ADDRESS: PLAN CHECK ENGINEER: 10177791 2102 N Tustin Ave Heidari, Fred TEL: 714 647-5862 FAX: 714 647-5897 TYPE OF CONSTRUCTION: OCCUPANCY CLASSIFICATION(S): PLAN CHECK DATES: 12/10/2012APPLICATION VB M or B REMARKS/RECHECK ITEMS: Please see in the list below, items in red to be done and completed for recheck. 03/25/13 12/20/2012INITIAL REVIEW 6/8/2013EXPIRATION RECHECKS:1. 2. 3. PROJECT APPLICANT CONTACT PERSON: John Siebel (310)962-3252TEL: FAX: VALUATION:$619,000.00 EMAIL:jes@synergyarchitecture.com FLOOD ZONE: X-0602320164J APPLICABLE CODE: 2010 CALIFORNIA BUILDING CODE (CBC) WITH CITY OF SANTA ANA AMENDMENTS See responses in "Green" 1. All items noted on this plan check report must be addressed. If you feel that an item is not applicable td your project, note "N/A" and discuss the reason with the plan checker. Please indicate the cheet number and detail to the right of each correction, or note the number on the plans where the correction is made. Resubmit marked original, calculations and this correction sheet. A separate sheet for response may be used. Resubmit 4 corrected sets of plans. Four sets resubmitted. 1. Meetings between the project applicant/designer and the plan reviewer shall be by appointment only. Please call (711) 617 5862 for an appointment. 5. 6. 7 10 11 J *-1 Page 2 of 4 Please return marked up set of drawings with corrections. All drawings and supporting documents shall be prepared, stamped and signed by o California licensed architect or registered civil engineer. . This review docs not include mechanical, plumbing, fire sprinkler system, or electrical work. Separate plans, applications, fees, plan checks, and permits are required for mechanical, plumbing, fire sprinkler systems, and electrical work. Call 617 5800 for information. ¥he applicant shall obtain clearances/approvals for the following prior to building permit /issuance: - Planning Division approval on the corrected/final set of drawings (647-5804.) Previously approved plans should be submitted to expedite the process. See Planning stamp on resubmitted plans. - Orange County Fire Authority approval on the corrected/final sets of drawings ((714) 573-6100) Only correction was hydrant flow check, please see Fire Dept. approval. - Police Department approval on the corrected/final set of drawings (647-5840) See Police Dept. approval. - Public Works Agency approval (647-5039) See Public Works approval. - Grading Permit. Application is made through the Building Safety Division (647-5800) and the plan review is by the Public Works Agency (647-5039) The Civil Engineer obtained grading approval from Public Works. - School District Compliance Certificate; a copy of the building permit application, signed by the plan check engineer, shall be required by the School District to verify the scope of work. Refer to the attached handout. See School District approval. - Proof of Worker's Compensation Insurance shall be required at the time of permit issuance Proof of insurance will be provided at the time the Building Permit is issued. X 7 Provide pedestrian protection in accordance with CBC Section 3306. Show location and type of protection on plan view. Provide typical construction details, sections, and elevations of pedestrian protection required. Pedestrian protection constructed within a public right of way shall require a building permit issued by the Building Safety Division and a separate approval from the City's Public Works Agency (714) 647-5039. At the time of the last Plan Check resubmission we put a note on the Site Plan, Sheet Al.1, which was acceptable to you. Please review and advise. Provide the following: .Provide a fully dimensioned site plan on a separate 814" x 11" shect of paper. Label and note hourly fire rating of: - Exterior walls 12. 13. 11. 16. 17. Page 3 of 4 Reference each fire resistive assembly to a CBC Chapter 7, Table and Item number: -Wall6 -Ge#ings -Ce|wmAS Provide fire blocking in concealed spaces of stud walls and partitions, including furred spaces at the ceiling and floor level and at 10 ft. intervals both vertical and horizontal. Fire blocking. In combustible construction, fire blocking shall bc installed to cut off concealed draft openings (both vertical and horizontal) and shall form an effective barrier between floors, between a top story and a roof or attic space. Fire blocking shall be installed in the locations specified in CBC. Provide complete details on the drawings showing compliance with CBC Section 1405 requirements for veneer construction. See Detail 5/A9.3, and Details 1/A9.3, 2/A9.3, 3/A9.3,4/A9.3 and 7/A9.3 that refer to Detail 5/A9.3. The width of the level area on the side to which the door swings shall extend 21" past the strike edge of the door for exterior doors. Show compliance for doors # N10, N11, N12 & Nl 3. Note type of safety glazing complying with CBC Section 2106 for glazing in fixed or operable panels adjacent to a door wherc the nearest exposed cdgc of the glazing is within a 21" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. 18. Show/note ventilation requirements on the plans in accordance with the CBC and California Mechanical Code (CMC) requirements for each type of use. Noteendfawings; All enclosed portions of buildings customarily occupied by human beings shall be provided with natural ventilation by means of openable exterior openings readily controllable by building occupants, with an area not less than 1% of the floor area being ventilated. CBC Section 1203 and 2010 California Mechanical Code -Sestien-402- Provide mechanical ventilation for each orea/room in accordance with the 2010 California Mechanical Code. his building is subject to the State of California Energy Conservation Regulations: - The permit applicant shall be responsible for obtaining an energy plan check from a consultant who is qualified to perform an energy efficiency analysis in accordance with the California Code of Regulations (CCR,) Title 24, Par 6, 2010 California Energy Code. The plan check consultant must sign documentation certifying that a thorough, competent review has been performed on behalf of the Enforcement Agency. - The corrected/final ARCHITECTURAL drawings shall have the required energy efficiency compliance documentation with completed signature blocks filed on the plans. The same information may be copied on the Electrical Plans for the Electrical Plan Checker. - Provide cool roofing as required by 2008 Energy Standards. - The energy plan check consultant must complete the attached "Energy Conservation Plan Check Consultant Qualification Statement." Please see the Energy Envelope Analysis with Third Party Review included with the 3Rx., resubmittal. Page 4 of 4 Provide structural calculations and drawings, stamped and signed by a California licen--J architect or registered civil engineer for: -Canepy Trash Enclosure Any other structural item such as light standards. Show compliance with Sections 705.5,705.6,& 705.11 for the wall at the North side of the proposed1 See red marks on the following sheets of drawing; All A2.2, A2.4, A6.1, A6.2, A7.2, A9.2, S 1, S-2, SD- 1 & SD-2. Please see the revised Sheets SD-1 and SD-2. No change to S-2/ Provide a curb at the West side of the building between parking area and the walkway to the building entrance or continuous detectable warning per section 1133B.8.5 or an alternative mean to comply with the 2010 CBC. As we discussed in our last meeting, we have shown Bollards in lieu of a curb as a detectable warning for the disabled. Please see sheets, Al.1 and A2.2. The roof truss # B04 shall be checked for shear value of V= 6 Kips per structural roof framing plan. Also, the Trusses shop drawing shall be re-stamped by the truss designer since the engineer's stamp will expired on 03/31/13. The shear value for the truss in question is V=6 Kips. See new truss calculations submitted herewith. BUILDING ENERGY ANALYSIS REPORT PROJECT: Catalina Commercial Center 2102 North Tustin Ave Santa Ana, CA Project Designer: SYERGY ARCHITECTS 9701 Wilshire Blvd Suit 1000 Beverly Hill, CA 92562 800-815-5335 Report Prepared by: Gary Faucette A.V. Energy & Associates 45263 7th Street East #43 Lancaster, CA 93535 661-723-6694 Job Number: CO7429 Date: 3/27/2013 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 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 5.1 by EnergySoft - User Number: 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 1 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Nonresidential Performance Title 24 Forms 3 Form ENV-MM Envelope Mandatory Measures 9 Form UTIL-1 Utility Owner Incentive Worksheet 10 Form UTIL-DT Utility Design Team Incentive Worksheet 11 Form UTIL-1 R Utility Incentive Worksheet 12 Form ECON-1 Energy Use and Cost Summary 13 Form ECON-2 Energy Upgrade Recommendations 14 EnergyPro 5.1 by EnergySoft Job Number: ID: CO7429 User Number: 6055 . . · I-·-t·/4.-ty.IM. ....42.94... PERFORMANCE CERTIFICATE OF COMPLIANCE PrOJect Name Catalina Commercial Center ; Climate Zone 1 -Project Address (Part 1 of 3) PERF-1C -'V |' Date - 3/27/2013 Total Cond. Floor Area Addition Floor Area 2102 North Tustin Ave Santa Ana GENERAL INFORMATION Building Type:0 Nonresidential O Reldcatable - indicate. Phase of Constructionk ...0 New Coristruction··f« · STATEMENT OF COMPLIANCE CA Climate Zone 08 O High-Rise Residential 0 specific climate zone O Addition»I: 5,580 Wa ¤ Hotel/Motel Guest'Room 0 all climates 0 Alteration 4 ALV. ENERGY & ASSOCIATES This certificate of compliance lists the building features and specifications needed to comply with Title 24, Paris 1 and-6 of the California Code of Regulations. This certificate applies only to a Building using the performance complianceiapproach. The documentation author hereby certifies that the documehtation is accurate and complete f Documentation Author Name Gao, Faucette Signature :, California Title 24 Gary Faucette Energy Consultant 27. 34 . I - .... aW 3/27/2013CompanyA.V. Energy & Associates r'honeAddress ' 45263 7:h Street East #431 661-723-6694 City/Statemp- Lancaster, CA 93535 The Principal Designer hereby certifies that.the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, ahd with any other calculations submitted with this permit application. The proposed building has been designed to meet the energy efficiency requirements contained in sections 110,116 through 118, and 140 through 149 01 Title 24, Part 6. Please check one: ENV. LTG. MECH. 0 30 I hereby affirni that I am eligible under the provisions of Divisi9n 3 of the Business ahd Professions Code to sign this document as the person responsible for its preparation; and that I am licehsed in the State of · - California as a civil engineer, mechanical engineer, electrical -engineer, or I am a licensed architect. I affirm that I am eligible under the provisions of Division 3 of the Business and Professiohs Code by section 5537.2 or 6737.3 to sign this document'as the person-responsible for its.preparation; and that I ama licensed contractor performing this work. I affirm tfiat I am bligible under Division 3 ofthe Business and Professions Code:to sighthis document because it pertains to a structure or type of work described as exempt pursuant toi Business.and Professions Code Sections 5537,5538 and 6737.1. Principal Envelope Designer Name- _ John Siebel Company SYERGY ARCHITECTS: Address 9701 Wilshire Blvd Suit 1000 Signature Date Litense:# : Ck'llateP Beverly Hill, CA 92562 Phone Principal Mechanical Designer - Name Signature 800-815-5335 Company : : Mechanical Compliance Not in the Scdpe Of This Submittal Date. Address ·· -License # PhoneCity/State/Zip Principal Lighting Designer Name . Signature ..DateCompanyUghting Compliance Not In The Scope Of This Submittal Address z Ucense:#: City/State/Zip Phone INSTRUCTIONS TO APPLICANT COMPLIANCE & WORKSHEETS (check box if worksheets are included) 0 ENV-1 C Certificate of Compliance. Required on plans. O MECH-10 1 Certificate of Compliance Required on plans. O LTG-1C Certificate of Compliance.- Required on plans.O MECH-2C Airmater Side/Service Hot Water & Ppol:Requirernehts. ¤ LTG-2C - Ughting Controls Credit Worksheet.O MECH-3C Mechanical Ventilation and Reheat. O LTG-3C Indoor Lighting Power Allowance.O MECH-5C Mechanical.Equipment Details. Energypro 5.1 by EnergySoftip -<User-Number: 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 3 of 14 .... -1 11 PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 2 of 3) PERF-1 C Project Name -. Date Catalina Commercial Center.t. .I , ·30772013 ANNUAL TDV ENERGY USE SUMMARY:(kBfulsqft-yr) f Standard '\ t Proposed Compliance - Energy-Component Design Desigh Margin 1-·leating ·.1 ---1:.-'3t9<t2'.-Space Heating 5863 47:99 10.65 Codling- i__......._ · 77*Space Cooling 151.10 133.13 17.98 Indoor Fans 53.96 '52.29 1.68 1-leal.Rej -,-i-bit:-f-L :t'69*47·?*Fj',1-CO-;Heat Rejection. . doo .0.00 Fumps 99491%3&923.11&#.Pumps & Misc.0-00 p.00 . ,0.00 D.Hw «42*3*f¢414'Domestic Hot Water 0.00 000 0.00 42'06,·1 i42.06 :·b bo .· I -· ·Lighting--- .·Lighting.44 8*cepta.cle .ft<%44*04Receptacle.64.40 ·- i 64.40 Process 0.00 ...000 0.00 Protess· · 7-42.-f.:*:-:.d·*.fic)432.62.2-*'w:1 . . 0:,- f *ju-.2.4-6.{;.41'24'4. 4 54.-441 '. 43,-1.*5.13>.35.'7·AN'·12&'5:ALProcess Lighting 0.00 0.00 :doo pfrotess Ltg 5,13,-'.-,6..I u.„v,-ed/24:%3111->I;262'.3 24 - TOTALS 370.16 339.86 30.30 -Percent better than Standard - 8.2% (8.2 % excluding process) , BUILDING COMPLIES. GENERAL INFORMATION : Building Orientation ·fE) 90 deg Conditioned Floor Area 5,580 i-sqft. Number of Stories Unconditioned Floor Area O sqft. Number of Systems·4: .Conditioned Footprint Area 5,580 sqft. Number of Zones :11.. * Natoral Gas Available On-Site .'Yes * Orientation Gross Area .'Glazing Area Glazing Ratio Front Elevation .(e.1;488 sqft.571*qft.· r 384 % Left:Elevation,('#r .1,548 sql 603 Sft.39.0 % Rear:Elevation 5. -044. I 1,488 sqft ' - 513 S(lit. t 345% Right Elevation ..·(Ny 1,548 sql o sqtt.00% Total 6,072 Sqft 1,B87 sqft.27.8 % Rbof:5,580 sqft. .0 €41. .0.096 Standard ·Proposed·Prescriptive Values forPrescriptive Lighting Power Derisity :a600. W/sqft :0.600 · W/sqft. Comparison only. See - Prescriptive Ehvelope TDV Energy 371,481318,358 -LTG-1 C for allowed LPD. . Remarks: Second Signature for Sign Off, Pieace Heating & Air Co' 220 East Ave K4 Ste, unit 7 Lancaster CA, 93534 Ph 661-274-8865 TomP\e€54Energi Corisuyt) ,/7// Enercr,Pro 5.1 by EnerqvSoft - Uker Number 6055 i RunCode: 2013-03-27T09:46:351 ID:<CO7429 6Pa¢ie-4 of 14 . t, PERFORMANCE CERTIFICATE OF COMPLIANCE (Part 3 of 3)PERF-1 C Project Name Date Catalina Commercial Center 3/27/2013 ZONE INFORMATIO Floor Inst.Ctrl.Allowed LPD Proc. Area LPD Credits Area Tailored Loads System Name Zone Name Occupancy Type (sqft.) (W/sf)1 (W/sff (W/sff (W/sff (W/sf) HVACS 1 st fl zone Comp Bldg All Other 5,580 *0.600 Notes: 1. See LTG-1 C 2. See LTG-2C 3. See LTG-3C 4. See LTG-4C Items above require special documentation(items marked with asterisk, see LTG-l-C by others)(by others) EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justifications, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The Zone 1 st fl zone has a North/East/South Display Perimeter Credit of 228 ft. The Zone 1 st fl zone has a West Display Perimeter Credit of 74 ft. The Roof R-30 Roof GAFGLAS Reflectance = 0.75, Emittance = 0.85 shall be rated and labeled by the Cool Roof Rating Council in accordance with Sectic The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized Signature or Stamp EnergyPro 5.1 by EnergySoft User Number. 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 5 of 14 CERTIFICATE OF COMPLIANCE AND FIELD INSPECTION ENERGY CHECKLIST Project Name Catalina Commercial Center Project Address Climate Zone (Part 1 of 3)ENV-1 C Date 3/27/2013 Total Cond. Floor Area Addition Floor Area 2102 North Tustin Ave Santa Ana 8 5,580 n/a GENERAL INFORMATION Building Type:0 Nonresidential O High-Rise Residential O Hotel/Motel Guest Room Relocatable Public SchoolO Schools (Public School) ¤Bldg.W Conditioned Spaces O Unconditioned Spaces - ¤ Skylight Area for Large Enclosed Space 2 8000 ff (If checked include the ENV-4C with submittal) Phase of Construction:W New Construction ¤Addition ¤Alteration Approach of Compliance: ¤Component W Overall Envelope O Unconditioned (file affidavit) Front Orientation: N, E, S, W or in Degrees:90 deg FIELD INSPECTION ENERGY CHECKLIST OPAQUE SURFACE DETAILS |INSULATION m 2 £ M €9 w a N 3 2-a 2 E U.1 >LAI U.E> Eu -% E c r. Tag/ID Assembly Type C g* 2 Ui .g! Ui 82 0 9/ 1 S/ab 5,580 (N)0.730 None 4. 4. 7-A 1 New 0 0 2 Wall 917 (IE)0.074 R-19 4.3.1-A5 New 0 0 3 Wall 945 (S)0.074 R-19 4.3.1-A5 New 0 0 4 Wall 975 (W)0.074 R-19 4.3.1-A5 New 0 0 5 Wall 1,548 (N)0.074 R-19 4.3.1-A5 New 0 0 6 Roof 5,580 (E)0.031 R-30 4.2.1-A20 New 0 0 0 0 0 0 0 0 0 0 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fail, then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. A fail does not meet compliance. FENESTRATION SURFACE DETAILS Fenestration Tag/ID Type = Ui i UJ- 0 2 2 4, 4, 0 g' 2 2 02 2 14 + 8 X U) 81 1 0 2% ES 6 6 2 2 1 Window 571 (E) 0.290 COG 0.400 COG ¤New 0 0 2 - Window 603 (S) 0.290 COG 0.400 COG O New 0 0 3 Window 513 (W)0.290 COG 0.400 COG 0 New 0 0 0 0 0 h 0 00 0 00 0 00 0 00 0 00 0 00 1. See Instructions in the Nonresidential Compliance Manual, page 3-96. 2. If Fail then describe on Page 2 of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. EnergyPro 5.1 by EnergySoft User Number. 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 6 of 14 CERTIFICATE OF COMPLIANCE (Part 2 of 3)ENV-1 C AND FIELD INSPECTION ENERGY CHECKLIST Project Name Date Catalina Commercial Center 3/27/2013 ROOFING PRODUCT (COOL ROOFS) (Note if the roofing product is not CRRC certified, this compliance approach cannot be used). Go to Overall Envelope Approach or Performance Approach. CHECK APPLICABLE BOX BELOW IF EXEMPT FROM ™E ROOFING PRODUCT"COOL ROOF" REQUIREMENTS:Pass Fail 1 N/A O Roofing compliance [12! required in Climate Zones 1 and16 with a Low-Sloped. 2:12 pitch or less.000 O Roofing compliance nfli required in Climate Zone 1 with a Steep-Sloped with less than 5 lb/ff. Greater than 2:12 pitch. 0 0 0 ¤ Low-sloped Wood framed roofs in Climate Zones 3 and 5 are exempted, solar reflectance and thermal emittance or SRI that have a U-factor of 0.039 or lower. See Opaque Surface Details roof assembly, Column H of ENV-2C. ¤ Low-sloped Metal building roofs in Climate Zone 3 and 5 are exempted, solar relectance and thermal emittance or SRI that have a U-factor of 0.048 or lower. See Opaque Surface Details roof assembly below, Column H of ENV-2C. ¤ The roof area covered by building integrated photovoltaic panels and building integrated solar thermal panels are exempted. Solar reflectance and thermal emittance or SRI, see spreadsheet calculator at www.enerqv.ca.gov/title24/ ¤ Roof constructions that have thermal mass over the roof membrane with a weight of at least 25 lb/fr' are exempt from the Cool Roof criteria below. ¤ High-rise residential buildings and hotels and moteIs with low-sloped roofs in Climate Zones 1 through 9,12 and 16 are exempted from the low-sloped roofing criteria. O 0 0 0 CIO 0 0 0 0 1. If Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. CRRC Product ID Roof Slope Product Weight Product Aged Solar Thermal Numbe/s 2:12 >2:12 <51bnf 2 5lb/ft2 Type2 Reflectance3 Emmitance SR'5 Pass R-30 Roof GAFGLA. O 0 0 04 0.75 0.85 0 0 moo 04 0 0 0 0 0 04 0 0 0 0 0 04 0 0 0 0 0 04 0 0 0 0 0 04 0 1. The CRRC Product ID Number can be obtained from the Cool Roof Rating Council's Rated Product Directory at www.coolroofs.ora/products/search.php 2. Indicate the type of product is being used for the roof top, i.e. single-ply roof, asphalt roof, metal roof, etc. 3. If the Aged Reflectance is not available in the Cool Roof Rating Council's Rated Product Directory then use the Initial Reflectance value from the same directory and use the equation (0.2+0.7(pinitia] - 0-2) to obtain a calculated aged value. Where p is the Initial Solar Reflectance from the Cool Roof Rating Council's Rated Product Directory. 4. Check box if the Aged Reflectance is a calculated value using the equation above. 5. The SRI value needs to be calculated from a spreadsheet calculator at html/www.enerav.ca.gov/title24/ 6. If Fail then describe on this page of the Inspection Checklist Form and take appropriate action to correct. Verify building plans if necessary. To apply Liquid Field Applied Coatings, the coating must be applied across the entire roof surface and meet the dry mil thickness or coverage recommended by the coatings manufacturer and meet minimum performance requirements listed in §118(i)4. Select the applicable coating: ¤ Aluminum-Pigmented Asphalt Roof Coating ¤Cement-Based Roof Coating ¤Other Discrepancies: EnerqyPro 5.1 by EnemySoft User Number: 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 7 of 14 CERTIFICATE OF COMPLIANCE (Part 3 of 3)ENV-1 C AND FIELD INSPECTION ENERGY CHECKLIST Project Name Date Catalina Commercial Center 3/27/2013 Required Acceptance Tests Designer: This form is to be used by the designer and attached to the plans. Listed below is the acceptance test for Envelope Fenestrations system. The designer is required to check the acceptance tests and list all the fenestration products that require an acceptance test. If all the site-built fenestration of a certain type requires a test, list the different fenestration products and the number of systems. The NA7 Section in the Appendix of the Nonresidential Reference Appendices - Manual describes the test. Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: Systems Acceptance. Before Occupancy Permit is granted for a newly constructed building or space or whenever new fenestration is installed in the building or space shall be certified as meeting the Acceptance Requirements. The ENV-2A form is not considered a complete form and is not to be accepted by the enforcement agency unless the boxes are checked and/or filled and signed. In addition, a Certificate of Acceptance forms shall be submitted to the enforcement agency that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of §10-103(b) of Title 24 Part 6. The field inspector must receive the properly filled out and signed forms before the building can receive final occupancy. A copy of the ENV-2A for each different fenestration product line must be provided to the owner of the building for their records. Test Description Fenestration Products Name or ID Requiring Testing or Verification STARPHIRE SOLARBAN 60 (2) Bronze ENV-2A Test Performed By: Area of like Building Envelope Products Acceptance Test 1,687 0. EnergyPro 5.1 by EnergySoft User Number: 6055 RunCode: 2013-02-27T09:46:35 ID: CO7429 Page 8 of 14 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV-MM Project Name Date Catalina Commercial Center 3/27/2013 DESCRIPTION Building Envelope Measures: Installed insulating material shall have been certified by the manufacturer to comply with the California Quality§118(a):Standards for insulating material, Title 20 Chapter 4, Article 3. All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of§118(c):Sections 2602 and 707 of Title 24, Part 2. The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R-value- §118(f):of no less than R-13 between framing members. All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed,§117(a):weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfrn/ft. 2 of §116(a) 1 : window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinging and sliding), and 1.0 cfm/ft. 2 for nonresidential double doors (swinging). §116(a) 2: Fenestration U-factor shall be rated in accordance with NFRC 100, or the applicable default U-factor. Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site-built fenestration, or the§116(a) 3:applicable default SHGC. Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be§116(b):weatherstripped (except for unframed glass doors and fire doors). Enem¥Pro 5.1 by EnemySoft User Number. 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 9 of 14 Savings ByDesign UTILITY INCENTIVE WORKSHEET UTIL-1 Project Name Catalina Commercial Center Step 1 ANNUAL TDV ENERGY USE (kBtu/sqft-yr) ENERGY COMPONENT Standard Proposed Marain - Space Heating 58.63 47.99 10.65 Date 3/27/2013 Step 2 PERCENT BELOW TITLE 24 Adjusted TDV Energy Use (Excludes Process Energy) Space Cooling 151.10 133.13 17.98 Indoor Fans 53.96 52.29 1.68 Standard Proposed Design Design Margin 370.16 -339.86 =30.30 Heat Rejection 0.00 0.00 0.00 0.00 0.00 0.00Pumps Domestic Hot Water 0.00 0.00 0.00 Standard %Below Margin Design Title 24* 30.30 /370.16 =8.2 % Lighting Incentive Eligibility Yes 42.06 42.06 0.00 Receptacle 64.40 64.40 0.00 Owner Incentive (>=1056) O Process 0.00 1 0.00 0.00 Process Lighting 0.00 1 0.00 0.00 TOTALS:370.16 339.86 30.30 Conditioned Floor Area =5,580.0 fF sq. ft. Step 3 ANNUAL S TE ENERGY USE Average 2pm - 5pm Standard Proposed Margin Peak Demand (kW)36.4 33.4 3.0 The values shown here are based upon the results of an EnergyPro Compliance energy analysis that uses Title 24 profiles as specified in the Alternative Calculation Method manual. Standard Proposed Margin ENERGY COMPONENT Electricity Natural Gas Electricity Natural Gas Electricity Natural Gas (kWh)(therms)(kWh)(therms)(kWh)(therms) Space Heating 0 1,899 0 1,553 0 346 Space Cooling 25,197 0 22,241 0 2,956 0 Indoor Fans 13,482 0 13,064 0 419 0 Heat Rejection 0 0 0 0 0 0 Pumps 0 0 0 0 0 0 Domestic Hot Water 0 0 0 0 0 0 Lighting 10,281 0 10,281 0 0 0 Receptacle 16,382 0 16,382 0 0 0 Process 0 0 0 0 0 0 Process Lighting 0 0 0 0 0 0 Step 4 TOTALS:65,343 1,899 61,968 1,553 3,375 '346 POTENTIAL OWNER I VCENTIVE CALCULATION % Below Title-24*Incentive Savings (from step 2)Rate (from Step 3)Subtotal Electricity (kWh) n/a| · n/a x n/a =n/a SOUTHERN CALIFORNIA E DISON Electricity (kW) ¢/kWh kWh n/a x n/a =n/a An ED/SON /NTERNAT/ONAL® Company $/kW kW Natural Gas =n/a X rda =n/a ¢/therm therrn Owner Incentive n/a Potential incentives indicated on this report are available only through the Whole Building Approach Element of the Savings By Design Program for new construction and are NOT GUARANTEED. Projects MUST receive prior, written approval from The Utility during conceptual or early design development and must meet all other program requirements to qualify. Potential incentives are subject to program limitations based upon the incremental cost of the measures. *% Below in this equation is limited to 30%. EnergyPro 5.1.7.6 by EnergySoft User Number: 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 10 of 14 Q Savings ByDesign UTILITY INCENTIVE WORKSHEET UTIL-DT Project Name Date Catalina Commercial Center 3/27/2013 Step 1 ANNUAL TDV ENERGY USE (kBtu/sqft-yr)Step 2 PERCENT BELOW TITLE 24 ENERGY COMPONENT Standard_ _Proposed_ _Margin Adjusted TDV Energy Use - - (Excludes Process Energy) Space Heating 58.63 47.99 10.65 Space Cooling 151.10 133.13 17.98 Indoor Fans 53.96 52.29 1.68 Standard Proposed Design Design Margin 370.16 -339.86 =30.30 Heat Rejection 0.00 0.00 0.00 0.00 0.00 0.00Pumps Domestic Hot Water 0.00 0.00 0.00 Standard %Below Margin Design Title 24* 30.30 /370.16 =8.2 % Lighting 42.06 42.06 0.00 Receptacle 64.40 64.40 0.00 Process 0.00 0.00 0.00 Incentive Eligibility Yes No Design Team Incentive (>=10%)0 0 Process Lighting 0.00 1 0.00 0.00 TOTALS:370.16 339.86 30.30 Conditioned Floor Area =5,580 sq. ft. Step 3 ANNUAL S TE ENERGY USE Average 2pm - 5pm Peak Demand (kW) ENERGY COMPONENT Standard Proposed 364 33.4 Standard Electricity Natural Gas (kWh)(therms) The values shown here are based upon the results of an Margin EnergyPro Compliance energy analysis that uses Title 24 profiles as specified in the Alternative Calculation Method3.0 manual. Proposed Margin Electricity Natural Gas Electricity Natural Gas (kWh)(therms)(kWh)(therms) Space Heating 0 1,899 0 1,553 0 346 Space Cooling 25,197 0 22,241 0 2,956 0 Indoor Fans 13,482 0 13,064 0 419 0 Heat Rejection 0 0 0 0 0 0 Pumps 0 0 0 0 0 0 Domestic Hot Water 0 0 0 0 0 0 Lighting 10,281 0 10,281 0 0 0 Receptacle 16,382 0 16,382 0 0 0 Process 0 0 0 0 0 0 Process Lighting 0 0 0 0 0 0 Step 4 TOTALS:65,343 |1,899 61,968 1,553 3,375 POTENTIAL DESIGN TEAM INCENTIVE CALCULATION % Below Title-24*Incentive Savings (from step 2)Rate (from Step 3) Electricity (kWh)C n/a /3) >n/a X n/a 346 Subtotal n/a SOUTHERN' CALIFORNIA ¢/kWh kWh EDISON®Electricity (kW) = 6 x n/a = n/a An ED/SON iNTERNA77O/'AL' Company $/kW kW Natural Gas = n/a x n/a =n/a ¢/therm therrn Design Team Incentive > =n/a Potential incentives indicated on this report are available only through the Whole Building Approach-Design Team element of the Savings By Design Program for new construction and are NOT GUARANTEED. Projects MUST receive prior, written approval from The Utility during conceptual or early design development and must meet all other program requirements to qualify. Potential incentives are subject to program limitations based upon the incremental cost of the measures.96 Below in this equation is limited to 30%. EnerqyPro 5.1.7.6 by EnemySoft User Number: 6055 RunCode: 2013-03-27T09:46:35 ID: C07429 Page 11 of 14 UTILITY INCENTIVE WORKSHEET Project Name Catalina Commercial Center Step 1 ANNUAL TDV ENERGY USE (kBtu/sqft-yr) ENERGY COMPONENT Standard Proposed Margin - Space Heating 58.63 47.99 10.65 Space Cooling 151.10 133.13 17.98 Heat Rejection 0.00 0.00 0.00 Indoor Fans 53.96 52.29 1.68 Domestic Hot Water 0.00 0.00 0.00 Pumps 0.00 0.00 000 TOTALS:263.70 233.40 30.30 UTIL-1 R Date 3/27/2013 Step 2 PERCENT BELOW TITLE 24 Margin Standard %Better* 30.30 l 263.70 =11.5 % Cooling Standard 17.98 l 151.10 =11.9 % Incentive Eligibility Yes No Owner Incentive (>=15%)0 0 NSHP Incentive (>=30%)0 0 Conditioned Floor Area =0.0 fF Number of Bedrooms = 3 Energy Star V3 Target =15% Step 3 ANNUAL SITE ENERGY USE Average 2pm - 5pm Standard Proposed Margin Single Orientation Peak Demand (kW)36.4 33.4 3.0 Standard Proposed Margin ENERGY COMPONENT Electricity Natural Gas Electricity Natural Gas Electricity Natural Gas (kWh)(therms)(kWh)(therms)(kWh)(therms) Space Heating Space Cooling Heat Rejection Indoor Fans Domestic Hot Water Pumps TOTALS: Step 4 POTENTIAL OV Potential incentives indicated on this report are available only through the California Advanced Homes Program for new construction and are NOT GUARANTEED. Projects must meet all other program requirements to qualify. Potential incentives are subject to program limitations ,| Pacific Gas andElectric Company SOUTHERN CALIFORNIALI EDISON An EDISON /NTERNATIONAL' Company 290 A Sempra Energy utility® 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0.00 NNER NCENTIVE CALCULATION % Better than Title-24*Incentive Savings (from step 2)Rate (from Step 3)Subtotal Electricity (kWh)n/a n/a X n/a =rda $/kWh kWh Electricity (kW) n/a rva x n/a =rda $/kW kW Natural Gas n/a * n/a X nia =rda $/therm therm Base Incentive = n/a Energy Star Incentive n/a X 10% =n/a Green Home Incentive n/a X 10% = n/a Compact Home Incentive n/a X 15% =n/a Photovoltaic Incentive n/a x n/a =rda DC Rating kW NSHP n/a Total n/A california advanced homes' A Sempra Energy utility- *%Better than in this equation is limited to 45% EnergyPro 5.1.7.6 by EnergySoft User Number. 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 12 of 14 ENERGY USE AND COST SUMMARY ECON-1 Project Name Date Catalina Commercial Center 3/27/2013 Rate:Fuel Type: E/ect,icity STANDARD PROPOSED MARGIN Energy Peak Energy Peak Energy Peak Use Demand Cost Use Demand Cost Use Demand Cost (kWh)(kW) ($) (kWh)(kW) ($) (kWh)(kW) ($) Jan 3,879 26 3,806 24 73 2 Feb 3,440 26 3,371 24 69 2 Mar 3,885 24 3,773 22 112 2 Apr 4,637 32 4,439 29 198 3 May 5,377 38 5,060 35 317 4 Jun 6,326 41 5,905 37 420 3 Jul 8,619 43 7,943 40 675 3 Aug 8,419 44 7,800 40 619 4 Sep 7,008 44 6,560 41 447 4 Oct 6,117 42 5,808 39 309 3 Nov 3,991 32 3,895 30 96 2 Dec 3,646 19 3,607 19 39 1 Year 65,343 44 61,968 41 3,375 4 CO2 lbs/yr lbs/yr lbs/yr Rate:Fuel Type: Natura/ Gas STANDARD PROPOSED MARGIN Energy Peak Energy Peak Energy Peak Use Demand Cost Use Demand Cost Use Demand Cost (therms)(kBtu/hr) ($) (therms)(kBtu/hr) ($) (therms)(ketu/hr) ($) Jan 441 509 373 421 68 88 Feb 328 419 270 372 58 47 Mar 217 395 172 346 44 49 Apr 135 298 108 259 26 39 May 71 224 61 190 10 34 Jun 4 42 3 93 1 -50 Jul 5 92 3 75 2 17 Aug 10 84 6 67 4 16 Sep 14 97 10 78 4 19 Oct 56 261 38 141 19 120 Nov 215 403 174 362 41 42 Dec 404 453 334 402 70 51 Year 1,899 509 1,553 421 346 88 2 lbs/yr lbs/yr lbs/yr Annual Totals Energy Demand Cost CosUsqft Virtual Rate Electricity 61,968 kWh 41 kW $ 0 $0.00 /sqft $a00 /kWh Natural Gas 1,553 therms 421 kBtu/hr $0$0.00 /sqft $0.00 /therm Total $0$0.00 /sqft Avoided CO2 Emissions:0 lbs/yr EnergyPro 5.1 by EnergySoft User Number: 6055 RunCode: 2013-03-27T09:46:3 ID: CO7429 Page 13 of 14 Energy Upgrade Recommendations ECON-2 Project Name Catalina Commercial Center Documentation Author A. V. Energy & Associates Project Address 2102 North Tustin Ave Santa Ana, CA It: 0'Re€6#.Mi'nd,d 2,1.-6 9 : -3.,-ft"0'1.--.0....'.7,'21·:... .- -5-•...u...... Pt . Improvements '.... J 1.4<,1 'tzi.·1 d · 6.41/ UDasctipiion 45263 7th Street East #43Author Address Lancaster, CA 93535 'r..0 3.3.1,742 102'2' '':4-0-;6,3 7>'A'r,Huair.,4 3Edt Coiftoi :12 + Savings :-2.9 4:·: * * ; 1 .:.5::2'fi„.0 - Savirigs' · =:c .Instally · 3 Site.. -:TDV-:' 4 Vt 1.- . 1.1. D 141.41. 00 : V lit 1.5 2.' 1, ' '" £ A 6 RI Annual Results . :68:0&4 1 i:te·iI- t·,-Ibit: Space Heating tspabecooling,t·i b/·6'f Fans Domestic Hot Water :indoor-LiglitingI=· 0 8.... 2..4 . r Outdoor Lighting A#pliarices/Ridg·Loads'- Ancillary -Renbwabled'i-1-·.2;43 TOTAL r :* -f f ''.i Energy Cost DE#istinti : i Improvddfi 160 $0 $0 $0 541:.ir .4.-0 SO ..11.t'-·, i:' i.<'ii *.0.-i;' $0 9%33:>:4··1$0. 1.-SUP'44.,£·· 94 $0 4 'sivi#gs q 204 Electridity.(kwfli -(··'.7 ·. r-li' Fossil:Fuel.(thdrms).-i :45% ¢Exiltinik :Im#oVekl' SSaViASs, 2 tExisting:.2 Improved) [Sa*ings". 0 1,553 12064 0 0 Gy. 10,281 AE,Ky.....7 9,9.-U" : OVOW'.3:.0 --,7'- „I' i...'·s. PCJ>U;.74 0 0 0 61,968 1,553 h.CO2 (lbs/ydar)'El · '4.'. w :Ekistihbr.Al· Impkdved,7 79*inwit@ Climate Zone: 0Electricity Electric Rate: 0Fossil Fuel Gas Rate: TOTAL 0 Floor Area:5,580 Type:Nonresidential Average Demand (k\N)33.42 339.86TDV Energy (kBtu/ft-yr) The estimated operating costs shown in this report are dependent upon many factors. The construction and conservation features of the project dearly are important. Equally important is the thermostat setting. How the thennostat is used, appliance use, and occupant interaction all influence the annual operating cost. The estimates provided in this report are based on typical conditions; your actual usage will vary. EnergyPro 5.1.7.6 by EnergySoft User Number: 6055 RunCode: 2013-03-27T09:46:35 ID: CO7429 Page 14 of 14 Planning & Building Agency 20 Civic Center Plaza Ross Annex TITLE 24 PLANNING P.O. Box 1988 (M-19) & BUILDING Santa Ana, CA 92702 REVIEW FORM AGENCY (714) 647-5800 8/WXWARem*#WRA?%6*03*EMNRmAWS#*F>.Am*NABY-JEMWhel=,4:tr™I#*4*MAKW&7*I*F#0%8**AQ T24-01 CENC 2008 Check box of T-24 documents reviewed.· Remit signed, stamped copies to appropriate plan check staff.*t ENV ¤LTG ¤MECH CITY OF Permit Tracking Number:10. 1717 -Ill Project Address: .2.tolkle-TOS-Un Ave- Scxn -ck- Ana. r» 92.-705 I have reviewed both the calculations and the construction drawings for the above project and find both to be in compliance with the Energy Efficiency Standards and Administrative Requirements of the California Code of Regulations, Title 24, Parts 1 and 6. I understand that my review was performed as a represehtative for the enforcement agency, the City of Santa Ana Building Safety Division. Signature:-eQi--1-80@iNr A187112.-Cg,1»#67%,L=,ir•,e£ Print Name: /z:&0>2 ,4975/Date:04/ 04 /15 Company Name: /4/14*' z>Ze//K- ' Phone: 577--3,2.9- 1*6 Company Address: 6*62 bl€0 61£2,23;, 06,*, -3>-*92/ 6:4526/4 2,0010:ln··G.TyZ;93>77-A •Div*P'*g=-1= --19=r -:73•'· €3·/ .'.·-·£I •tdAA .·t;,#0-5-id*iftliteet*2&£00]Reeri lbEnergy Analist:i_XEitice'Asidtonttatt&01 1454-irl'21'1124'UR-,yAL'····' -- 1 >n·R' r.*:0k .- *Sl£-Ati,vik-Ic>' 4,- e.·AA f ... -» ..#Ali.-ir,%,f/7...b.64 - -rflr>14-Fl'Jitle-24-forms--lin-ust -haG:sigaatul®% and-Infam-fatiombloo's-completed 16-fri +, . £49 -1,- . 1-F. 1 ---_1Th]:540*m musfili*Jsi,4de:dth,VitmAW-alldias-e¢1-f326¥Et¥-emfememelitahemt- s- rk- Mil- -645 i»u- -*134,Ub-*=A Certified Eli@rgvfl44 EfaA-Hfiet-*flicA-546#Engirfe"er,- Architeet or-Licensed]!-745-2-j<lt1 1 -0, i J.L .3f'T - ttl- =1 :.ekil.Qed-t-ratto-t-'Do- is fidftirectly 'InOol-Deijh tfi'e-,designi,ydocumentationl-thot:* -c-=EL*41»9'15221%44**105,4-1-p"'ate,-3rdIA@-WiMT&*-4£<ALIikgA-f---1i-y Fltoithis-doc!101*lt-1!Ugl] hnA .ENal.th erift'07 1,8 -'oiI¢0***'0*3*9%147Mt'f-'r : _-d%11-2-7-»0p·f-=3114Ifi-,r, _-- ' 04427# -1 41EtfmPx£63446 #26-:3itt;-ftZ-'01-14)39-ri·.9--ig-€42::g -9C ' Elilergy-Andl,iste@ndlflegE;amim@'f .-115tszat€Pat:43..1-0=T--4 '21.4 l... ..:. ....: .- -·-- -i: ,=.. : : -·--.·::·l-9,-- ': 1y--:ba,#Mt#-lkwi4wl€SE*%k/eikbid&12Ail@@im,- ,1::.-:yi_J-,-1--5;-i:- ·_. _ 0':..1-163: I- -- .- r - . 1- ·1r -:?EogimeelisdlistslatelabFO>TI©4 _3'I-Vt'.7 13**Eff--&:1.. -,4-*'; j - -*i -1, -· ·-1?* ir·, 1 4,11.[1'71,14 11 PI,4 1,1 111' 2011-1 70- I . i 11-11'll'h. 1./.4-1..,- I ·p-g.4--..b*t*::H**:wmb,€1:sked*de,9/,&*ttiwimit«hs./;It'I'c41*014**siatrnii.. , - I - - - I_ -6 -grf - hal¢09€*9'*%8419*2k,tf?%32:4:-if:*11,3,5--F ·:- :19:tt,p ://wmwmah.,ca.,40#le·ensiiae,§7/, :12*lite€V,€hifi€St,i@Cl:§ Et,till; r..:.-*£%FaERICg@07,6-=dfiniatifiet-3'-LE: :-=·'2 -1,;:10-3.3. 7.-- 3- -£ 2- Etft*0%38*51*I taiIFi**At]%611.d96*WRfitd**1&-M**i¢Gittit€ill*11**RI=ite-it,*ebasex 1/ 777773979·a,8*2799/.-EF FZ*V i --7.-InT:>153f23'fo<7 73mK·?73'3-7- -. ' -,-TB -- -- 1 -: 11- t.---1-1 -420:-1 4-i ..A.11' k.03.:nw::11/t....,2-:. -L- -5-' - RM*#28¥M#}£14I5#,t*f¢**isidt:ihied}/bk*@6*-7.*-0*addi'e.al*atjiWd@*b'tFi-- r- ' ·-31- .---6..442Ap:726&..-*'. -' . 1 -- '-3L1;Z!55Eti;Dr.iZ!*WSEP/fECM;ES/.9*813*210-3*6;1182,3id1iI-. rev: 07/18/2011 Address Cool Roof Rating Council Page 1 of 1 r 1 *1140 ·· -2-- /9-3 f -' -3 2 8 /34 1-21\ -9/ yDIREC!-clf=y=fliFEifEC--JUDE lucts 42*'0\.: --29 Rated Products Directory: Search Results [ new search ] [ print friendly ....f#.(a--:61=mi view ] [ export ]..'. 25_. (last updated 29 Mar 2013 13:13 CDT ) Showing Search Results for: -LE.:/6/'2'«9/-69 10 1 Company:M.C.A. Clay Roof Tile Product Type:Tile or Slate, Shingles, Shakes, Tile or Slate Model:B301 Old Mission Blend Slope:Steep previous Ill next (showing records 1 -1 of 1) | 25 Records per Page ,| Manufacturer Solar Reflect Therm Emit. SRI Note CRRC Information Color Product:Clcne about Prod. ID (sorted +) Brand Model Category Tvoe init 3 w init 3 vr init 11[Application Ratings i 0882-0058 M.CA Clay MCA B301 Red,Tile or 0.42 pending 0.86 pending 46 pending Steep Roof Tile Clay Old Brown Slate Yoshihiro Roof Mission Suzuki Tile Blend (800-736- 6221) i previous Ill next (showing records 1 -1 of 1) |25 Records per Page -n| About the CRRC I Product Rating Program 1 Rated Products Directory I CRRC Members I CRRC News Become a Member 1 How Do 11 Contact Us 1 Cool Roof Links 1 Home http://www.coolroofs.org/products/results.php?keyphrase=&select_type=select&type%589... 4/3/2013 #11CC EVALUATIONv... SERVICE ICC-ES Evaluation Report www.icc-es.ora I (800) 423-6587 1 (562) 699-0543 DIVISION: 07 00 00-THERMAL AND<MOISTURE P.ROTECTION Section: 07 32 13-Clay-Roof·Illas REPORT HOLDER: MARUHACHI CERAMICS OF AMERICAr INC., dba MCA CLAY ROOF TILE 1985 SAMPSON AVENUE CORONA, CALIFORNIA 92879 (951) 736-9590 www.mcatile.com. EVALUATION SUBJECT: MCA CLAY'ROOF TILES: ONE-PIECE MISSION, 10-INCH STRAIGHT BARREL MISSION, 8-INCH STRAIGHT BARREL MISSION, CORONA 'TAPERED MISSION, CLASSIC TAPERED MISSION, ROMAN PAN, MF108 INTERLOCKING FLAT, IMPROVED-S,· ORIENTAL AND CLASSIC "S" MISSION TILES 1.0 EVALUATION SCOPE Compliance with theffollowIng codes: 1 2009;and 2006 international Bul/ding Code® (IBC) • 2009 and 2006 intemational Residential Code® (IRC) m Other Codes (see(Section 8.0) 4Propertlesfe.valuated: m WeatherEresistance • Fire;classification • Wind Oplift rasistan® 2.0 USES MCA clay roof tiles, installe'd in accordance with this report, are roof covering materials complying with Chapter 15 of the iBC andiChapter 9 of the IRC, and may be used where Class A, B or C roof assemblies are required. 3.0 DESCRIPTION 3.1 General: The roof tiles are niachines-foritidd from nafural day ariel fired to various degrees to obtain the required strength. The tiles have a natural, glazed or spray-flash finish. Th-e. surface of the glazed; tiles receives an acrylic glaze prior to 0trificatioh. The spray-flash finish·86¥isiats of a sprayed-Oh mixture of.:natural clay:materials, which is then baked on the surface of the tile. Accessory tiles such as ridge, gable, hip, birdstop and turret tiles are also. available. See Figure 1 for tile profiles. Most Widely.Accepted and.Trusted ESR-2144 Reissued August 1, 2011 This reportis subjectto renewalin one year. A Subsidiary 6f·the Int*mational C*de Cauribil' 3.2 Roof Tiles: 3.2.1 One-Piece Mission Tile: The. One-Piece Mission tiles are S-sh®ed, 19-inches (483 mm) long, 141/2 inthes (368 mm) wid6, and an averdge of-1/2 inch,(12.7 mm) thick. The tiles weigh 7.8 pounds per square foot (38.0 kg/nf) when installedwith a 3-ihch (76 mm) headlap and 2?/4-Inch (70 mm) sidelap. The tiles have two nail holes in the pan. and one nail hole in the cover side. The tiles are Type I, Grade 1, in accordance with ASTM C 1167. 3.2.2 10-Inch Straight Barrel Mission Tile: Ii* 10-inch Straight :Barrel Missiontile consists of a pan and cover unit. The: tiles are 19 inches (483 mm) long and 10 inches (254 mm) Wide, and have a thidkhess of 1/2 Inch (12.7 mm) at thet center tapering to '/io inch (11.1 mm) at the sides. The tiles Weigh 10.2 pounds per square foot (49.8 kg/m?) when install*d with a 3-inch (76 mm) headlap and 131/2-inch (343 *rn) canter-to-center side spacing of pan units. One nail hole; is provided at the top of each tile. "The tiles are Type I, Grade) 1, in accordance with ASTM C 1167. 3.2.1 8-Inch Straight Barrel Mission Tile: The 8-inch. Straight Barrel Misdion tile consists of & pan and cover unit. 'The tiles are 19 inche5 (483 mm) 'long, 8 inches (203 mm) wide and approximately 1/2 Inch (12.7 mm) thick. The tiles:weigh 10.7-pounds per square foot (52.2 kg/m?) when installed:with a 3-inch (76 mm) headlap and 11-inch (279 mm) center-to-center side spacing of pan units. One rjai! Rolels provided at the top of each tile. The tiles are Typel Grade 1, in accordance with ASTM C 1167% 3.2.4 Corona Tapered Mission Tile: The tile consists-of a pan and cover unit measuting approximately 83/4 inches (222 mm) wide.at the nose and 6 inches (152 mm) wide at the head of *ach tile. Ihe tiles are 19 Inches (483 rnm) long and approximately 1/2 inch (12.7 mm) thick. The tiles Weigh 19.7 pounds' per square foot (52.2 kg/m2) when installed with..a 3-inch (76 mm) headlap and 12-inchf (305 mm) center-to-cehter side dpating:·of #An units. One nail hole is provided at the top of each tile. The tlles< are Type I, Grade 1, in accordance with ASTM C 1167. 3.2.5' Classlc Tapered Mission Tile: The tile consists of a pan and cover unit measuring 714 Inches (184·mni) wide at the nose-and 61/4 Inches (159 mm) at the head of the tile. The tiles are 19 inches (483 mm) long and approximately 1/2 inch (12.7 mm) thick. The tiles weigh 10.4 pounds per squar6 foot (50.8 ,kg/m') when initalled with a 3-inch (76 mm) headlap and 10-inch (254 mm) cunt*r-to-center side s#acingof pan units. One ndil hole is·provided at the top of each tile. The tiles are Type I, Grade 1, in abcordance with ASTM C 1167. ICE-ES Evaltiotion RepAs'are not to be consinled as rep.resenting nesihefici or any other ati,ibiltes not spe®cally gddressed.nor. arfthey to be collitnted 3as an endorsement of the subje'ct ofthe report or a recbmmendatio-nfor its -nic. There ts no wdrranty by ICC Evaluation Senice. LLC, express or implied. as to any fiding or other matter in this rep#rt. or as to any product covered by Ihe report. t=D Copyright'© 2011 Page 1:of 4 t ESR-2144 1 Mos}W#dely:Accepted'and Trusted 3.2.6 Rom'an Pan Tile: The Romah Panitile is'19.ittcheb (483. mm) long, :10 inches (254 mm)· wide and appro*imat¢ly 1/2 inch (12.7 mni) thick: The tiles are Type Ill, Grade. 1, in accordance with ASTM C 1167. Two nail holes ardprovided at th* top of eaph tile. The Roman Pan tiles Use eithW Classic or Corona Tapered Mission tiles 'as cover units. When used with Classic T®ered, Mission tile covers, the tile's weigh 10.4 pounds:per square.foot (50.8 kg/mb, installed with a 3-inchi ,(76 hifit) iIi*idlap arid '12-inch 1305 mm) pentdr-to-center iside spacing of pan units. When used with the Corona Tai*red Misdiori tjle covers, the tiles weigh 10.4 pounds per square foot (50.8 kg/m2),, installed. with..a 3-inch :(76 mm) headlap and 13-inch (330 mm) center-to-center· side.spacing 6fpan UAits. 3.2.7 MF108 Interlocking Flat Tile: The tiles are' interlobking: flat tiles that·are 135/0 inches (345 mm) lohg, 13'/4 inches (348 mmbvide and 11/2 inches (38 mm),thick. The-tiled weigh 8.9 pounds per square foot-(43.5 kg/m2) .when instailed with a 214-Inch (57 mm) head lap and a 16/8-inch-(41 mm) side lap. Two nail holes are provided at the top of each tile.. The tiles are Type Ill„ Grade· 1,. in accordance with ASTM C 1167. 3.2.8 Improved-S Tile: Improved-S are Spaniskstyle .interlocking til;s, 12?/, inches (314 mm) long and; 123/8 Inches (314 mni) wide, and having an' approximate thickness of 5/8 inch (15.9 mm). The tiles Wigh - 10.8 pounds'per square foot (52.7 kg/m2) When installed:With·a 2-inch (51 mrn) headlap.-Two nail holes are providdd in.the pan portion of the tile and two lugs are: provided -on .the back. The tiles are T** 11; Gf#46; 1,:lh ac¢drdance with ASTMC 1167. (3.2.9: Otlental Tile: Oriental, tiles are interlocking tiles ithat.are 12 inches·.(305 mm) long.and 12 Inches (305 mm) wide, and have an approximate thickness of 5/8 inch (15.9 mm). The tiles -weigh 8.4 pounds per squate foot (41.0 kg/nf) when installed with a 23/8-inch (60 mm) headlap. A nail hole is 076\4064 Ih :the pan 00(tioh and two lugs are provided on the back. The tiles:are Type ll, Grad61, in accordance with ASTM C 1'167. 3.2.10 Classic "S" Mission Tile: The Classic °S° Mission: tiles are S-shaped, 19 inches. (483 mm) long, 11 inches (279 mm) Wide, ahd,an average of 141nch (127 mm) thick. AThe tiles' weigh 7.9 pounds per square foot (38.5 kg/m2) wheti installed with a 3-Inch (76-thm) h«adlip and 23/4-inch (70 mm) sidelap. The tiles.have two nail holes in the pan tile knd one hole in the- coVer tile. The tiles are Type 1, Grade 1,:in accordance with ASTM C 1167. 4.0 INSTALLATION . 4.1 Gun#ral: The tilds·mutt bd ilistalled in actbrdancetwitli-th@ Coricret€ and Clay Roof Tile Installation Manualfor Moderate Cliinate Region#, datel March 2010, published by the Tile - Roofing Institute <and: the Western States -Roofing Contractors Association (herein teferred to.as the TRIANSRCA :installati6n manual), :and:recognized in ICC-ES evalOation report ESR-2015P/except as noted in tllis· report: This report andithe.TRI/WSRCA installation manual must be available at the jobsite atiall times durfng installatibh. 4.2 Adliesivaly Attadlidd:ISyst@hiat MCA· .clay roof liles may be ihstallad With roof tile adhesives that are recognized in a current ICC-ES 6valuation report for use in dayrobf tile. applithtions. Page 2 of 4 -In#t.®ation *f tiles using these: adhesively aitached systems must be in .accordance With :the Adhedi*e manufacturer's ICC-ES evaluationreport: 4.3 Roof Slope LIMItations-: The tilet·Wr* installEd ht a mirilrijum /66f slop# of 216112 (21 percent) texcept<· for·the : MF108 Interlocking) Flat, the IMprove-d-*abd th# 02!ental tiles; wlilch must be installed (at a minimum roof slope of,4:12 (33.3 percent). 4.4 Underlayment: For adhesively attached systams, underlayment must be fh accordance with the adhesive manufacturer's ICC-ES evaluation report 4.5 Fire Classification: Under the 2009 IBC and IRC, the MCA. clay roof tiles, installed in accordance with this report, are Class A roof coverings ih accordan-be with IBC Section 1505.2 and IRC Section R902.1. When roof til6s are installed with a roof'tile adhesive, installation must be in. accordance with ESR-1709. Under the 2006 :IBC .and:IRC, MCA day' roof tiles, installed; inaccordahde witlj- this repj587 are Class A roof fassemblies in accordance with the exception to IBC Saction 1505.2 and IRC Section R902.1 4.6 WindiR#slstinge: 4.6.1 Mddfidnltally'Fadtehed Systemsti:or applitations beyond the prescriptive parameters of IBC Table 1507.3.7 and IRC Sattion R905.3.7, the fastehing systems must be determined to withstand the aerodynamic:uplift moment.In atcordante withythe: Detign Considerations for High Wind Applications in Appendix B of the TRI/WSRCA.installation rfiani:tal.. 4.6.2 Adheslvely Attach*d Systenis: S.de<th'etidhesiv-e- manufacturefs ICCLES:evaluation'report 4.7 Reroofing Applications: The tiles may be ihstalled over ekisting roofs, prdvided the requirements of IBC Section 1510 or IRC Sectibn R907, asi applicable, are met. The roof dassification is as 1noted In Section 4.5. 5.0 CONDITIONS OF OSE The MCA jclay roof til6s described: In this report c*rnply with, or are suitable alternatives to what is specified :in,· those codes listed in Se@ipn 1.0 of thi&: rdiibil,.®Bject 14 the following conditionsy: 5.1 The tiles must, be: manufactured, identified and: installed in compliance with this report, the applicable code and. the TRI/WSRCA installation manual. The instructions within this report·govern if there are any conflicts betw*en the TRIANSRC8 installation manual fand this report. 5.2 'The roof' sheathing and0 roof framing must be designed for the appropriate 16ads determih« in accordance with the applicablecode. 6.3":Th# tilgs are. manufactofed ih Corona, California, Hy-60-0,.Jhpan, and Handa, Aichi; Japan, Ufiddr ati inspection program administered by RI Ogawa & Assoclates, IHE (AA-705): 6.0 EVIDENCE SUBMITTED Data iri accordance with- the ICC-ES Accebtatide Ctitetia for Clay. and Concrete- Roof Tiles- (AC180), dated June 2009. ESR-2144 \ Most Wid*Accepted and Trusted . 7.0 IDENTIFICATION A tag iN¢Iliding:the. repoittlioldefs narne (MCA (Clay RoW Tile) and address,?the product name, the installed?weight; .thee naine of. the- inapedtion. agancy (Rl Og#wa & Associates, Inc. (AA-705)) and. :the evaluation report hurnber (ESER:2144), ls atthbhed to eathshiping pallet. Each Improved-Sand Oriental tile is'marked with 91<TH'or °MI© e®h MF108 tile -Is' marked with 11¥e letter "[),° and all other tiles manufactured at.the Corbna fadility. ,#re marked with 'MCA.° 8.0 OTHER CO0ES In addition to tthe codes> referenced:in Section <1.0, ifie Rroducts in ttils repdr€Were evalubtad fof conibli® (4 Wth the requirements of the following: •: 1999 Standard Bu#ding CodeNSBC) • 1997 Unform.Bu#ding Code™· (UBC) 8.1 Uses: The MCA clay roof'tiles, when install@d in accordance with this report, are used as aroof covering material where Class A, B or C rdgfing a#semblies'are required. 8.2 Descrlptioff: 86*Sdatiah 3.0. 8.3, Ihstallat16nt 8.3.1 General: In: jurisdictions enforcing the SBC, the> tiles must be install#d in accordance with SBC Sections 1503.2, 1506.5 and 1507.4, as applicable. For jurisdictions enforcing the UBC, see·Section 4.1. 8,3.2 · Adheslvely. Attached Systems: See: Section 4.2. 8.3.3 Roof Slope limitations: Seefsection 48. 8.3.4: Underlayment: See Sectioni4.4. 8.3.5 Fire Classification: 8.3.5.1 SBC:,MCA clay'roof tiles installed in accordance wiih this report are Class 8 roof-coverings: in accordance with-the exception to SBC Section 1505.25 8.3.5.2 UBC:'MCA day roof tiles installed in accordance with this report are noncombustible roof coverings in. accordante with OBC Section 1504:2. Fage 3 of 4 8.3.6 ·Wind Reslstancel {8.3.6.1 Mechanically Fastened Systeffist 8.3.6.1.1 SBC: Installation must comply With#SBC'Table· 1507.4.7 for buildirigb having-a maximum mean roof height of 60 feet (18.3 m) under the'SBC, exposed to a maximum basic wjnd speed (fastest mile) of 80.mph (161:km/h). 8.3.6.1.2 UBC: Installation 'must cdmply with the prescriptive)parameters of UBC Tables 15-D-l and 15-6-2. Beyond ·those limits, the fastening systems must be determjned to -withstand aerodynamic uplift mbm-ent in accordafice with the Design Considerations for High Wind Applicajions in Appendix B of the TRI/WSRCA installation. nianual. 8.3.6.2 Adheslvely Attached Systems: Installation must be irraccordance withollie adhesive manufacture-fs ICC-ES'evaluation-report. 8.3.7 Reroofing Applications:'The tiles may be installed over existing roots, provided the requirements of SBC Section 1510 br'the Appendix to UBC Chapter 15, as' applicable, are-met. The roof classification is as notdd in ,Section 8.3.5.1 (SBC) or?Section,8.3.5.2 (UBC) 8.4· Conditions of Use: Tlid MCA *lay roof til*§ de#-8¥ib*I lb.this tdp'dft c#th'bly with, or are suitable- alternatives fto: what is; specified in, those todes listed In Sjittiori 8.0 *f: thii f®ott; subject t6 the following conditions: 8.4.1 The tiles 'must be manufactured, identified and initalled in dompliance-witti this t*pbrt,ithe applic¢ibl@ 60'de and the TRIANSRCA installation manual (UBC only). The instfuctions *ithin this report 009*Frl if tbere- are any conflicts betweenfthe TRIANSRCA, installation manualrand thi©report. :8.4.2 See:Sedlion 51 8.5 Evldent®Submitted: See Section.6.0. 8.6 :Identlflcatlon: See Section*.0. h ESR-2144 \ Most Widely Accepted and Trusted Page 4 of 4 ONE PIECE MISSION 10' STRAIGHT MISSION 8' STRAIGHT BARREL N]SSION 1 % I.••ljo 0 0 0 11 1/ 1. 7 ¥ 10 0 11.2 1 -4 CORONA TAPERED MISSION ROMAN PAN CIASSIC TAPERED MISSION 1.la--1 1.-8,5- A o \ 0 07.0-1- 0 0 0 00 \ 1 12 D U 111 1 1 0,-I. 171 r-.1 1/11 7 12 MF108 INTERLOCIONG FUT TILE DMPRO/ED-S ORIENTAL TU -1173-1-----1173--7 ™==,S:gr*U ..- L JI 4 3!CZ===E- lass 12 1 1 ' El |--11373-2 -1175--1 , 1-11.--1 , , 4 1 ..7 1 b -r-rl b...21sd' U 761 CLASSIC 'S' MISSION ClAY TILE 0 j ...:Ii 1'=leS'*C-.-:,6*up#&46 -u1ll 11WRRM 211,1-1 410 1 -A. al A t\47 TOP DEW.EAVE OCTAL -For SI: 1 inch - 25.4 mm, FIGURE 1-TILE PROFILES E>, ICC EVALUATIONc-3 SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2144 Supplement Issued August 1, 2011 This report is subject to renewal in one year. www.icc-es.ora I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00-THERMAL AND MOISTURE PROTECTION Section: 07 32 13-Clay Roof Tiles REPORT HOLDER: MARUHACHI CERAMICS OF AMERICA, INC., dba MCA CLAY ROOF TILES 1985 SAMPSON AVENUE CORONA, CALIFORNIA 92879 (951) 736-9590 www.mcatlle.com EVALUATION SUBJECT: MCA CLAY ROOF TILES: ONE-PIECE MISSION, 10-INCH STRAIGHT BARREL MISSION, 8-INCH STRAIGHT BARREL MISSION, CORONA TAPERED MISSION, CLASSIC TAPERED MISSION, ROMAN PAN, MF108 INTERLOCKING FLAT, IMPROVED-S, ORIENTAL, AND CLASSIC "S" MISSION TILES 1.0 EVALUATION SCOPE Compliance with the following codes: • 2007 Florida Building Code-Building • 2007 Florida Building Code-Residential Properties evaluated: • Fire classification • Roof covering • Wind uplift resistance 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the clay roof tiles described in Sections 2.0 through 7.0 of the master report ESR-2144 comply with the 2007 Florida Su#ding Code-Residential, when designed and installed in accordance with the master evaluation report, with this additional condition: The clay roof tiles must be installed in accordance with the recommendations of the FRSA/TRI 07320 Installation Manual. Use of the clay roof tiles described in the master evaluation report for compliance with the High-Velocity Hurricane Zone provisions of the 2007 Florida Building Code-Building, and the 2007 Florida Building Code-Residential has not been evaluated, and is outside the scope of this supplement. For products falling under Florida Rule 98-3, verification that the report holdefs quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity - (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued August 1, 2011. ICC-ES Emlitation Reports ore not to be constmed os representing aesthetics or any other attributes not specifically addressed. nor are they to bc constnted as an endorsement ofthe subject of he report or a recommendationfor its tue. There is no warranty by ICC Embtation Senice, LLC. express or implied, as to any finding orother matter in thls report. or as to any product covered by the report Copyright© 2011 Page 1 of 1 9 " PROJECT # 212-013 CATALINA PLAN CHECK RESPONSE STRUCTURAL CALCULATIONS PROJECT: PROPOSED CATALINA COMMERCIAL CENTER FOR MR. RAMIN FAVAKEHI 2102 N. TUSTIN AVENUE, SANTA ANA, CA 92705 JANUARY 14, 2013 581 AXIAL ENGINEERING GROUP, INC. 7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN CANOGA PARK, CA 91303 TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@ aeg-inc.net 0 - Planning & Building Agency ./.11.1 Building Safety Division 20 Civic Center Plaza TENANT IMPROVEMENT2.O. Box 1988 (M-19) 3anta Ana, CA 92702 PLAN CHECK COMMENTS 714) 647-5800 Nww.santa-ana.org I./.6-1 ill/.il L PliN\]\(i6 ncir,irio.16[t·t' 10177791PLAN CHECK NO: 2102 N Tustin AvePROJECT ADDRESS: PLAN CHECK ENGINEER:Heidari, Fred 647-5862TEL: 714 FAX: 714 647-5897 TYPE OF CONSTRUCTION: OCCUPANCY CLASSIFICATION(S): PLAN CHECK DATES: 12/10/2012APPLICATION 12/20/2012INITIAL REVIEW 6/8/2013EXPIRATION RECHECKS: 1. VB M or B REMARKS/RECHECK ITEMS: PROJECT APPLICANT CONTACT PERSON: 2. 3. John Siebel (310)962-3252TEL: FAX: VALUATION:$619,000.00 EMAIL:jes@synergyarchitecture.com FLOOD ZONE: X-0602320164J APPLICABLE CODE: 2010 CALIFORNIA BUILDING CODE (CBC) WITH CITY OF SANTA ANA AMENDMENTS 1. All items noted on this plan check report must be addressed. If you feel that an item is not applicable to your project, note "N/A" and discuss the reason with the plan checker. Z Please indicate the sheet number and detail to the right of each correction, or note the number on the plans where the correction is made. Resubmit marked original, calculations and this correction sheet. A separate sheet for response may be used. 3. Resubmit 4 corrected sets of plans. 4. Meetings between the project applicant/designer and the plan reviewer shall be by appointment only. Please call (714) 647-5862 for an appointment. 5. Please return marked up set of drawings with corrections. Page 2 of 4 6. All drawings and supporting documents shall be prepared, stamped and signed by a California licensed architect or registered civil engineer. 7. This review does not include mechanical, plumbing, fire sprinkler system, or electrical work. Separate plans, applications, fees, plan checks, and permits are required for mechanical, plumbing, fire sprinkler systems, and electrical work. Call 647-5800 for information. 8. The applicant shall obtain clearances/approvals for the following prior to building permit issuance: - Planning Division approval on the corrected/final set of drawings (647-5804.) Previously approved plans. should be submitted to expedite the process. - Orange County Fire Authority approval on the corrected/final sets of drawings ((714) 573-6100) -Police Department approval on the corrected/final set of drawings (647-5840) - Public Works Agency approval (647-5039) - Grading Permit. Application is made through the Building Safety Division (647-5800) and the plan review is by the Public Works Agency (647-5039) - School District Compliance Certificate; a copy of the building permit application, signed by the plan check engineer, shall be required by the School District to verify the scope of work. Refer to the attached handout. - Proof of Worker's Compensation Insurance shall be required at the time of permit issuance 9. Provide pedestrian protection in accordance with CBC Section 3306. Show location and type of protection on plan view. Provide typical construction details, sections; and elevations of pedestrian protection required. Pedestrian protection constructed within a public right of way shall require a building permit issued by the Building Safety Division and a separate approval from the City's Public Works Agency (714) 647-5039. 10. Provide the following: - Provide a fully dimensioned site plan on a separate 8>7 x 11" sheet of paper. 11. Label and note hourly fire rating of: - Exterior walls 12. Reference each fire-resistive assembly to a CBC Chapter 7, Table and Item number: - Walls - Ceilings - Columns 13. Provide fire blocking in concealed spaces of stud walls and partitions, including furred spaces at the ceiling and floor level and at 10 ft. intervals both vertical and horizontal. Page 3 of 4 14. Fire blocking. In combustible construction, fire blocking shall be installed to cut off concealed draft openings (both vertical and horizontal) and shall form an effective barrier between floors, between a top story and a roof or attic space. Fire blocking shall be installed in the locations specified in CBC. 15. Provide complete details on the drawings showing compliance with CBC Section 1405 requirements for veneer construction. 16. The width of the level area on the side to which the door swings shall extend 24" past the strike edge of the door for exterior doors. Show compliance for doors # N10, N11, N12 & N13. 17. Note type of safety glazing complying with CBC Section 2406 for glazing in fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. 18. Show/note ventilation requirements on the plans in accordance with the CBC and California Mechanical Code (CMC) requirements for each type of use. Note on drawings: A110enclosed portions of buildings customarily occupied by human beings shall be provided with natural ventilation by means of openable exterior openings readily controllable by building occupants, with an area not less than 4% of the floor area being ventilated. CBC Section 1203 and 2010 California Mechanical Code Section 402. - Provide mechanical ventilation for each area/room in accordance with the 2010 California Mechanical Code. 19. This building is subject to the State of California Energy Conservation Regulations: - The permit applicant shall be responsible for obtaining an energy plan check from a consultant who is qualified to perform an energy efficiency analysis in accordance with the California Code of Regulations (CCR,) Title 24, Par 6, 2010 California Energy Code. The plan check consultant must sign documentation certifying that a thorough, competent review has been performed on behalf of the Enforcement Agency. - The corrected/final ARCHITECTURAL drawings shall have the required energy efficiency compliance documentation with completed signature blocks filed on the plans. The same information may be copied on the Electrical Plans for the Electrical Plan Checker. - Provide cool roofing as requiredby 2008 Energy Standards. - The energy plan check consultant must complete the attached "Energy Conservation Plan Check·Consultant Qualification Statement." 20. Provide structural calculations and drawings, stamped and signed by a California licensed - architect or registered civil engineer for: - Carlopy --· 5£E PET;-iL 11,40-2-Trash Enclosure - 9151 -RTAL-*€, c-Al.0 4 £3#Eer 9-3Any other structural item such as light standards. - St E · A.[7-A,6620 2* LC . 21. Show compliance with Sections 705.5,705.6, & 705.11 for the wall at the North side of the proposed building. Page 4 of 4 22. Seim:Lmarks on the following sheets of drawing; Al.1, A2.2, A2.4, A6.1, A6.2, A7.2, A9.2:IS-1, S-2, SD- L *Ff RB5ecu 5/9. f 04 610«*ED Il x (-1 Repulge Aciav*AA*2 -u F f 044 9. GENERAL BOUNRATIO1&5ERS: BASI'PLATB SOTEDULE 1. FoulmAT=4 gllallisioN!;dEBg*225'MAROarECrlilll DRAWINa AXIAL MARK SUB ASTM A.«9 --alm AN¥ UABII.rrY WTH REEPECT Toll{ESE ......%• / <01)70™READJE/liD./. SON %-KE£&15*4294=7==6%=, MATE WASHER € DOUSLE NUS /THBLOCATIC»,AND (FAUANaUmmgMFRAMING MATERIAL,&14'*12'.M' 4 mmum=Umirm;. ,AU,All'inECTUMLF&' I'l AS BUT Nor UlrfEDTa DEPREED,es SLOPES SHELIES PA PO TO STARTING 14.KIL2712*lry.%•,/ Nj*Se THRRADED ROD -/ 3-*11 %' /Mini PLATE WASHI -/ COUrnLE NUS 1 FORLAPMNCOF L .SEEDETAn.00/SOT-11 i i.l -,l 41 .FOR ADJA TO 'DA ANDPIE U FOOTING&.ED..L#11,11 ,MIC-4-5,Ill'il1226' .ziC .,Ad'-_ .11.59. - : -44:4'-,LUkIu4;14,*-,41"*ar,-1 11 ,r",-q,sr,A-'.'*"-Ii.,--.rt-••e•2,.-Be,m---.'A' 7 -3= 1392 PAD SCHEDULE 02/SDI-4 I FOR BAR SEE DETAn. 06/5[T-1 FOR 5nDUP AND 2inn-·t;:;·2:,. i-2,l@9.k:,4£03454{?3 ' -'i h..Wh:-i::0:wr,1,89.5*6- 11 :-1- i 8-[Nt!1 11 1. . = =.An. O,-4 7253 C·rud 5 MACIE SLAB mo'MACEPI1#AB1 r..8 6..en 10. 0 13 EACH WAY J .Paas AUSE LuaAND ATTOP & BOTT. 5 FLA OF .D TO PLACEMENT OF AkE AL NOT NOMINAL VAPOR - Al NONCONUmONED AIEAS 5UC H AS'.4,1-',., 193;1,4:130.4 9*Fi?i©,2*·i:5«imf-21 '= --- Ill - - 11 1 141(%41 1,1 1- 1 A W,YERMAY BE74-*Ak_ JOINT. c al_.amall!TO 1/8 INCH IN 10 FEET.Aul 10.- re tars a.(4 .THS MAY 82 61001:KKCALLY (ATTHE SAME ORDI WITH A 4 :fit.#:-7- te 3,0. P«DETAILSCNG LARE 911•,in:CAG 7. FLAT (PA S{ILAR FBATURES MAY BE ™i:9423'#:bll# 24%.4 .1 0 A':3 LONG AT2 FLEraNCEN,EK 2,SC:'-2,04-27#i TO FO I1'3%:fi#59;0.4 0. 0 A TO I T FOUR /15 Kn ™E co #014#ofm?Jij#l '8. ANO{OR BOLTS: INSrALL 80115 AS o,THE AU 5¤f#?MU_INONOTAZIOA -1_.. .w _ - Eyejin mium /el. ]11 1ALE r Z ¥rp. 11 IF '4'ji; 01; j.\'725.b;i;.40:5.4-, i IIi It 4 1.,L 1 1 11-4 f= 'J_ 7-'- --11111- 1 E--,iqg;i'Fffi,j"*#Fb8'19-4FfN-., ' -,' t.'!*EEEiEEP-ifiA:&6wrn,.i =gr \,OCK'.«1'I.NIBB .92 A 111=.WNS AND EM-DED SEE FOR IN ====1.0=.e TE TO,OUNDA ONAU1 +2¢1)\FJ PROVIDiNCEXTENmaNOPAN BOLTS'MAYBE 5'.' i- '-f--,i-" --11,z:1:441496&,4(4<ig,i@lfi@%%4,i, Fidil:.',S... $ 2:r;:31.- 11 1 Jt L4 1111 lili 1 4-«gh' PLACEMENTOPCONCRITE FOR TO:40*Eff::9 31-22'4%*.32-imZHNU-· 1 FLAGED¥-.m SEE DETAIL 04,/SIJM*A.. 11 -1111 1- 1 1 d#*1.- fli.'73;:'...2:,Sk-'1 '2[W?-19-,1..:P·::':65 .:. 32*fi-..*,,492{}i:.fi.,-20.1 1 la YNGOM&=N:=Al#==ALL ,=S . WAI{ERA 8 1 41 TE-=Ef:62.;fld**w 2 t* 6-,4- M<JA,#.',,1„.',# i©*42.'-*f,411-#..- .,·t "'.'..,*'.,9,.. 21 1-:*7.:41i,3,6:#.ri.!.-6,626:.,p:,:2' '3*ij.1 6;.·,?:=f';.4:-Ai:,:4,8.-6...Ej':flt·W 4 11. AUHOLDOWNANCMORNLBSHALL//NGER{11GHTAND M fusr PEUOR TOCDVERING THEWALL FRAMING; / U FOUNDATIONSILLS SHAUBE NATURALLY DUDABLE ORPRESZNVATTVBTREATED WOOD ........11 1 Mili 111 18•MTN. I 2245?132- $ bl It '.1,&9,iG?'#*E.g(EL' rchEL#:4.42,:,£53; 1 1 ..fiff le#U:;1,:N- fflige:'a --'-'.tri:L;pic]·i: 4 LIZA'.Lt-'*."•-US'.61'.i ifit:11'.'44'2.24.A,Mel:..fp·'la FASTENENS FOR PRESURE·PRESERVATTVBTEEATED WOODSHALL 890?HOT-0.,-,r,4, i.:--il-1*'.-M '-9 9;v'-5:ed#M l ZENCCOATED'ALVANIZED STEEL STAD<LSrEEL SUCON BROXZBORCOPPEn THE ..i:-:13.F.'·''·4'in./.:.54:i-:-:1:T.: 1€4 5,21...Re.,fbill:4,4,·22-451·378,[I' f REF.::,)?i:1:,4„!P,D'LI.,4,3 4,1,2,]i,2:-IN 1. .COATING WEKGHTS }205*ZINC-COATED FASTEXERS 9{AU BEN ACOOIDANCE WITH ASTM 4 ii <,1,-1-'.....FINit#3%0:t . -All D<CE/no,IONB-HALF INCH (112=1) CLAMETERCE WRCER STEEL 0(1,& %3%1=%351BWER+IMME#R FASrENERSOnfER THAN NAILS AND TO,BER....SHAL. ME PERMITTED TO E OP MECHANICAUY DEKEn-ED ZINCCOATED STEEL WITHIDATING WOG}15 EN ACCORD»RZE WITH AmM B 69S CLAS#MI>IMUM....11.,12!1/-:.,r-• 2- ·•-';i,--. /'. ,-.-1,•-i,ri- ¢,1 J: 1 61,1:N=1... Z.=-i, 1:£1.i,15: jb!,Rit#K kil'· '21-·, -3:5.-fi' FPf-*Li..·i'44:-!:i·2%·,e: .-·::-·,- ····--'n-= -:= :.t.=fiyfl·fi-Pi·;afrit:,;fyfi. . 1. SHOr,1}29:EN5rALLATAUDm0RWAUSANDPAmO,Z;WHEREANCHORgOL,S94M,. ,..Iliggiar.t, -_r. 5-:tinflf?*-7.-I v_--;I:v-fr. E tc 'I,:2 WASHER AT 16 [40{ 23 aC EAC H PIEC E OF FI ATE LONGER THAN 16 DIO{ES SHALL HAVE A€1 4 / ARE NOT NerED. &145 INCH DiA.X 1875 INCHES SHANK LENGTH Wrn, ./Al PLATE VT MINIMUM OF TWO FASTENERS AT EACH ENDOF PLAT& PLACE INE FAmENER AT 6· ™011 THE END, 4%04433#7?kt.: AT MLD{UM TOILL PLATE WITH WMISON •*35· AT HARDWARS I NCED ON PLAN. 14 £5"9 L + V 15. AU FOST ARE<,6 U.N.a MAJ ALL FOETS SHALL DE EACH SIDE LUN 7. ALLBOLT SHALLDEDR AMAX[MUMCF X.[NCHOVERSIZE. [N5PECrORTO L I A REGESrERED DEFIrrY INSPECTORIFEQUIRED FOR FIEll PC> 2500 FS. HK:H S,RENG™ BOLTING MASONRY. HK.H·LOTCROUTIN. FRBSTRESSED LOAD IND SPECIAL M.heal[35!ING CONCRETE FRAMES (1770' &19.21.AND 4 LE FOR ™ECONSTRUCTIONOF A WIND OR SOSMIC FORCE / IN THE•STATEMENTOISPECIALIPGUITION• A STA °PRE==g:==#.......DINt'4,4 «:111. I h'.Tg,-g,ttli NTERED. A INVES-!13.... REPORT MAY 1 TYP. n REFER,011{25011.SREFORTmFORANYSITE ARA PESSA ' REQUIREMENT&™E SOILS REPORTANDALLITS U BEA PARTOF -THEMORESTRINGENT REQUIREMENTSOFTHS OR SHAU mel .... T....111: 1 h.. .1 j HOUS ...i__ J THE Toll{2 BE+ , 1/ MIN,9 T. 21. A OFTH. iCC R AND/0.COND OF SHAU BEMA[JEAVAILABLE TTHINB n AU EXCAVATIONSSHALL BE...WED BY™i /ORTHE ENG UNRERING G COLOG ST PRIOR TO nm OFTHE DOCUMENTATION OF THE APPROVALSHALL I ON STE FOR B A FOUNDATOL 24 THESOILINGINEERSHALLUBBETAINEDTO A AND OV PER BE SUBMnTEDTO™E gUILDING DEPARTMDIT. /*. ·!t; . * A '1 SUBGRADESOUS}[ALLEETESTEDFOREXPANSIONtNDIX TO OR SLAS FOUNDATION PLANSILILL BE REVIEWED AND R BY THE ICAL 1 CONSULTANLASAPPROPRIATELk :_Cal \ 6, d. '2, r. ru Eb·J--)':.2.'Filrf=,hh , --32..SNE .V :A 21 2 r -WIFT=· r I , i 1-1 R FFEMP 1 ) A 1- r 1.1 '1.- Inmoul \ 31 j 1 V.kl. 0 n.,11 · i == - RtioTi\ iji#@im \Z. \ 11 J_ 1,1-11 V *ila 1¥OMAL IT5imii | 40.1 .1111'Ii'jill J' A i - T trDU' 6 18· MINI. 4 H HDU 4 HDU14 F st 1 9o rue North i. wHDul16 - i Namir CONCREre SLAB SCHEDULE ' CONCEIS!ABONGRADESHAUMS'IHICK . w/,4®16-0£ BACH WAYOVER /SANDOVER 4 jIOML VAPOR (./ 6' MIN OVERLAP) OVER / SAND rmiim: AU FOOTING SHAU 881000 FSL pEPUTY 6. MPECTION REQUIRED. 4 FOU FOUNDATION PLAN SCALE: 1/4• - 1•-Cr DATE 51=,ILD DRAWh PROJEC PERM\1 SHIZIZT 5926 §15>HI 1 116/=26====== 6,06 / •FOR AU ENTER!£JR NONBEARING WALL HEADER a CELING 106/ SEE SO{EDULE BELOW. INTERIOR NON-BEARING WALL HEADER SCHEDULE WALL ABOVE WALL ABCNE m z:cs ON EDGE .43 w S!,1 & BTR.7.6. 4:SOF..0 8. GENERALERAAAINSU&222£&22&uga=============== 1. SEESORSEARWALLSC0ullsEEDIA'LNEIRFORTYMCALE{EARPANELFRAM1 EMINGTHIGIILIlllml/mIFIIMIWKIMMIA''DInlllell aM.COUNG FRAMI>K; AT SHEARWALL . %2*2*52*BEGEE*EZ MAL E j ..§!BREma. 1 -5.22&,mal liif111Flll im='Fmli 11 IV wr-10001 129 i 6*64 L -n'111 - CE"INC ;015' SCHEDULE .4 I.7. e. 2,6 14'<r W.10. 2*9 12-Cr · 16'-0,14.-01 1-5**KE-5...*.=.I:.1 COVERING. FOR,M.YWOODSHEATHING LAYOUTIE I 1........J 1 SHEARWAU PROVIDE ™EFOU.OWINCS TO ALLIKEARWALLS c<CEPTZ6 L . SIU PLATES / 1 3. STUDS AND BLOCKS BETWEEN ADJACENT PINE 1 ZDTANCE FOR PL]D BOUNDARY 4 ALLPANELJOINTANDSILLPLATENAn.INGSHALL .STAGGERED' 1 E SPR 8 J &71 WT-1000, Tip)4 4. ITUDS SMALLEDINZID FULL t{ED} FRUM FLOOR TOFUX]RAND FROMROORTOCE,UNG OR INF WI™Our! INTERRUpt,ON LOCCEPT *5 NaBAR p OPENINGS ig#%:Ni#g:::ZAkNN==WI=:==I==2, FLA'S* CONCTRUN PUUMBING /9{EARWALL UNLESAPPROvED BY ENG:NEER OF RECORD. 6. :am:==0MSISINKERORS{ORrNAn,SATEACHTOP 7. SEE DETAns{/5[,r.» F,Il·,P]CALBEAMTOpaSTOONNECmo U.N.£1 ·WAm'ASHEfrSN=UNI.Em 9. FRAMINGSHAU I FREEOF UNAL· DEFEcm SHEARWAUS LESS THAN I INOiES W LENGTH SHALL HAVE NOSPLUTS INSILLMA//91•L PLATE'LINGER™IN/INCHES[N UNG™SHALL BE ALIGNED dIWWNflm:WSTOTALLINGTIi NOSPUSECTEND MORETHAN HOPTHETOTALHEIGHTOR 10 PROVIDE SOUDBUX:K[NC UNDER AU-TRIMMERSBEA=ING FCETS ANDPOSTS ATHOLOOWNS AND SrEAP& 905!SON UPPER LEVIS SHAU HAVE KS,30, AN EQUALORCREATER S.8 NSIALUD BE].OW ON THE LOWER LEvmS TO TRANSFER LOADS TO THUK,UNDATIONS OR TOT,-gER GIRDERS 11. UmVYB2O*FSNI%EW*AMWDBE LLBLOCK[NCOR METAL'LATE BLOCKING AT LEAST TH' SAME 5/ZE AS THEFI-INC; MEMBER· PROVIDE BLOCKING RJR /40/I [N ACCORDANCE WrTH ./NUFACIURS 5PECIFICAT*N. 12- ST[FFENERS SHALL BE ISTALLED WHERE WOETSCANTIEVER'OVER A WAU. WHERE A BEARING WALL 5 SUPFORTED MIDGPAN NY 1 10:STS AND WHERE KOLST HANGERS 00 NOT PROVIDE LITERAL SUPPORT FORTHE TOP CHORD OF ™E jOET. AND WHERE SHOWN oN ne PLANR -14-Debrm:8-7600»1015rSUNDE»+NeN•BEARING,VAUSFRAMING€RWAI/bliNGTHGIN·EX€EalS·FEET-- AS ANALTERNATE A SZNGLE ADDRIONAL,OET MAY MI PLACED UNDERTHE WAU WHENTHE LAYOUT OP THE FLOOR FRAMING 5 NOT ALTEREDTOCOMPENSATE FOR THIS AllmoNAL WALL LOIDINC M KEr HANCE. SHALL DE INSTALLED [N ACCURDANCE WITH THE MANUFACTURES RECOMMENDATIONS ASCIVEN N THE CURRENTPRODUCT CATALOG: -1 tiLl I 4 posh1 1 - BYOTHERS 11 9 muounT***a*****r--1 SIMPSON'U.19 SERIES OF THE LARGEST SIZE Am©PRiATE FOR ,| ' * FACEMOUhrr niENECnUMIDGMEMBEIUNAON™EPLAIL S[MISON 'trr SERIES FOR KEr TO. INOUS & hirr SERZES FOR Top hOUNT 16 NO{6& DEEPERCFTHE LARGEST 5rZE APPROP;LATE FOU THE SPECIFIC FRAMING MEMBER. UN.a ON TKE MAN. - SIMPSCN '[US SER[ES FOR 10!ST TO 15 INCHES & M]U SERIES FACE MOUNT FOR 18 [NCHES & DEEPER OF THE LARCESTEZE APPROPRIATE FOR THE SPECIFIC FRAMING MEMBEX U.N.CON THE PLAN ·· •THESIDEOFTHE HANGERS SHALL EXTEND UP TO PROVIDE LATERAL SUPPORT FOR THETOP O,ORD OP TH, pET. a ALL FLUSH BEAM TO BEAM CONNECTIONS w/ SIMF:5ON .GUS HANCEW 01 'HUTF• {FOR SAWN BEAM) TYP. UNa I M / 10 H TrP. Z 0 . 6*6// 11 1 1 11 03 1 11 6.6 'ECXXJ 1/ EXTERUOR WALS DEAR.ING WAL. ANDSHEARWAUS SHALL BE FRAMED FUU HEIGHT MINIMUM WITH wr.10001 ,C · bi STUOS® 16' aC FOR HEIGHTS UP TO K,-0 AND FOR HEIGH[S UP TOI" THEY SHALL BE F,AMED - 7 (po . WTHMDUMUMMSTUZMACEDI16'aC LAG SCREWSSHALL BE PROVIDED WEH LEAD HOLE. 40-70% OF THREADED'HANK 01AM/fER AND FULL 05-T /. Wm£5Zy:%um%,FOFMAXIMUM=M,•W,RGERTHANTHE801ll,AMEra 19. HVACEOUIPMEIrr:SHOULDHVACIa,IFMTBBIN!5rAUED©NFWIMONROOFORINATZ-i!0&:mig .-=THS,fp0rION DRAW[Ng SHOWINC l,OCAT10)N OF EQUIPMENT AND LOADSSHALL BESUBS{nTEDTOTHE ENGINEER FOR KEVIEW. ADDmONAL FRAMING MAY DE REQUIRED FOR SUPPOgr. 111 4 H 2, 211 SHOPWIMMUSTIPERFORMED,NAITYDOSUINSEDFAIRIATIESSHOP. 21. FIELD WELDING TOBI DONE BY WELDERSCENTIFIED BYTHE LA OBS FOR STRUQ'RAL STEEL.Lf- Ltv GM t.REINFORCINC STEEL ANDUGHTGAUGE 5TEnt. CONrINUOUS * rON 6/A DEPUrr INSPECTOR S O. lABRICATOR 6 FOR TRUS. SrRUCTURAILSTEEL PARALLAM. m . 7-1- 19/1 '11PREJABTRUS$ BY OTHERS il ,(4 .\-gER.Imm ,/ I \6*6 NEW GLUE] JU14 i IM MUST 08 PA TED INACTrY 085 UCENSEDSHOP. [DENTIFYGRADESYMBOLAND A PERTS.A. *XENDS . L SY A REC Pc 2500 ESL ,,EmemaE=bl. HIGH-UFT (171//CZMAPTERS,9..AND.) I FOR WOODSHEAR WALL%S}{EAR PANEIA DIAPHRAGMS .BOL .A ANDOTHER FASTENING TOCOMPONENTS OF Tim SEEMIC THE F ./aNG /<4 ENCHES ON CENTER. 0237.3} NSIBLE FOR THE UCTION OF A WIND OR SEEMKC FORCE RE=SnNG D [N THE Sri .07 SPECIAL UISPECTIC]Y SHALL SUUM:r A WRmEN TOTHEar Y [)39 [NSPECTORS AND THEOWNER PRIOR TOTHE ON ORCOMPONE. (1706.13 ic iNG 4!= 1 *71 D[NA,E lOCATKON AS REQUIRED 8/ FAORf(CATOR.!i· /Z i .,'Lonmug; 111 ·1(TOO v v 'UL' i! \ :\ -311 111 GY HI)U 14 H D 4 e*ACrOR1O « 111 T Ziomoii II IL__ _ CIDERTRU56 1-0 \ ROOF FRAMING PLAN 1. lilli 111.I 6//IMEEL--------15111 NalAND, APE ROO. \mil Ix' HOR DATE: 11/\IN 1 1 SCALE ====== 1 1..1 111-BREG TOWERR ROOF FRAMING PLAN 1 A•1112225 _. | |1 PERMn SCAU:, 1/4'- 1'-O A-I LMI IlliE J. V liliI111 lilll11 iI lIili gilil .iw* ii;ii 6»\\ LPIN N. 11.9 ·ac r-*? PER - 14%3 4 +04 2%or AW-/7724&)7 91. MAN 4./1-/·K- -h DDL BOTH 'DES 1 TOP PLATE .01 1,4 mooy 5}fro25':0 1 5>44PER PIAN /1// \1 --M'l I'lI·I·I'i'i·: * lilibILLPLATE-/ NA[UNG - . lili e=.8t 1 16**t 'LIC.. w/- UN./ PER*01=\ /.0.169 €SHEARWALI /. SOaDULE f ITISBL -,SrEELBE,04 \ 4 >'.390: .< J PER PLAN ..1 ...a PELm j ,==4 1 1 1/1 N : papasTR05ESJ \ W.LDIED,1PRE-FAB TRIES -7 P'RE-FAB TRU3 ----DY OTHERS - 6- PRE·VAB TRUSS S[hiPSON ·Hly OEACHTRUS - SMMON•H'15·SHEARWALL -ee acflux-591'# I - RWALLaN./WHERE OCCUWS r=-- ./.4 -WLEARVALL h eepacontlints J Cap,&=E21 1 I ·.STEEL BEAM f PER WALL ,SHEARWALL -.STUDS.16'OC *Zgfrlls®wac A 31 1./4 Nort ...==.'*I='=& WALL 2,01.OCKING.{ALLF. PER PLAN T]CHrLY BETWEEN d#APRB·FAB TR/29 IJ --rat, * _/40 F . I mocKING SHALLBYOTHERS . Frr TK;HnY airrwEEN NOTE: O.Wave 094.,00.9 7 TRISATALLUAYS Faijil 'll#/ i' INN 1!l i, 1 l1:li. Ocrow/')----I-ac / R .E 121 SIMPEON' 65TE'- 1,1 7 I,rl,11/rl - luillylilSE J F 3* NAILEit w/=al 1!,r J UELL!:I'llm'11111 //2 \ L =%-j::Mj II'Il1l 11:'Irlilli %21.s 6*12 BLOCK ./ •AUG' 00.1'DES "Im 1-00'36'BAR 3, h SMMON ·AB BOTH SIDESBEACHSrUD 84 -1 0 0 0 0 0 8-8 f I 1 I 'SHEARWAUPER WALL - -2/05/16·ac WHEREOCCURS r- 800 Irro / M• SHBAR PLATE PER PLAN BACZH SIDE w/I. SIU FL w/ .BUOCK'(C W---7J HAIINNCFER EN le'.O.C(4) *0 Ida SHEARWAU B.N. .WLER./432*4¥D i. SCHEDUU 74 L 23 * /vi£45 % STUDS O15' acl sruns 9 16·ac ,1 ,235*>c-£ M . PLATE EACH SIDE 25•-A36'SnFFENER - - ,m:-p V.8 =y. 0 r- HOC/SH,•C / IPER PLAN =$ XY 6Ilo---4 = I 18-- 1 PRE-FABTR"55 / OY OTHERS .p>Z+DAL 3 3 mil 9 i , * lili. 0-2. IN. *CAPPLATEj 1-/ 14)X·0 bLI =LHEADER PER PLAN B. b 1*1Sxll li·F-Imul - El 0 44 NAILER w/ IPO 9/ MAX NELSON STUDS \ 0 616'aC - - SHEARWAU %'CAPPLATE / - & RS ./ 0) 70 hi-[1 NciE 2x BLOCKINC SHALL ET TIGHTLY BETWEENt=r; J TRUSSATALLBAYS ¥7 y./ \/,%==:6 BRB/AB TRUES - 3.651UD fn 1-X x --1 - PREFASTIUmS BY On·{ERS /1/DGERTRLCS BY OTHERS 10 01 1 A-A ------- HEADERPER EN.PLAN WHERE OCCURS 3.10 [-Fl IA 1 ==% I J ,4 - 5594""- - 6,12 'LOCK'G 200PDrrU m PLAN 3 23% RCOPS,frG PERPLAN y f /PRE-FABTUUSS14 1 *OnlmS SHEARWALLPERWAU -1+-g- 2.Srunsoleac PER PLAN ROX);SHTC - 7*4*BLOCkS - 673 WHERE OCCURS F F=7:=m/'b/LLPL./ 016·(C I //MAIINNG PER 9--41 SHEARWALLPER MAN 4-SCHED'u SUPLATew/NAILING - <0.-Faa TRIES Ill PERSHEARWALLSCHEDULE nE>„-1-·HEL- *AgES] l/* </J , 4• V F 7TRLGIBLOCKS I.OTHERS 1 -4x BLOCK•0 048' aC -2-/·A,5'Orac R 1 L'.%:amP .1 9---I -'21 ./ 03)12,1 NAILS 7• STIFFENER ./L' 1PLATE EACH EDS Dig-Zar ·4 - \\ Roops}IM - PREJAD TRUE...rus.16'0.C-PERMAN - - 1 =/-45 | 1 1 SWSON,ayArird (LF DAph roir ·ApE=BY OTHERS CAPpl. w/(43 *0 I R | | 5 13=: B.N.STEEL BEAM4!Z!"31 ZISTUDSel/0.C ft.7 1 ,PRE-FABTRUSS / v BY OTRERS leACH TRUS.x 141-12 *11 944-LL PER PUN -mt« ; 1%,·ster 14 5/,·„ug-- I NAILER ./ %10./.ON 16....yc V WHERE OCCURS 1 SIMPSON *155IUM® 16' 6.C 4 ,PER WALL SHEARWALL -WHEEEOCCURS GEAO{TRS 'h 'h % IAl L TYP. X 99- - SHEARWALL X FI 4 PER WALL WHIREOCCUNG NOTE: TIGHTLY BErWEEN1 PRWASTRUSS J .MLOCKING SHALL FIT BYOTHERS TRUS ATALLBAYS NorE. ==mum TRIES AT ALL BAYS Y E W==,6 - ,HEADER PEER C 4 EN. OCCURS -==r 1 4 PLAN WHERE OCCURS . 4, 0 T [kl L.J a / IE* N -11A: 65'rl*432) +054191 *30)(30 ·-.__mz i 2 I,567 4 - C*LE] HDU.IN L= 80' w = 53& ST'Z. - SPR8 mill L-3 4.11.-22.1 i 1-10*4.7 j --A Imeama-12 6*6 F.}L 10 . F.. Tri> 111 lili L- 76 1 uvelec mr- 1 . 1Dlb'r»·'w. OK' 4, i.lm-Iii77- fe[O No-r-€56,0 T-i 3-7 4/1 PER Asce-7-06·15=151 \2.3.4,\; -7 215>M ·ECCOI 11 1 111 *lili An i Tn-» / WT-10000 €. PILE-FAB TRU95 -1./.,5/ PRE-FAB TRUSS 5.-3¥Rf. 8 B 1 I 19 WT. 10001 I I >Dr.'= Qgl 8 680)-le) 1 = 94771\+ 3// U€E ti€T& 0 4*6 F.H. D . 6*6// 3 SD- - 16 FSL = 629(762 _ra__4=445#i- 31 3 1HHfi=Hill=' G.DER./95 -------- 34.-1,3.7 T 'imuii Ruuir 1- [ 1 W\ 1 93 N1 CIRDERTRUSS -- A n /·=irr--r,--111 TiBuir - 2/OVI 464 1,11 / / / //IK'7I · wr.i ./.1 .1Eli - .'PRIFAINISI PRE-FAB TRUEE ' I | 1 BY OTHERS I #Hi / 222:mIS _ -r- = 82542£24 111 / 0 CIRDE LSS U.'U m (:1 X -Ele/0 .M=LZ22 a{DU14 7 |..IB12iBI·= 6€ 4ee/2/- -338*b x 40' j + 0564"x '30 ) I Il Il Il Il 45L,h--/ lOiS 1 1-V \ FIMMPIMMMMF PRE-FABTRINS \BY OTHERS - \ R. (583"*40'3 4 (196*"*30')<_ v. 3-21£113 =-158*4 X. 7 11._12-76' ROOFFRAMING-PLAN \ -UL'T.. *, i"*-*-r -€ 07© \77(kvii-0.-4.L- 474% 11+ uSE M51.60 ACOME Q ?w ill 8 11567*7 £114ZM lit V 11 111 11 11 6x6./ .6../ _ DU14 W HDU14 [1 7 P.= (53-14'x 333+056*"*309(t = 15 j 9 1 6 4 v: -2212 - 1 \4*4 x . 1 60,.Z 4 F.IL 6 w 4/6 F./ ·ECC07 DU14 H MD / /2 D ttl- z 11,6231,/9 1= 9 403 L .. if'20*79.Gq,1,0,·lAi 'WHQ///////W.4 * DESIGN BY : ICQ U PROJECT: E*1*L'NA -·,2·5''T. 4-. :-*PAGE: CLIENT: 2-21„ - JOB NO.: 212-013. ·- i.*JIT----DATi-71####wf REVIEW BY : , :- - r-:. i <,Dit®*C.0"ecte*r.ate.e*il#i#*i*G#6*r*tbti,.Liit<f© ·:1 · :r -,54/ ·· ·. te.-V,¢e'E- I.-Il... INPUT DATA TOTAL SHEAR FORCE (ASD)Fp ='' 18'5 il kips NUMBER OF SEGMENTS n= Lid Segment 1 2 3 4 -5 1. 4 Shear Wall ? YES . g.·'NO'„' i Ii,YES ..,NO-'.2,; .„'YES" i,·' „ ANALYSIS TOTAL DRAG LENGTH .Ldrag =47 ft TOTAL SHEAR WALL LENGTH Lwal= 15 ft DIAPHRAGM SHEAR STRESS =Fp/Vdrag =Vdiaphragm 394 pif SHEAR WALL SHEAR STRESS - vshear wall = Fp / vwall =1233 pif Section Point 0 .1 2 · 3 4 5 Distance, ft 0 5 21 26 42 47 Axial Force 0 4.20 -2.10 2.10 -4.20 0.00 5 4 3 2. 1 0 -1· -2 -3 -4 L USTGoOM i .5-:- 4 7L _,41 r -- - 0-42 '441!11-1-4--- 9-42= 21=77 .L I=*:S·k·r,547-7 -L.341.,1.1.[M' , T'rl G lili -r + @ 61 lit :11 et 4, 41 I,/1-0 -5 - Distance, ft DRAG / COLLECTOR FORCE DIAGRAM '8080/00¤0004 SHEAR WALL & DRAG ELEVATION ... lia 11 i , PAGE: ETTZ-PROJECT : CAT*[114* :PT'f!· 'f'-trc'fr,-7..... 1 2.11.....7 - 9 CLIENT : tip-- --, 11; 1 / 1 -1 -, , i'r - - 'Il,4. - 1 DESIGN BY : 11·. JOB NO.: 212-013; 2. .1 DATE: {10/16/2009--6 h . REVIEW BY : 1 -- - ·t:. j*46*-P*sttv,GILSfid, *FKing:SiUd;Pe#16*il**edon -NQ*20051'1* ·t'.1 ·ra 14.-01 - ·«7, i ·· 9- 7- 7777. INPUT DATA DESIGN SUMMARY HEIGHT Effective Length (NDS 3.7) H =ET*23ft Le x-x= -11_ ft, (strong axis bending)Le y-y = --1j-Jit, (weak axis bending) USE: 1 - 6" x 6" DOUGLAS FIR-LARCH No. i 1. CHECK VERTICAL LOADS : fc < Fc' ? 347 psi <538 psi [Satisfactory] AXIAL LOAD ·PDL = 1 6500 --;Ilbs pu = L. 1092,3 lbs 2. CHECK BENDING LOADS : fb < Fb' ? Total P = 10,500 lbs 183 psi <1413 psi [Satisfactory] LATERAL·LOAD w =REME.Plf ..1 f3. CHECK INTERACTION : (4 + 1 14 F = R7776'371 lbs, at FEFOFFTI ft, from bottom UN) 1- fJFE.) FL 51 Max Sectjon M = 423 ft-lbs, at 6.50 ft from bottom 0.728 < ·1 [Satisfactory] Max Section V = 130 s. at top end SPECIES (1.- DFL, 2 - SP, 3 - LSL, 4 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ? GRADE (1,2,3,4,5, or 6 )No. 1 6 psi· <272 psi [Satisfactory] ·· ''i. i:f:21 pcs, b =h= SECTION EN, _5. MAXIMUM HORIZONTAL DEFLECTION 6=0.11 in,·at 6.50 ft from bottom ( H / 1481 ) WET / DRY ? (1 = DRY, 2 6 WET) 62Mllkl DRY ANALYSIS COLUMN. BASIC DESIGN STRESSES:'=N>i- c.®pottib.4 COMPRESSIVE STRESS Fc = 1000 psi 9 46.0,4 1 U MODULUS OF ELASTICITY E = 1600 ksi BENDING STRESS (X-Axis)Fbx =1200 psi SHEAR STRESS (X-Axis) COLUMN PROPERTIES: STANDARD DRESSED SIZE AREA SECTION PROPERTIES Abt. x-x LENGTH-DEPTH RATIO 'Le x-x / dy = Le y-y / dx = ADJUSTMENT FACTORS: DURATION (NDS 2.3.2) MOISTURE FACTOR TEMPERATURE FACTOR INCISiNG FACTOR .SIZE FACTOR FLAT USE FACTOR COLUMN STABILITY REPETITIVE (1.15 or 1.0) BEAM STABILITY Fbx' Fc' Fv' E' Co 1.60 1.60 1.60 CM 1.00 1.00 1.00 1.00 Ct 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 CE 0.74 1.00 1.00 Cfu Cp 0.336 Cr :.90.1<: Q 0.99 W l F t ttltit MODULUS OF ELASTICITY'E'min = 580 ksi COLUMN PARAMETER c = 0.80 BEAM PARAMETER Rs = 7.017 < 50 BUCKLING VALUES FCE = 593 psi FbE= 14137 psi Fc* = 1600 psi Fb = 1420.8 psi ADJUSTED PROPERTIES: MODULUS OF,ELASTICITY E' = BENDING STRESS (X-Axis)Fbx' 1600 ksi AXIAL STRESS F 1413. psi SHEAR STRESS F C V 538. psi 272 psi ACTUAL STRESSES: AXIAL STRESS fc = 347.1 psi SHEAR STRESS fv = 6 psi BENDING STRESSES fbx =182.8 psi D 1.2.1911: 4. 170 psi dy = 5.50 in dx =5.50 in A = 30.25 in 2 Sx = 27.73 In 3 Ix = ·76.26 in 4 28.4 28.4 Axial Engineering Group, Inc.Project Title:CATALINA 7251 Owensmouth Avenue Engineer: LQ Project ID: 212-013 Suite 4 Project Descr: PROPOSED NEW OFFICE BUILDING p: 818.902.0200 f: 818.902.0232 email: info@aee-inc.net Pfinted: 11 JAN 2013, 7:57PM ,r ' ,• ; 4 •• • ' - * -T= 6 - :.1-17: 2. '731.1 0 0.7'·.':' file ='·.\\AEGSERVER\SM-a*Al Projed,EFIes\2012-Pil\212601·4*\Calcs\Ca.JAIii*¥*7-6®:#el- ¢¢?J,mri .6 .-, ,;'.r''',.. ''' '..:404..'.·. ·-4"3·' ;· f· ar ·f ':.-,1 - -:'..i·%:.·- --- . ;--Uf;-· r. ·,' i - :.'i':·.':f '-·· -"·136-NERCAL'(;IN.6(1983-20,12, Build7612:12.7.\.Ver:6;16.1.27,M..1 Description: Colmn #2 34839 j*erences -1.-- ... --14» -< '51,1--1 5-1 Calculations per AISC 360-05 Load Combinations Used : IBC 2009 'Gehdrallfkthiktibi , t.1 1 4'- . -.- · ( . -' Steel Section Name :HSS7x5x3/8 Analysis Method :Allowable Strength Steel Stress Grade Fy: Steel Yield 46.0 ksi E :Elastic Bending Modulus 29,000.0 ksi Load Combination :IBC.2009 '·Ap@!6816ads-1 i k. ' '- 1 1 9- 1 9 Overall Column Height 17.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 17.0 fl K . 1.0 Y-Y.(depth) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 465.898 lbs * Dead Load Factor AXIAL LOADS ... notional: Axial toad ?t 17.0 ft! Xecc= 4.000 in, D = 27.50, LR = 14.50 k BENDING LOADS ... Lat. Point Load at 17.0 ft creating Mx-x, D = 2.70, LR = 1.40 k + BESIGNSOMMARY I , :-,2 - .4 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are... Pa: Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combihation Location of max.above base At maximum location values are... Va : Applied Vn·/ Omega : Allowable. V 1,6. ...Load Combination R*ulti- 0.8086 : 1 Maximum SERVICE Load Reactions. . . +.D+Lr+H Top along X-X 0.8235 k 16.886 ft Bottom along X-X 0.8235 k Tdp along Y-Y O.0 k 42.466 k Bottom along Y-Y 0.0 k 101.494 k Maximum SERVICE Load Deflections...0.0 k-ft Along Y-Y 0.O in at O.Oft above base40.170 k-ft for load combination -13.906 k-ft 31.677 k-ft Along X-X -0.5324 in at 9.926ft . above base for load combination : D+Lr 0.01806 : 1 +D+Lr+H 0.0 ft 0.8235 k 45.601 k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination . Stress Ratio Status Location Stress Ratio Status - Location D Only 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft +D+L+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft +D+Lr+H 0.809 ·PASS 16.89 ft 0.018 PASS 0.00 ft +D+S+H 0.531 PASS 16.89 ft 0.012 PASS .0.00 ft +D+0.750Lr+0.750L+H 0.739 .PASS 16.89 ft 0.017 PASS 0.00 ft +6,0.750L+0.750S+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft +DAN+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft +D+·0.70E+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft +D+0.750Lr+·0.750L+0.750W+H 0.739 PASS 16.89 ft 0.017 PASS 0.00 ft +D+O.750L+0.750S+0.750W+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft +D+·0.750Lr+0.750L+0.5250E+H·0.739 PASS 16.89 ft 0.017 PASS·0.00 ft +D+0.7501-+0.750S+0.5250E+H 0.531 PASS 16.89 ft 0.012 PASS 0.00 ft +0.60D+W+H 0.255 PASS 16.89 ft 0.007 PASS 0.00 ft +0.60D+0.70E+H 0.255 PASS 16.89 ft 0.007 PASS 0.00 ft Axial Engineering Group, Inc.Project Title:CATALINA 7251 0wensmouth Avenue Engineer: LQ Prolect ID: 212.013 PrOJect Descr:PROPOSED NEWOFFICE BUILDINGSuite 4 p: 818. f: 818.5 902.0200 102.0232 Printed: 11 JAN 2013, 7:57PMemail: info@aeq-inc. net [fteel Column File = MEGSERVER\Structural Project Files\2012-P-1\21'2-01-4\Calcs\CalatiriaGEr6 ENERCALC, INC, 1983-2012, Build:6.12.12.7, Ver:6.12.12.7 Description : Colmn #2 ER€!mirn Reactions - Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.539 0.539 k k 27.966 k Lr Only 0.284 0.284 k k 14.500 k . D+Ir 0.824 0.824 k k 42.466 k Maximum Deflections for Load Combinations - Unfactored Loads' Load Combination ·Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only -0.3486 in 9.926 ft 0.000 in . 0.000 ft Lr Only -0.1838 in 9.926 ft 0.000 in 0.000 ft D+Lr -0.5324 in 9.926 ft 0.000 in 0.000 R Steel Section Properties :HSS7x5x3/8 Dkpth = 7.000 in 1 ¤ .49.50 inN J = · 60.600 inq S xx = 14.10 inA3 Cw . = 21.40 inA6 Width = 5.00Q in R xx = 2.560 in Wall Thick ' = 0.375 in Zx = 17.500 inS Area = 7,580 ine J yy = 29,300 inAZI C = 21,400 ins Weight = 27.406 pif S yy = 11.700 inA3 R yy - 1.970 in Zy = 13.800 in'3 Yog =0.000 in Mue•Loads 4.'Ok__=r 11 Loads are total entered value. Arrows do not reflect absolute direction, 'a Axial Engineering Group, Inc.Project Title:CATALINA ' 7251 Owensmouth Avenue . Engineer: LQ Prolect ID: 212-013 , Suite 4 Project Descr: PROPOSED NEW OFFICE BUILDING El: p 818.902.0200 05' f: 818.902.0232 L._!251 - email: info@aegrinc.net FS*44·1; 4414%4R. i 12:.f i ; 1 9*4 : Itiqi#figWL.0.60.057.47: :-,·44:, 3 6.1·:lfwift**Ulat ..14:U..4 '139.r. 40/,1'.01#1' minted: 11 JAN 2013, 7:56PM '@? i FileY\\AEGSERVER\SOuctur'Al Rrojett-Filei\201.2-Ptl\212201,4\(Dilcs\(Datalift*iZE Description : Colmn #3 F33*R#fetencesk ,'1 Calculations per AISC 360-05 Load Combinations Used : IBC 2009 - f¢Qeheta-Flriformatign f -...' i , Steel Section.Name :HSS6x4*3/8 Analysis.Method :Allowable Stre Steel Stress Grade Fy: Steel Yield 46.0 1 E : Elastic Bending Modulus 29,000.0 1 Load Combination :IBC 2009 94*liadlbadi h > -1 t 1 1 1 -1777 Overall Column Height 17.0 ft ngth Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : (si X-X (width)+axis : rsi Unbraced Length for X-X Axis buckling = 17,0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations Column self weight included :379.128 lbs * Dead Load Factor AXIAL LOADS . . Axial Load at 17.0 ft, Xecc = 4.000 in, D = 10.50, LR = 6.50 k BENDING LOADS. netional: Lat. Point Load at 15.0 ft creating Mx-x, D = 1.0, LR = 0.60 k AuDESIGN SUMMARy ' '': ,;.:2,0..0. 6:·;:y.:,1;:3·. T.r:r r:,:,w„: , Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . . .- Pa: Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied ' Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base. * At maximum location values are. Va : Applied Vn·/ Omega : Allowable 0.6314 : 1 Maximum SERVICE Load Reactions . . +D+Lr+H Top along X-X 0.3333 k· 14.946 ft . .Bottom along X-X 0.3333 k Top along Y-Y 1.412 k 17.379 k Bottom along Y-Y 0.1882 k 53.626 k Maximum SERVICE Load Deflections...2.813 k-ft Along Y-Y 0.1234 in at 9.812ft above base27.315 k-ft for load combination : D+Lr -4.982 k-ft 20.521 k-ft Along X-X -0.4238 in - at 9.926ft above base for load combination : D+Lr 0.02471 1 +D+Lr+H 15.060 ft 1.412 k 57.137 k FGaa C6-hibihiticin Rdsults t.h:.' ., f.,· . -1 Maximum Axial + Bending Stress Ratios .Maximum Shear Ratios Load Combination . . . Stress Ratio Status Location Stress Ratio Status Location D Only 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft +D+L+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft +D+Lr+H 0.631 PASS 14.95 ft 0.025 PASS 15.06 ft +D+S+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft +D+0.750Lr+0.750L+H 0.572 PASS 14.95 ft 0.022 PASS 15.06 ft +D+0.750L+0.750S+H 0.393 PASS ·14.95 ft 0.015 PASS 15.06 ft +DAN+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft +D+0.70E+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft +D+0.750Lr+0.7501-+O.750W+H 0.572 PASS 14.95 h 0.022 PASS 15.06 ft +D+0.750L+0.7503+0.750W+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft +D-,0.7506+0.750L+0.5250E+H 0.572 PASS 14.95 ft 0.022 PASS 15.06 ft +D:,0.7501-+0.750S+0.5250E+H 0.393 PASS 14.95 ft 0.015 PASS 15.06 ft +0.60D+W+H 0.189 PASS 14.95 ft 0.009 PASS 15.06 ft +0.60D+0.70E+H 0.189 PASS 14.95 ft 0.009 PASS 15.06 ft Axial Engineering Group, Inc.Project Title:CATALINA 7251 0wensmouth Avenue Engineer:LQ Proiect ID: 212-013 Suite 4 Project Descr: PROPOSED NEW OFFICE BUILDING p: 818.902.0200 f: 818.902.0232 emai¢®fq@aeq®_c.flet __ [stal-column Lic.*TRW-06005747 Ptinted: 11 JAN 2013, 7:56PM File =iNEGSERVER\Struciial Pr*ct Files\2012-P-1\212-01-4\Calcs\Cai41}REEr-6 ENERCALC, INC. 1983.2012: Build:6,12.117, Ver:6.42.1 2.¥ 1 Description : Colmn #3 Maximum Reactions - Unfactored Load Combination D Only Lr Only D+Lr Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base 0.206 0.206 k -0.118 0.882 k 10.879 k - 0.127 0.127 k -0.071 ·0.529 k-6.500 k 0.333 0.333 k -0.188 1.412 k 17.379 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination ·Max. X-X Defledion Distance Max. Y-Y Deflection Distance D Only -0.2617 in 9.926 ft 0.077 in 9.812 ft Lr Only -0.1620 in 9.926 ft 0.046 in 9.812 ft D+Lr -0.4238 in 9.926 ft 0.123 in 9.812 ft 1 Steel Section Properties : 1 HSS6x4x3/8· Depth = 6.000 in 1 xx = 28.30 inN J = 32.800 inN S ¤ = 9.43 inA3 Cw = 14.20 in;6 Width = 4.000 in R xx = 2.140 in . Wall Thick = 0.375 in Zx = · 11.900 inA3 Area = 6.180 inA2 I yy = 14.900 inN C =14.200 inA) Weight = 22.302 pif S yy = 7.470 in9 R yy = 1.550 in Zy = 8.940 inA3 Ycg 0.000 in 0 1.Ook G. 9-' X J-Load 1 Rl '.9 Y 6.00in U O'Z L = 14D!eH MgoLoads , 4.00in , Loads are total entered value. Arrows do not reftect absolute direction. Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.:- PROPOSED NEW OFFICE.BUILDING K/ p: 818.902.0200 00 f: 818.902.0232 email: info@aeq-inc:net[fdVA67&iI;F46h4·:·fi.· T·1.· 51",ti f.i,·?y..1.i. f.fj.2-j.>·-·if;?]4·13„. 2..1·fli.I{ if1Ji-..Sl¢l,?:\2012'PRO.JECT.s?1.,6013(t4@91¢1 Description : Main Pad #1 %96*Rofetences L ,--4 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : 2009 IBC & ASCE 7-05 . .· ..4-Genera Information , -0 Material Properties fc : Concrete 28 day strength = fy : Rebar Yield - Ec : Concrete Elastic Modulus = Concrete Density = 9 Values Flexure. = Shear = Analysis Settings Min Steel % Bending Reinf. = Min Allow % Temp Reinf. = Min. Overtuming Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure : Use ftg·wt for stability, moments & shears Add Pedestal Wt for Soil Pressure : Use.Pedestal wt for stability, mom & shear : .0:Diftietis,*ns r , 1 11 --1 ......1 -· .. Soil Design Values 3.0 ksi Allowable Soil Bearing = 1.50 -ksf 60.0 ksi Increase Bearing By·Footing Weight =No 3,122.0 ksi Soil Passive Resistance (for Sliding) =250.0 pcf 145.0 p.cf Soil/Concrete Friction Coeff. = 0.30 0.90 0.850 Increases based on footing Depth Footing base depth'below soil surface =1.50 ft 0.00140 Allowable pressure increase per foot of deptl=0.250 ksf 0.00180 when footing base is below ·= .1.50 ft 1..50: 1 1.50 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depl = ksf Yes when maximum length of width is greater# ft No No. . Width parallel to X-X Axis =8.0 ft Length parallel to Z-Z Axis =8.0 ft Footing Thicknes = 18.0 in - 1....=-= mit j, ;?9.9 -'.:*.1 Pedestal dimensions... px : parallel to X-)< Axis = pz : parallel to Z-Z Axis + * Height Rebar Centerline to Edge of Concrete.. at Bottom of footing = in in in 3.0 in ·'i-'.'34; b: 1· · 8 1 .-1 J 9.93 ;9 -1 % 4'. i . ·14>4«tr Lf·a....:. '< :4: 2.' 9./91'f--1 .%,-9 - r. 6 *·:-9..'·1?'f' <it'-4.. 2,'•412,2.; i:PME·*'(·4:4 c ?·2· 0.& C ap:'A 1.A·32 293- J }111¥·,2% 41:tilNNN 32 :.f - m 4:·42# 33:il *i i.:· m N¥; Pi 3 1.-31. i o 28*inforbing Ill 1 -, 68'-0" 9 L Bars parallel to X-X Axis Number of Bars . - 8.0 Reinforcing Bar Size = #6 'Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Sin = #6 odl r- . .i, Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bais required within zone n/a # Bars required on each side of zone n/a 1 *pli#41-beias -' 1 IiI i:19....2 - .2... 767.3.- .947-a-",la ,:"mgh.11111' K.'·:%'4·41:';0·,%4·f.?- i NSM. :dlti:i:,i:il"i-9? . ,--.27 *-br .:. : : ..10,-# , .'|',iI'.i,:4*bk:M:4:il:qNe.,-·.i•:.4.. ,.IN!'mt'D. ;C-JCK,12Ja'COUuw w •c .-£hoCUIN, Lili,Ing U) •A DLr·LSWEH P : Column Load = ' 50.0 29.0 k OB : Overburden = . . . ksf M-xx =k-ft M-zz =k-ft V-X 1.0 1.0 2.0 k V-Z ·k Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING 7 p: 818.902.0200 00 f: 818.902.0232 email: info@aeq-inc.net Printgd: 27 DEC 2012, 10:52AM Rieneral Footi4 File: X:\2012-PROJECTS\212-013 Catatina\Calcs\Catalina.ec6 =6 ENERCALC, INC. 1983-2012, Build:6.12.9.26, Ver,6.12.9,26 1 Description : Main Pad #1 DESIGN SUMMARY - Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9913 Soil Bearing 1.487 ksf 1.50 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS 51.136 Overtuming - Z-Z 3.0 k-ft 153.408 lai 0.6D+0.7E PASS 6.878 Sliding - X-X 2.0 k 13.756 k 0.6D+0.7E PASS n/a Sliding - Z-Z 0.0 'k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2044 Z Flexure (+X)5.897 k-ft 28.846 k-ft +0.90[}+E+1.60H PASS 0.1856 Z Flexure (-X)5.353 k-ft 28.846 lai +0.90D+E+1.60H PASS 0.4611 X Flexure (+Z)13.30 k-ft 28.846 k-ft +1.20D+1.60Lr+0.50L PASS 0.1950 X Flexure (-Z)5.625 k-ft 28.846 k-ft +0.90D+E+1.60H PASS 0.2715 1-way Shear (+X)25.284 psi 93.113 psi +1.200+1.60Lr,O.50L PASS 0.2715 1-way Shear (-X)25.284 psi ·93.113 psi +1.20[)+1.60Lr+0.50L PASS 0.2715 1-way Shear (+Z)25.284 psi 93.113 psi +1.20D+1.601.r+0.50L PASS 0.2715 1-way Shear (-Z)25.284 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.6194 2-way Punching 115.340 psi 186.226 psi +1.20D+1.60Lr+0.50L Detailed Results Soil Bearing Rotation Axis & ·Actual Soil Bearing Stress Actual / Allowable Load Combination... ·Gross Allowable Xecc Zecc +Z +Z -X -X . Ratio X-X. +D.1.50 n/a 0.0 0.9988 0.9988 n/a n/a 0.666. X-X. +D+L+H 1.50 n/a 0.0 0.9988 0.9988 n/a ri/a 0.666 X-X, +D+Lr+H 1.50 n/a · 0.0 1.452 1.452 n/a n/a 0.968 X-X, +D+S+H·1.50 n/a 0.0 0.9988 0.9988 n/a n/a 0.666 X-X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.339 1.339 n/a n/a 0.893 X.X. +D,0.750L+0.750S+H 1.50 n/a 0.0 0.9988 0.9988 n/a n/a 0.666 X-X, +D+W+H 1.50 n/a 0.0 0.9988 0.9988 n/a n/a 0.666 X-X.+D+0.70E+H 1.50 n/a . 0.0 0.9988 0.9988 n/a n/a ,0.666 X-X. +D+0.7501-r+0.750L+0.750W+H 1.50 n/a 0.0 1.339 1.339 n/a n/a 0.893 X-X. +D+0.750L+0.750S+0.750W+H 1.50 n/a 0.0 0.9988 .0.9988 n/a n/a 0.666 X-X. +D+0.750Lr+0.750L+0.5250E+H 1.50 n/a 0.0 1.339 1.339 n/a n/a 0.893 X-X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.9988 0.9988 n/a Wa . 0.666 X.X, +0.600+W+H 1.50 n/a 0.0 0.5993 0.5993 n/a n/a 0.400 X-X.+0.60D+0.70E+H 1.50 n/a 0.0 0.5993 0.5993 n/a n/a 0.400 Z-Z.+D 1.50 0.2816 n/a n/a n/a 0.9812 1.016 0.677 Z.Z. +D+L+H 1.50 0.2816 n/a n/a n/a 0.9812 1.016 0.677 Z-Z, +D+Lr+H 1.50 0.3874 n/a n/a n/a 1.417 .1.487 0.991 Z-Z.+D+S+H 1.50 0.2816 n/a n/a n/a 0.9812 1.016 0.677 Z-Z. +D+0.750Lr-,0.750L+H 1.50 0.3677 n/a n/a n/a 1.308 1.369 0.913 Z-Z. +D+0.750L+0.750S+H 1.50 0.2816 n/a n/a n/a 0.9812 1.016 0.677 Z-Z. +D+W+H 1.50 0.2816 n/a n/a n/a 0.9812 1.016 0.677 Z-Z.+D+0.70E+H 1.50 0.6758 n/a n/a n/a 0.9567 1.041 0.694 Z-Z. +D+0.750Lr+0.7501-+0.750W+H 1.50 0.3677 n/a n/a n/a 1.308 1.369 0.913 Z.Z. +0+0.750L+0.750S+0.750W+H 1.50 0.2816 n/a n/a n/a 0.9812 1.016 0.677 Z-Z. +D+0.750Lr+0.750L+0.5250E+H 1.50 0.5883 n/a n/a n/a 1.290 1:388 0.925 Z-Z. +D+0.750L+0.750S+0.5250E+H 1.50 0,5773 n/a n/a n/a 0.9628 1.035 0.690 Z.Z. 40.60[}+W+H 1.50 0.2816 n/a n/a n/a 0.5887 0.6098 0.407 ZZ.-91.®-Q+020-Ettl 1.50 0.9387 n/a n/a n/a 0.5642.0.6343 0.423 FOverturning Stability Rotation Axis & Load Combination...Overturning Moment Resisting Moment Stability Ratio Status X-X. D None 0.0 k-ft Infinitv OK X-X. D+Lr None 0.0 k-ft Infinity OK X-X, 0.60+0.7E None 0.0·k-ft Infinitv OK Z-Z, D 1.50 k-ft 255.680 k-ft 170.453 OK Z-Z. D+Lr 3.0 k-ft 371.680 k-ft 123.893 OK Z-Z. 0.6D+0.7E 3.0 k-ft 153.408 k-ft 51.136 OK 2 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING p: 818.902.0200 f: 818.902.0232 .L_._f.-.-- · email: info@aeq-inc.net·Printed: 27 DEC 2012..10:52AMr --.7.BT-<..CM: - 6. d......CE 'fq··.'.2·-,702»F. .ef·...'3'' .7002;711.--1.- ....J·,3.f--jt.-,-J.---·'· ·;3'3-(-" '.i· 4-Fi!efX:\2012-PROJEctsj@12*13'Cafalin-al'Calds\GA!@1!Rif*r-11 Gene:Ital -IFOO.¢11,041.4:. -3.141:8·4>21 11,'-4-,··... :--:··.·.. .·-,.- ·.: p'I.. 5,-u . - . ·1·: i.··,-' '·-ENERbAL€,iNCEig83-2012;Boildi632.926..4:er:%il&:92'6-:.11 Description : , Main Pad #1 £**nT.Stabgliti 2 43.6-All units k Force Application Axis Load Combination...Sliding Force Resisting Force Sliding SafetyRatio Statu s X-X. D 1.0 k 21.426 k 21.426 OK - X-X. D+Lr 2.0 k 13.756 k 6.878 OK 2.0 k 30.126 k 15.063 OK X-X, 0.60+0.7E Z-Z. D 0.0 k 21.426 k No Slidina OK Z-Z. D+Lr 0.0 k 30.126 k No Slidina OK - _423.6[}+0.7E 0.0 k 13.756 k No Slidina OK F Footing Flexure, Flexure Axis & Load Combination Mu Which Tension @ Bot. As Reg'd Gvrn. As Actual As Phi*Mn Status k-ft Side ?or Top ?inA2 .inA2 inA2 k-ft X-X, +1.40D 8.750 +Z Bottom 0.3888 Min Temo %0.440 28.846 X-X. +1.40D 8.750 ,-Z Bottom 0.3888 Min Temo %0.440 28.846 X-X, +1.200+0.501.r+1.60L+1.60H 9.312 +Z. Bottom 0.3888 Min Temo %0.440 28.846 X-X, +1.20D+0.50Lr+1.60L+1.60H 9.312 -Z Bottom 0.3888 Min Temo %·0.440 28.846 X-X, +1.20D+1.60L+0.50S+1.60H 7.50 +Z Bottom 0.3888 ·.Min Temg %0.440 28:846 X-X, +1.20D+1.60L+0.50S+1.60H 7.50 -Z Bottom 0.3888. Min Temo %0.440 28.846 X-X, +1.20D+1.600+0.50L 13.30 +Z Bottom 0.3888 Min Temo %0.440 28:846 X-X +1.200+1.600+0.50L 13.30 -Z Bottom 0.3888 Min Temo %0.440 28.846 X-·X, +1.20D+1.60Lr+0.80W -13.30 +Z Bottom 0.3888 Min Temo %0.440 28.846 X-X; +1.20D+1.60Lr+0.80W 13.30 -Z Bottom 0:3888 Min Temo %0.440 28.846 X.X, +1.20D+0.50L+1.60S 7.50 +Z · Bottom 0.3888 Min Temo %0.440 28.846 X-X, +1.20D+0.50L+1.60S 7.50 -Z Bottom 0.3888 Min Temo %0.440 28.846 X-X. +1.200+1.60S+0.80W 7.50 +Z Bottom 0.3888 Min Temo %0.440 28.846 · X-X, +1.200+1.60S+0.80W 7.50 -Z Bottom 0.3888 Min Tenio %0.440 28.846 X-X. +1.20D+0.50Lr+·0.50L+1.60W 9.312 +Z Bottom 0.3888 Min Temo %0.440 28.846 X-X, +1.20D+0.50Lr+O.50L+1.60W 9.312 -Z Bottom 0.3888 Min Temo %0.440 28.846 X-X. +1.20D+0.50L+0.50S+1.60W 7.50 +Z Bottom 0.3888 Min Temo %0.440 28.846 X-X. +1:200+0.50L+0.50$+1.60W 7.50 -Z Bottom 0.3888 Min Temo %0.440 28.846 X-X,+1.200+0.50L+0.20S+E 7.50 +Z Bottom 0.3888 Min Temb %0.440 28.846 X-X, +1.20D+0.50L+0.20S+E 7.50 -Z Bottom 0.3888 Min Temo %0.440 28.846 X-X +0.90[)+1.60W+1.60H 5.625 +Z Bottom 0.3888 Min Temo %0.440 28.846 X-X. +0.90[)+1.60W+1.60H 5.625 -Z Bottom 0.3888 Min Temn %0.440 -28.846 X-X.+0.900+E+1.60H 5.625 +Z Bottom 0.3888 Min Temo %0.440 28.846 X-X.+0.90D+E+1.60H.5.625 -Z Bottom 0.3888 Min Temo %0.440 28.846 Z-Z. +1.40D 8.619 -X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z. +1.400 8.881 +X Bottom 0.3888 Min Temo.%0.440 28.846 Z-Z.+1.20D+0.500+1.60L+1.60H 9.153 -X Bottom .0.3888 Min Temo %0.440 .28.846 Z-Z. +1.200+0.50LF+1.60[+1.60H 9,472 +X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z.+1.20D+1.60L+0.50S+1.60H .7.387 -X Bottom 0.3888· Min Temn %0.440 28.846 Z-Z. 41.200+1.60L+0.50S*1.60H 7.612 +X Bottom 0.3888 Min TernD %0.440 28.846 Z-Z. +1.20D+1.60Lr-,0.50L 13.037 -X Bottom 0.3888 -Min Temo %0.440 28.846 Z-Z. +1.20D+1.60Lr+0.50L 13.562 +X Bottom 0.3888 *lin Temp %0.440 28.846 Z-Z, +1.20D+1.60Lr+0.80W 13.037 -X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z. +1.20[)+1.60Lr+0.80W 13.562 +X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z, +1.20D+0.50L+1.60S 7;387 -X Bottom 0.3888 Min Temo %0.440 28.846 Z.Z.+1.200+0.50L+1.60S 7.612 +X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z, +1.20D+1.60S+0.80W 7.387 -X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z, +1.20D+1.60S+0.80W 7.612 +X Bottom .0.3888 Min Temp %0.440 28.846 Z-Z, +1.20D+0.50Lr·+0.50L+1.60W 9.153 -X Bottom 0.3888 Min Temp %0.440 28.846 Z-Z. +1.20D+0.50Lr+0.50L+1.60W 9.472 +X Bottom .0.3888. Min Temo %0.440.28.846 · Z.Z, +1.20D+0.50L+0.50S+1.60W 7.387 -X Bottom 0.3888 Min Temp %0.440 28.846 Z-Z. +1.20D+0.50L+0.50S+1.60W 7.612 +X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z.+1.200+0.50L+0.20S+E 7.20 -X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z. +1.200+0.50L+0.20S+E 7.80 +X Bottom 0.3888 Min Temo %0.440 ·28.846 Z-Z, +0.90D+1;60W+1.60H .5.541 -X Bottom 0.3888 Min Temo %0.440.28.846 Z-Z. +·0.90D+1.60W+1.60H 5.709 +X Bottom 0.3888 Min Temo %0.440 28.846 Z-Z, +0.90D+E+1.60H 5.353 -X Bottom 0.3888 Min Temo·%0.440 28.846 Z-Z. +0.90D+E+1,60H 5.897 +X Bottom 0.3888 Min Temo %0.440 28.846 F onbway ST@ir L Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 16.634 Dsi 16.634 osi 16.634 osi 16.634 Dsi 16.634 osi 93.113 osi 0.1786 OK +1.200+0.50Lr+1.60L+1.60H 17.704 osi 17.704 osi 17.704 Dsi 17.704 osi.17.704 osi 93.113.osi 0.1901 OK Axial Engineering Group, Inc. 7251 Owensmouth Avenue Title : CATALINA Job# 212413 Engineer: LQ Project Desc.:PROPOSED NEW OFFICE BUILDING p: 818.902.0200 I f: 818.902.0232 __.AILL- email: info¢*q*·neL General Footing Printed: 27 DEC 2012. 10:52AM File: X:\2012-PROjECTS21-2.013 Nialina\Cks\Cat®2E™ ENERCALC, INC. 1983-2012, Build:6.12.9.26, Ver612.9.26 1 Lic. #: KW-06005747 -Licensee:AXIAL_ENGINEERING-GROMP INC I Description : Main Pad #1 One W* SI:lear - I Load Combination...VU @ ·X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn _ Status +1.20D+1.60L+0.50S+1.60H 14.258 osi 14.258 osi 14.258 osi 14.258 Dsi 14.258 osi 93.113 osi 0.1531 +1.20D+1.60Lr+0.50L 25.284 Dsi 25.284 Dsi 25.284 osi 25.284 osi .25.284 osi 93.113 osi 0.2715 +1.20D+1.60Lr+0.80W 25.284 osi 25.284 Dsi 25.284 osi 25.284 Dsi 25.284 osi 93.113 osi 0.2715 +1.20D+0.50L+1.60S -14.258 osi 14.258 osi 14.258 Dsi 14.258 osi 14.258 Dsi 93.113 osi 0.1531 +1.20[)+1.60S+0.80W 14.258 osi 14.258 osi 14.258 osi 14.258 Dsi 14.258 osi 93.113 Dsi 0.1531 +1.20D+0.50Lr·+0.50L+1.60W 17.704 Dsi 17.704 osi 17.704 osi 17.704 Dsi 17.704 osi 93.113 osi 0.1901 +1.20D+0.50L+0.50S+1.60W 14.258 osi 14.258 osi 14.258 osi 14.258 osi 14.258 Dsi 93.113 Dsi 0.1531 +1.200+0.501.+0.20S+E 14.258 osi 14.258 osi 14.258 Dsi 14.258 osi 14.258 Dsi 93.113 osi 0.1531 40.90[)+1.60W+1.60H 10.694 osi 10.694 osi 10.694 Dsi 10.694 osi 10.694 osi 93.113 Dsi 0.1148 3-RQ[lzEzjg)H 10.6949_Si 10.694 osi 10.694 Dsi 10.694 osi 10.694 osi 93.113 osi 0:1148 Punching Shear - All units k Load Combination... , Vu Phi*Vn · Vu / Phi*Vn Status +1.40D 75.881 osi 186.226 osi 0.4075 OK +1.20D+0.50Lr+1.60L+1.60H 80.76 osi 186.226 osi 0.4337 OK +1.20D+1.60L+0.50S+1.60H 65.041 osi 186.226Dsi 0.3493 OK +1.20D+1.60Lr+0.50L 115.34 osi 186.22608 0.6194 OK +1.20D+1.60Lr,0.80W 115.34 Dsi 186.226 osi 0.6194 OK +1.200+0.50L+1.60S 65.041 osi 186.226 osi 0.3493 OK +1.20[)+1.60S+0.80W 65.041 Dsi 186.226 osi 0.3493 OK +1.200+0.50Lr+0.50Li-1.60W 80.76 osi 186.226Dsi 0.4337 OK +1.20D+0.50L+0.50S+1.60W 65:041 osi 186.226osi 0.3493 OK +1.20D+0.50I-+0.20S+E 65.041 Dsi 186.2269si 0.3493 OK +O.90[}+1.60W+1.60H 48.781 osi 186.226[}si 0.2619 OK +0.900+E+1.60H 48.781 osi 186.226 osi 0.2619 OK XXXXPX.XXX X C Axial Engineering Group, Inc. .&%KES< 7251 Owensmouth Avenue Suite 4 818.902.0200 f: 818.902.0232'1191.9*eqJjnc.n, . _ . 4r. .-. -_.' · ...- -[pdh*.ral:<F*4%100<<C.··13313· .,; , C.Ji r.i.:. -1 ..1 1.. i ..5 1 1.9,4:,US .1-6 ...1 Description : Main Pad #2 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.:PROPOSED NEW OFFICE BUILDING P,inted: 27 DEC 2012, 10-57AM · '0·--· '-'0 "-· ·· ;· ' '- .:.· .... .-: ··.·1··... V -,7- '*ild: X:\2012-PROJECTS\212.013 Cilatina\Calat@aliri, - = " 1,-<u·,-' :E- F>u·..9.'.1 .Ji.-; . : :, 0:'.- .7.·jeMEAULC. ING.·.1-981261£·.Build:*12 9.*vet..6 1: I?591««:r·'fl- pt?5*FUN.1-40 ..t··.iN=1424IQL,Raa®le! 926 1 [3%*32#266#Zi ---:77-·-;-0'7J'=--97- -T-e- •-t· Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Lo-ad Combinations Used : 2009 IBC & ASCE 7-05 i..·932 "·et Mit·Metetr.... J,1 114/general nformatieri· · «., Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete. Elastic Modulus = Concrete Density = 9 Values Flexure · = Shear = Analysis Settings Min Steel % Bending Reinf. = Min Allow % Temp Reinf, = Min. Overtoming Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal.Wt for Soil Pressure : Use Pedestal wt for stability, mom & shear : Soil Design Values 3.0 ksi Allowable Soil Bearing = 1.50 ksf 60.0 ksi Increase Bearing By Footing Weight = No 3,122.0 ksi Soil Passive Resistance (for Sliding) =250.0 pcf 145.0 pcf Soil/Concrete-Friction Coeff. -0.30 0.90 0.850 Increases based on footing Depth Footing base depth below.soil surface = 1.50 110.00140 Allowable pressure increase per foot of dept16 0.250 ksf 0.00180 when footing base is below = ·1.50 ft 1,.50: 1 1.50 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depl =0.0 ksf Yes when maximum length orwidth is greater#0.0 ft No No 9Ebim#ililiBW.§32.-:,:Ij: 3--·.-7-:. ..,7 .7.©0/ro**4 · ·· Width parallel to X-X Axis · =6.0 ft Length parallel to Z-Z Axis =6.0 ft ·hy·. Footing Thicknes · - = 18.0 in 15 A.M t.. 06 4 L.·-/5 k. 7. A.;: 1 2 .392 ?2 f )03.'. 2 d- 2-21@· Af N .d .... 3..1. 49 2 1 79-:.1 / 1 j Pedestal dimensions... b px : parallel to X-X Axis =0.0 in ··..2 .5.8-,·g .- 9: 3 pz : parallel to Z-Z Axis -0.0 in 9 j:;:i?. , · · < 9 ..·:-..·i Height 0.0 ih Rebar Centerline to Edge of Concrete. · at Bottom of footing = 3.0 in . 1 .1745 1-24) ikt: ...4 .i &'laty W.'.: A-.2 1 m· a. ...L .0: ·, 3-'625-ig 11 (PReinforcing 1, 1 IN' -11 6'-0, 61'1 1 17 1 Bars parallel to X-X.Axis Number of Bars · = 8.0 Reinforcing Bar·Size = #5 Bars parallel to Z-Z Axis Number of Bars - 8.0 Reinforcing Bar SizE =#5 IIn I rEP,11" IM 1 :11:...1 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required Within zone n/a # Bars required on each sideof zone n/a r--1 Applied.LoeNIs' '· '' B. /5¢h_ k'ke.C'.:'Lut':.'t lilit:i:, : 11 ·.20€··- 11<0''em. 2,-i.,4,-'.11 1 '4101 D Lr L S W .E H P : Column Load = 22.30 10.80 0.0 0.0 0.0 ··0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx =0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-fl M-zz = * 0.0 0.0 0.0 0.0 0.0 0.0 ·0.Ok-ft * V-X = 0.30 0.30 0.0 0.0 0.0 1.0 0.0 k U = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k re Axial Engineering Group, Inc 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 email: info@aeq-inc.net Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 27 DEC 2012. 10:57AM [>eneral Footing Filii X:\2012-PROJECTS\212-013 Catalina\Cks\CatalihEece ENERCALC, INC. 1983-20112!E&22:26'Yer:6-1.6- Lic.#-RW*®WiT---7---77---7-77-7-7777-7-777-INCI Description : Main Pad #2 LDEWGN SUMMARY - Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7747 Soil Bearing 1.162 ksf 1.50 ksf +D+Lr+H PASS n/a ·Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 41.086 Overtuming - Z-Z 1.320 k-ft 54.234 k-ft 0.6D+0.7E PASS 8.081 Sliding - X-X 0.880 k 7.111 k 0.6D+0.7E PASS n/a Sliding - Z-Z 0.0 k 0.0· k No Sliding PASS rda Uplift 0.0 k 0.0 k No Uplift PASS 0.09826 Z Flexure (+X)2.667 k-ft 27.146 k-ft +0.90D+E+1.60H PASS 0.08657 Z Flexure (-X)2.350 k-ft 27.146 k-ft +0.90D+E+1.60H PASS 0.2028 X Flexure (+Z)5.505 k-ft 27.146 k-ft +1.20D+1.60Lr,0.50L PASS 0.09242 X Flexure (-Z)2.509 k-ft 27.146 k-ft +0.90D+E+1.60H PASS 0.1280 1-way Sheer (+X)11.922 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.1280 1-way Shear (-X)11.922 psi 93.113 psi +1.20D+1·.60Lr+0.50L PASS 0.1280 1-way Shear (+Z)11.922 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.1280 1-way Shear (-Z)11.922 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.2513 2-way Punching 46.790 psi 186.226 psi +1.200+1.60Lr-,0.50L Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination...Gross Allowable Xecc Zecc . +Z . +Z -X -X Ratio X.X. +D 1.50 n/a 0.0 0.8369 0.8369 n/a n/a 0.558 X-X, +D+L+H 1.50 n/a 0.0 0.8369 0.8369 n/a n/a 0.558 X-X. +D+Lr+H 1,50 n/a 0.0 1.137 1.137 n/a n/a 0.758 X-X. +D+S+H 1.50 n/a 0.0 0.8369 0.8369 n/a n/a 0.558 X-X, +D+0.7500+0.750L+H 1.50 n/a 0.0 1.062 1.062 n/a n/a 0.708 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.8369 0.8369 n/a n/a 0.558 X-X, +D+W+H 1.50 n/a 0.0 0.8369 0.8369 n/a n/a 0.558 X.X.+D+0.70E+H 1.50 n/a 0.0 0.8369 0.8369 n/a n/a 0.558 X.X. +D+0.7501-r+0.750L+0.750W+H 1.50 n/a 0.0 1.062 1.062 n/a n/a .0.708 X-X. +D+0.750L+0.750S+0.750W+H 1,50. n/a 0.0 0.8369 0.8369 n/a n/a 0.558 X.X, +D+0.750Lr+0.750L+0.5250E+H 1.50 n/a 0.0 1.062 1.062 n/a n/a 0.708 X-X. +D+0.7501-+0.750S-,0.5250E+H ·1.50 n/a . 0.0 0.8369 0.8369 .Wa nia 0.558 X-X,+0.600+W+H 1.50 n/a 0.0 0.5022 0.5022 n/a n/a 0.335 X-X. +0.60D+0.70E+H 1.50 n/a .0.0 0.5022 0.5022 .n/a rda 0.335 Z-Z.+D 1.50 0.1792 n/a n/a n/a 0.8245 0.8494 0.566 Z-Z, +D+L+H 1.50 0.1792 n/a n/a n/a 0.8245 0.8494 0.566 Z-Z. +D+Lr+H 1.50 0.2639 n/a n/a n/a 1.112 1.162 0.775 Z-Z. +D+S+H 1.50 0.1792 n/a n/a .n/a 0.8245 0.8494 0.566 Z-Z, +D+0.750Lr+0.750L+H 1.50 .0.2472 n/a nia nia 1.040 1.084 0.723 Z-Z, +D+0.7501-+0.7503+H 1.50 0.1792 n/a n/a n/a 0.8245 0.8494 0.566 Z.Z. +D+W+H 1.50 0:1792 n/a n/a n/a 0.8245 0.8494 0.566 Z-Z.+D+0.70E+H 1.50 ·0.5974 n/a n/a n/a 0.7954 0.8785 0.586 Z-Z. +D+0.750Lr·+0.750L+0.750W+H 1.50 0.2472 n/a n/a n/a 1.040 1.084 0.723 Z-Z, +D+0.750L+0.750S+0.750W+H 1.50 0.1792 n/a n/a n/a 0.8245 0.8494 0.566 Z-Z. +D+0.750Lr·*0.750L+0.5250E+H 1.50 0.4944 n/a n/a n/a 1.018 1.106 0.737 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.4929 n/a n/a n/a 0.8027 0.8712 0.581 Z-Z, 4.60D+W+H 1.50 0.1792 n/a n/a n/a 0.4947 0.5096 0.340 _Z-Z.20+60DYQ.ZOE+H 1.50 0.8762 n/a n/a n/a 0.4656 0.5387 0.359 Overturning Stability Rotation Axis & Load Combination...Overturning Moment Resisting Moment Stability Ratio Status X.X. D None 0.0 k-ft Infinitv OK X-X. D+Lr None 0.0 k-ft Infinitv OK X.X. 0.60+0.7E None 0.0 k-ft Infinitv OK Z-Z, D 0.450 k-ft 90.390 k-ft 200.867 OK Z-Z, D+Lr 0,90 k-ft 122.790 kai 136.433 OK Z-Z. 0.6D+0.7E 1.320 k-ft 54.234 1-fl 41.086 OK Axial Engineering Group, Inc. » 7251 Owensmouth Avenue Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: - PROPOSED NEW OFFICE BUILDING 818.902.0200 f: 818.902.0232 emaikjnfo@aeg-ingnet, [*Ural Footing Printed: 27 DEC 2012,.10:57AM File X:\2012-PROJECTS\242-015 Caidina\Cales\Catalioa dEE'"1 ENERCALC, INC. 1983-2012: Build:6.12.9.26, Ver*12.9.26 1 Lic. #: KW-06005747 2-1.icensee:.AXIALENRINEERINGGROMP-INC 1 Description : Main Pad #2 Sliding-Stability Force Application Axis Load Combination... X.X. D X-X. D+Lr X-X. 0.6D+0.7E Z-Z. D Z-Z. D+Lr Z-ZAB[&0..IE. FFooting Flexure Flexure Axis & Load Combination All units k Sliding Force Resisting Force Sliding SafetyRatio Status 0.30 k 10.727,k 35.755 OK 0.60 k 13.967 k 23.278 OK 0.880 k 7.111 k 8.081 OK 0.0 k 10.727 k No Slidina OK 0.0 k 13.967 k No Slidina OK 0.0 k 7.111 k No Slidina OK Mu Which Tension @ Bot As Reg'd Gvrn. As Actual As Phi*Mn Status k-ft Side ?or Top ?inA2 inA2 ine k-ft X-X, +1.40D 3.902 +Z Bottom 0.3888 Min Temo %0.4133-27.146 01 X-X, +1.40D 3.902 -Z Bottom 0.3888 Min Temo %0.4133 27.146 OP X-X, +1.20D+0.50Lr+1.60L+1.60H 4.020 +Z Bottom 0.3888 Min Temo %0.4133 27.146 OF X-X, +1.20D+0.50Lr+1.60L+1.60H 4.020 -Z Bottom 0.3888 Min Temo %0.4133 27.146 04 X-X +1.200+1.60L+0.50S+1.60H 3.345 +Z Bottom 0.3888 Min Temo %0.4133 27.146 e X-X, +1.200+1.60L+0.50S+1.60H 3.345 -Z Bottom 0.3888 Min Ten,0 %0.4133 27.146 OF X-X. +1.200+1.60Lr-O.50L 5.505 +Z Bottom 0.3888 Min Temo %0.4133 27.146 09 X-X, +1.20D+1.60Lr+0.50L 5.505 -Z Bottom 0.3888 Min Temo %0.4133 27.146 0 X-X. +1.200+1.600+0.80W 5.505 +Z Bottom 0.3888 Min Temo %0.4133 27.146 0 X-X, +1.200+1.60Lr+0.80W 5.505 -Z Bottom 0.3888 Min Temo %0.4133-27.146 0 X-X, +1.200+0.50L+1.60S 3.345 +Z Bottom 0.3888+ Min Temn %0.4133 27.146 0 X-X. +1.20D+O.50L+1.60S 3.345 -Z Bottom 0.3888 Min Temo %0.4133 27.146 OF X-X +1.20[)+1.60S40:80W 3.345 +Z Bottom 0.3888 Min Temo %0.4133 27.146 OF X-X +1.20[)+1.60S+0.80W 3.345 -Z Bottom 0.3888 Min Ten'o %0.4133 27.146 OH X-X +1.20D+O.50Lr-,0.50L+1.6QW 4.020 +Z Bottom 0.3888 Min Temo %0.4133 27.146 OK X-X +1.200+0.50Lr-+0.50L+1.60W 4.020 -Z Bottom 0.3888 Min Temo %0.4133 27.146 OK X-X, +1.20D+0.50L+0.50S+1.60W 3.345 +Z Bottom 0.3888 Min Temo %0.4133 27.146 OK X-X. +1.200+0.50L+0.50S+1.60W 3.345 -Z Bottom 0.3888 Min Temp %0.4133 27.146 OK X-X. +1.20D+0:50L+0.20S+E 3.345 +Z Bottom 0.3888 Min Temo %0.4133 27.146 OK X.X, +1.20D+0.50L+O.20S+E 3.345 -Z Bottom.0.3888 Min Temo %0.4133 27.146· OK X-X, +O.90[)+1.60W+1.60H 2.509 +Z Bottom 0.3888 Min TerAD %0.4133 27.146 OK X-X, +0.90D+1.60W+1.60H 2.509 -Z Bottom 0.3888 Min Temo %0.4133 27.146 OK X-X,+0.90D+E+1.60H 2.509 +Z Bottom 0.3888 Min Temo %0.4133 27.146 OK X-X,+O.900+E+1.60H 2.509 -Z Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.40D 3.850 -X Bottom .0.3888 Min Temp %0.4133 27.146 OK Z-Z, +1.40D 3.955 +X Bottom 0.3888 Min TemD %0.4133 27.146 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 3.956 -X Bottam 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.200+0.50Lr+1.60L+1.60H 4.084 +X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.20[)+1.60L+0.50S+1.60H 3.30 -X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.20D+1.60L+0.50S+1.60H .3.390 +X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z, +1.20D+1.60Lr+0.50L 5.40 -X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.200+1.60Lr+0.50L 5.610 +X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.20D+1.60Lr+0.80W 5.40 -X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.200+1.60Lr40.80W 5.610 +X · Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z, +1.20D+O.501.+1.60S 3.30 -X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.20D+0.50L+1.60S 3.390 +X Bottom 0.3888 Min TemD %0.4133 27.146 OK Z-Z, +1.20[)+1.60S+0.80W 3.30 -X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z, +1.20D+1.60S+O.80W 3.390 +X Bottom 0.3888 Min Temo %-0.4133 27.146 OK Z-Z. +1.20D+0.50Lr+0.50L+1.60W 3.956 -X Bottom 0.3888. Min Temo %0.4133 27.146 OK Z-Z, +1.20D+0.50Lr+·0.50L+1.60W 4.084 +X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z, +1.20D+,0.50L+0.50S+1.60W 3.30 -X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z. +1.20D+0.50L+0.50S+1.60W 3.390 +X · Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z, +1.20D+O.50L+O.20S+E 3.175 -X Bottom 0.3888 Min TemD %0.4133 27.146 OK Z-Z,+1.200+0.50L+0.20S+E 3.515 +X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z, +0.900+1.60W+1.60H 2.475 -X Bottom 0.3888 Min Temo %0.4133 .27.146 OK Z-Z, +O.900+1.60W+1.60H 2.542 +X Bottom 0.3888 Min Temo %0.4133 27.146 OK Z-Z, +0.90D+E+1.60H 2.350 -X Bottom 0.3888 Min TemD %0.4133 27.146 OK Z-Z. +0,90[kE+1.60}1 2.667 +X Bottom 0.3888 Min Temo %0.4133 27.146 OK FOneway Shear - .:---< - Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 8.451 osi 8.451 osi 8.451 osi 8.451 osi 8.451 osi 93.113 osi 0.09076 OK +1.20D+·0.50Lr+1.60L+1.60H 8.706 osi 8.706 osi 8.706 Dsi 8.706 osi 8.706 DSi 93.113 osi 0.0935 OK El/FET: Axial Engineering Group, Inc. 7251 Owensmouth Avenue BEF* Suite 4 - PEd p: 818.902.0200 M' 1 €3 f: 818.902.0232 L_2:2----em*Jinfo@2§9-irici.net._----..-----.--:-...*.I+.I-' . *r . -I. -IrGdneral Footing- t: -iz:.-, -w· - r cu-:;· Description : Main Pad #2 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 27 DEC 2012, 10:57AM337773773*7777*25PR-E.1 b:?attellne . - Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu /Phi*Vn Status +1:20D+1.60L+0.50S+1.60H 7.244 osi 7.244 osi 7.244 osi 7.244 osi·7.244 Dsi 93.113 osi 0.0778 +1,20D+1.60Lr+0.50L 11.922 osi 11.922 osi 11.922 Dsi 11.922 Dsi 11.922 osi 93.113 osi 0.128 +1.20D+1.60Lr+·0.80W 11.922 osi 11.922 osi 11.922 Dsi 11.922 osi.11.922 osi 93.113 osi 0.128 +1.200+0.50L+1.603 ·7.244 osi.7.244 osi 7.244 osi 7.244·Dsi 7.244 osi 93.113 osi 0.0778 +1·20D+1.60S+0.80W 7.244 Dsi 7.244-Dsi 7.244 Dsi 7.244 Dsi 7.244 osi 93.113 osi 0.0778 +1,20D+0.50Lr+0.50L+1.60W 8.706 osi 8.706 osi 8.706 Dsi 8.706 osi 8.706 osi 93.113 osi 0.0935 +1.200+0.50L+0.50S+1.60W 7.244 Dsi 7.244 osi 7.244 osi 7.244 osi 7.244 osi 93.113 osi .0.0778 +1.20D+0.50L+0.20S+E 7.244 osi 7.244 Dsi 7.244 osi 7.244 osi 7.244 osi 93.113 osi 0.0778 +0.90D+1.60W+1.60H 5.433 osi 5.433 osi 5.433 osi 5.433 osi 5.433 osi 93.113 osi 0.05835 +0.90D+E+1.60H 5.433 osi 5.433 Dsi 5.433 Dsi 5.433 osi 5.433 osi 93.113 osi 0.05835 - .P?nching:.Sh_eag J. .. ' ·, . .-6;---t·:?:, ,." :Dl·· --:;-2..11---- -3 Allunits k Load Combination... .VU Phi*Vn Vu / Phi*Vn Status +1.40D ·33.169 Dsi 186..226osi 0.1781 OK +1.20D+0.50Lr+1.60L+1.60H 34.168 Dsi 186.226 osi 0.1835 OK +1:20D+1.60L+0.50S+1.60H 28.431 osi 186.226osi 0.1527 OK +1.20D+1.60Lr+0.50L 46.79 osi : '186.226osi 0.2513 OK +1.20D+1.60Lr+0.80W 46.79 osi 186.226osi 0.2513 OK +1.20D+0.50L+1.60S 28.431 osi 186.226 osi 0.1527 OK +1.20D+1.60S+0.80W 28.431 Dsi .186.22608 0.1527 OK +1.200+0.500+0.50L+1.60W 34.168 osi 186.226osi 0.1835 OK +1.20D+0.50!-+O.50S+1.60W 28.431 Dsi 186.226osi 0.1527 " OK +1.20D+0.50L+0.20S+E 28.431 Dsi 186.226 osi 0.1527 OK +0.90D+1.60W+1.60H·21.323 ·bsi 186.226 osi 0.1145 OK +0.90D+E+1.60H r 21.323 osi 186:226osi 0.1145 OK Axial Engineering Group, Inc 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 email: info@aeq-inc.net .)0*n*041.F*tjng Description : Main Pad #3 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.: PROPOSED'NEW OFFICE BUILDING PAnted 27 DEC 2012,11-01AM 3IO GIll PPOIErTc\mill , ralilindrall iL-Ildi;Ii7'-1 El IEP' UL, 11 IL 1111 -.UI2 Biilld h I-421 #4-1 6 1242h _/ F*3FENfences - -r. - Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load·Combinations Used : 2009 IBC & ASCE 7-05 ti*eriWidl.Info,?Matiort - -777-3 -, ,-, .71 Material Properties fc : Concrete 28 day strength = fy : Rebar Yield - Ec : Concrete Elastic Modulus = Concrete Density = p Values · Flexure Shear = Analysis Settings Min Steel % Bending Reinf. = ( Min.Allow % Temp Reinf. = ( Min. Overtuming Safely Factor = Min. Sliding Safety Factor = Add FIg Wt for Soil Pressure : Use ftg wt for stability, moments & shears : Add Pedestal Wtfor Soil Pressure : Use Pedestal wt for stability, mom & shear : 34¤!fflefs'unst:, .,·4· ...,·Ull.'.1, :.,1,1.-.111:..hill.i.1.:t i:.1,'· Width parallel to X-X Axis = ·5.0 ft Length parallel to Z-Z Axis =5.0 ft Footing Thicknes = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis - in Height in Rebar Centedine to Edge of Concrete.. at Bottom of footing = 3:0 in Soil Design Values 3:0 ksi Allowable Soil Bearing = 1.50 ksf 60.0 ksi Increase Bearing By Footing Weight = No 3,122.0 ksi Soil Passive Resistance (for Sliding) =250.0 pcf 145.0 pd Soil/Concrete Friction Coeff. = 0.30 0.90 0.850 Increases based on footing Depth Footing base depth below soil surface 1.50 ft ).00140 Allo*able pressure increase per foot of deptl=0.250 ksf ).00180 when footing base is below -1.50 ft 1.50 : 1 1.50 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depl = ksf Yes when maximum length or width is greater# 1 No No I ' .· -&-=.v./*.ar-34-: ·- ns.:-/:Ce€·.·'I 02 ·. t. 15-PU...4 i.· 4; ! 29 & 2 ifti ' .'.-3.F :til·'ti : if}i:., '1 i. 2.2.1: X LO P : , ,4. l. j i.2 :%·59 il¢1-,> , f f ·.-: ).iy if 34 ·:. .1. ·: .. il g. pi 92. tf-ji: WM 3-12?-- 11*59 -»*-4 t;%93-13€,it.4 -2-22.3 ¥1 5 - -ff J·,03' i{99..' ..r. t.:.ff;t·4 :·.-1 ji.·0.;.'5 9. #:i. ·-' ···..y·tia 4 9.' ja I.k,-.&_*F Ekijifotcing , 510" 9 Bars parallel to X-X Axis y . Number of Bars -7.0 Reinforcing Bar Size = #5 Bars parallel to· Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Size = #5 En i 111,1 14 2.1 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bais required within zone n/a # Bars required on each side of zone n/a J, Applied Loads t- :, : 'i... - n. il : 1 '11111 111111 1 WE)* 0#VIIIm 1 - Iii ]1 l 111·.4 1 .....t - 1 ' · · i i,-i#WK'= , 64.0 - ·2 "" '111 '11' " lili '1111111- 111,111 11,1,1,411 11. 111'111'1 'lili 11 111 Dir L S W.E.H P : Column Load = 12.60 7.30 k OB : Overburden = ksfM-xx =1<-ftM-zz = k-ft V-x = 0.30 0.30 1.0 k V-Z =k' Axial Engineering Group, Inc. 7251 Owensmouth Avenue Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.:PROPOSED NEW OFFICE BUILDING p: 818.902.0200 f: 818.902.0232 email: info@aeq-inc.net Printed: 27 DEC 2012,11:0141 General Footing ,· FliEXA2012-PROJECTS\212*013 Calajina\Calts\Catafir¥426ENERCALC, INC. 19812012, Build:6.12.9.26, Ver:6.12.9.26 Description : Main Pad #3 _RES!*N SUMMARY Min. Ratio Item Governing Load Combination Desigii-OK Applied Capacity PASS 0.7047 Soil Bearing 1.057 ksf 1.50 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS -20.497 Overtuming - Z-Z 1.320 k-ft 27.056 k-ft 0.6D+0.7E PASS 5.288 Sliding - X-X 0.880 k 4.653 k 0.6D+0.7E PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05649 Z Flexure (+X)1.608 k-ft 28.464 k-ft +0.90D+E+1.60H PASS 0.04311 Z Flexure (-X)1.227 k-ft 28.464 k-ft +0.900+E+1:60H PASS .0.1177 X Flexure (+Z)3.350 k-ft 28.464 k-ft +1.20D+1.60Lr+O.50L PASS 0.04980 X Flexure (-Z)1.417 k-ft 28.464 k-ft +0.90D+E+1.60H PASS 0.07969 1-way Shear (+X)7.420 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.07969 1-way Shear (-X)7.420 psi 93.113 psi +1.200+1.60Lr,0.50L PASS 0.07969 1-way Shear (+Z)·7.420 psi 93.113 psi +1.20[)+1.60Lr·,O.501. PASS 0.07969 1-way Shear (-Z)7.420 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.150 2-way Punching 27.929 psi 186.226 psi +1.20D+1.60Lr+·0.50L Detailed Results Soil Bearing Rotation Axis & Load Combination... Actual Soil Bearing Stress Actual / Allowable Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X. +D 1.50 n/a 0.0 0.7215 0.7215 n/a n/a 0.481 X-X,+D+L+H 1.50 n/a 0.0 0.7215 0.7215 n/a n/a 0.481 X-X, +D+Lr+H 1.50 nia 0.0 1.014 1.014 n/a n/a 0.676 X-X, +D+S+H 1.50 n/a 0.0 0.7215 0.7215 ·n/a n/a 0.481 X-X +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.9405 0.9405 n/a n/a 0.627 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.7215 0.7215 n/a n/a 0.481 X-X, +D+W+H 1.50 n/a 0.0 0.7215 0.7215 n/a n/a 0.481 X-X, +D+0.70E+H 1.50 n/a 0.0 0.7215 0.7215 n/a n/a 0.481 X-X,,+D+0.750Lr+0.750L+0.750W+H 1.50 n/a 0.0 0.9405 0.9405 n/a n/a 0.627 X-X, +D+0.750L+0.750S+0.750W+H 1.50 n/a 0.0 0.7215 .0.7215 nia n/a 0.481 X-X +D+0.750Lr-,0.750L+0.5250E+H 1.50 n/a 0.0 0.9405 0.9405 n/a n/a 0.627 X-X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.7215 0.7215 n/a n/a 0.481 X.X.+0.600+W+H 1.50 n/a 0.0 0.4329 0.4329 n/a n/a 0.289 X-X,+0.600+0.70E+H 1.50 n/a .0.0 0.4329 0.4329 n/a n/a 0.289 Z-Z, +D 1.50 0.2994 n/a n/a n/a 0.70 0.7430 0.495 Z-Z. +D+L+H 1.50 0.2994 nia n/a nia 0.70 0.7430 0.495 Z-Z. +D+Lr+H 1.50 0.4262 n/a n/a n/a 0.9704 1.057 0.705- Z-Z, +D+S+H 1.50 0.2994 n/a n/a n/a 0.70 0.7430 0.495 Z-Z. +D+0.750Lr+0.7501-+H 1.50 0.4019 n/a n/a n/a 0.9028 0.9782 0.652 Z-Z, +D+0.750L+0.750S+H 1.50 0.2994 n/a n/a n/a 0.70 0.7430 0.495 Z-Z, +D+W+H 1.50 0.2994 n/a n/a n/a 0.70 .0.7430 0.495 Z.Z.+D+0.70E+H 1.50 0.9979 n/a n/a n/a 0.6497 0.7933 0.529 Z-Z. +D+0.750Lr+0.750L+0.750W+H 1.50 0.4019 n/a n/a n/a 0.9028 0.9782 0.652 Z-Z, +D+0.750L+0.750S+0.750W+H 1.50 0.2994 n/a .n/a n/a 0.70 0.7430 0.495 Z-Z, +D+0.750Lr·,0.7501-45250E+H 1.50 0.8038 n/a n/a n/a 0.8652 1.016 0.677 Z-Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.8233 n/a n/a n/a 0.6623 0.7807 0.521 Z-Z. +·0.60D+W+H 1.50 0.2994 n/a n/a n/a 0.420 0.4458 0.297 _Z:Z,6 60.24.70E+H 1.50 1.464 n/a n/a n/a 0.3698 0.4961 0.331 Overturning Stability Rotation Axis & Load Combination...Overturning Moment Resisting Moment Stability Ratio Status X-X. D None 0.0 k-ft Infinitv OK X-X, D+Lr None 0.0 k-ft Infinitv OK X-X. 0.6D+0.7E None 0.0 k-ft Infinitv OK Z-Z, D 0.450 k-ft 45.094 k-ft 100.208 OK Z-Z. D+Lr 0.90 k-ft 63.344 k-ft 70.382 OK Z-Z. 0.6D+0.7E 1.320 k-ft 27.056 k-ft 20.497 OK . [I-2 Axial Engineering Group, Inc.Title : CATALINA Job # 212-013 9 7251 Owensmouth Avenue Engineer: LQ Suite 4 Project Desc.: PROPOSED NEW OFFICE BUILDING 818.902.0200 005 f: 818.902.0232 email: info@aeq-inc.net Printed: 27 DEC 2012, 11:01AM [General Footing '' .' - File: X:\2012-PROJECTS\212-013.Catalina\Calcs\Catalina.*6--6 ENERCALC, INC. 1983-2012, Bulkl,6.12,9.26, Ver:632.9.26 Description : Main Pad #3 Slidin-g-SUBility All units k Force Application Axis Load Combination...Sliding Force Resisting Force Sliding SafetyRatio StatuL X-X. D 0.30 k 6.818 k 22.725 OK X-X, D+Lr 0.60 k 9.008 k 15.013 OK X-X. 0.6D+0.7E 0.880 k ·4.653 k 5.288 OK Z-Z, D 0.0 k 6.818 k No Slidina OK Z-Z. D+Lr 0.0 k ·9.008 k No Slidina OK -Z=Z.9-6820.IE 0.0 k 4.653 k No Slidina OK Foo ing Flexure · Flexure Axis & Load Combination Mu Which Tension @ Bot. As Reg'd Gvrn. As Actual As Phi*Mn Status k-ft Side ?or Top ?inA2 inA2 inA2 · left X-X. +1.40D 2.205 +Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X.X,+1.400 2.205 -Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X-X, +1.20D+0.50Lr+1.60L+1.60H 2.346 +Z Bottom 0.3888 Min-Temo %0.4340 28.464 01 X.X, +1.20D+0.50Lr+1.60L+1.60H 2.346 -Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X-X, +1.20[}+1.60L+0.50S+1.60H 1.890 +Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X-X, +1,20D+1.60L+0.50S+1.60H 1.890 -Z Bottom 0.3888 Min TemD %0.4340 28.464 01 X-X +1.20Di-1.60Lr-0.501-3.350 +Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X.X. +1.20D+1.60Lr,0.50L 3.350 -Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X-X, +1.20[)+1.60Lp,0.80W 3.350 +Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X-X. +1.20D+1.60Lr·,0.80W 3.350 -Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X-X, +1.20D+O.50L+1.60S 1.890 +Z Bottom 0.3888 Min Temo %0.4340 28.464 01 X-X +1.20D+O.50L+1.60S 1.890 -Z Bottom 0.3888 Min Temo %0.4340 28.464 OF X-X, +1.20D+1.60S+0.80W 1.890 +Z Bottom 0.3888 Min Temo %0.4340 28.464 OF X-X. +1.20D+1.60S+0.80W 1.890 -Z Bottom 0.3888 Min Temo %0.4340 28.464 09 X-X, +1.20D+0.50Lr.+0.50L+1.60W 2.346 +Z Bottom 0.3888 Min TemD %0.4340 28.464 OF X-X. +1.20D+0.50Lr·+0.50L+1.60W 2.346 -Z Bottom 0.3888 Min Temo %0.4340 28.464 OF X-X. +1.20D+0.50L+O.50S+1.60W 1.890 +Z Bottom 0.3888 Min Temo %0.4340 28.464 OF X-X. +1..20D+O.50L+0.50S+1.60W 1.890 -Z Bottom 0.3888 Min Temo %0.4340 28.464 * X-X. +1.20D+0.50L+0.20S+E 1.890 +Z Bottom 0.3888 Min Temo %0.4340 28.464 09 X.X, +1.20D+0.50L+0.20S+E 1.890 -Z Bottom 0.3888 Min Temo %0.4340 28.464 0 X-X, +0.90D+1.60W+1.60H 1.417 +Z Bottom 0.3888 Min Temo %0.4340 28.464 0 X-X, +0.90D+1.60W+1.60H 1.417 -Z Bottom 0.3888 Min Temo %0.4340 28.464 OH X-X. +0.90D+E+1.60H 1.417.+Z Bottom 0.3888 Min Temo %0.4340 28.464 OB X-X.+0.90[)+E+1.60H 1.417.-Z Bottom 0.3888 Min TemD %0.4340 28.464 01< Z-Z, +1.40D 2.142 -X Bottom.0.3888 Min Temp %0.4340 28.464 OK Z-Z, +1.400 2.268 +X Bottom 0.3888 Min Temo·%0.4340 28.464 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 02.270 -X Bottom 0.3888 Min Temo %0.4340 28.464 .OK Z-Z, +1.20D+·0.50Lr+1,60L+1.60H 2.423 +X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.836 -X Bottom 0.3888 Min Temo %0.4340 28.464 ·OK Z-Z, +1.200+1.60L+0.50S+1.60H 1.944 +X Bottom 0.3888 Min TemD %0.4340 28.464 .OK Z-Z. +1.20D+1.60Lr+0.50L 3.224 -X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z-Z, +1.20D+1.60Lr+0.50L 3.476 +X Bottom 0.3888 Min Temp %0:4340 28.464 OK Z-Z. +1.20D+1.60Lr+0.80W 3.224 -X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z-Z. +1.20D+1.60Lr+,0.80W -3.476 +X Bottom 0.3888 Min Temo %0.4340 28.464 OK .Z-Z, +1.20D+0.50L+1.60S 1.836 -X Bottom 0.3888 .Min Temo %0.4340 28.464 OK Z-Z, +1.20D+0.501.+1.60S 1.944 +X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z.Z, +1.20D+1.60S+O.80W 1.836 -X Bottom 0.3888 Min Temo % -0.4340 28.464 OK Z-Z, +1.20D+1.60S+0.80W 1.944 +X Bbttom 0.3888 Min Temo %0.4340 28.464 OK Z-Z, +1.200+0.50Lr+0.50L+1.60.W 2.270 -X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 2.423 +X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z-Z. 41.20D+0.50L+O.503+1.60W 1.836 -X Bottom 0.3888 Min Temo %0.4340 28:464 OK Z-Z, +1.20D+O.50L+0.50S+1.60W 1.944 +X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z.Z, +1.20D+0.50L+0.20S+E 1.686 -X Bottom 0.3888 Min Temg %0.4340 28.464 - OK Z-Z, +1.20D+0.50L+0.206+E 2.094 +X Bottom 0.3888 Min Temg %0.4340 28.464 OK Z-Z. +O.90[}+1.60W+1.60H 1.377 -X Bottom 0.3888 Min Temo %0.4340 28.464 OK Z-Z, +0.90D+1.60W+1.60H 1.458 +X Bottom 0.3888 Min TernD %0.4340 28.464 OK Z-Z. +0.90D+E+1.60H 1.227 -X Bottom 0.3888 Min Temp %0.4340 28.464 OK Z:Z»BOD+E+1..60.H 1608+X Bottom 0.3888 Min Temo %0.4340 28.464 OK ['One Way Shear .-4 Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 4.884 osi 4.884 osi 4.884 osi 4.884 osi 4.884 osi 93.113 osi 0.05245 OK +1.20D+0.50Lr+1.60L+1.60H 5.197 osi 5.197 osi 5.197 osi 5.197 osi 5.197 Dsi 93.113 osi 0.05581 OK 1 61#5&- Axial Engineering Group, Inc.3 7251 Owensmouth Avenue Suite 4 Ed; p: 818.902.0200 f: 818.902.0232 email:· info@aeq-inc.net i Generall Feoting P . E I ·,- f Description : Main Pad #3 P" 138 . Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.PROPOSED NEW OFFICE BUILDING Printed: 27 DEC 2012, 11-01AM ., 1.'.'-.4, ·:. f - .,0.77;·9Eile:**12-PROJECTS\212:013 CbtalinG\Cali '4Gtalinaer* ··' 'i 9'·- ·'< : '· ·"1 ·AN;:Ar.Al C INh laRLD:11:),R'nilith 1,4.4-, VP, A I'lo rh_ Load Combination... . VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.200+1.60L+0.50S+1.60H +1.20D+1.60Lr+.0.50L +1.20D+1.60Lr+0.80W +1.200+0.50L+1.60S +1.200+1.60S+0.80W +1.20D+0.50Lr+0.50L+1.60W +1.200+0.50L+0.50S+1.BOW +1.200+0.50L+00.20S+E 40.90[)+1.60W+1.60H +0.90[}+E+1.60H '.Punching.Sh«rt '* --r.7 :-I Load Combination... 4.186 osi 4.186 osi 4.186 Dsi 4.186 osi 4.186 osi 93.113 Dsi 0.04496 OK 7.42 osi 7.42 osi 7.42 osi 7.42 osi ,7.42 osi.93.113 osi 0.07969 OK 7.42 osi 7.42 Dsi 7.42 Dsi 7.42 osi 7.42 Dsi 93.113 Dsi 0.07969 OK 4.186 osi 4.186 osi 4.186 osi 4.186 Dsi 4.186 Dsi 93.113 DSi 0.04496 OK 4.186 osi 4.186 osi 4.186.osi 4.186 osi 4.186 osi 93.113 osi 0.04496 OK 5.197 osi 5.197 Dsi ·5.197 osi 5.197 osi 5.197 osi 93.113 osi 0.05581 OK 4.186 osi 4.186 osi 4.186 osi 4.186 osi 4.186 osi 93.113 osi 0.04496 OK 4.186 Dsi 4.186 bsi 4.186 osi 4.186 Dsi 4.186 osi 93.113 osi 0.04496 OK 3.14 osi 3.14 osi .3.14 osi 3.14 osi 3.14 Dsi 93.113 osi 0.03372 OK 3.14 psi 3.14·Dsi 3:14 osi 3.14 osi 3.14 Dsi 93.113 Dsi 0.03372 OK · All units k Vu Phi*Vn Vu / Phi*Vn Status +1.40[) 18.383 osi 186.2260si 0.09871 OK +1.20D+O.50Lr+1.60L+1.60H +19.561 Dsi 186.226Dsi 0.105 OK *1..20[)+1.60L+O.50S+1.60H 15.757 osi 186.226Dsi 0.08461 . OK +1.20D+1.60Lr+0.50L .27.929 osi 186.226 osi 0.15 -OK +1.20D+1.60Lr+0.80W 27.929 osi 186.226Dsi 0.15, OK . +1.20D+0.50L+1.60S 15.757 osi 186.226Dsi 0.08461 OK +1.200+1.60S+0:80W 15.757 osi 186.22608 0.08461 OK +1.20D+0.50Lr+0.50L+1.60W 19.561 osi 186.22608 0.105 OK +1.20D+0.50L+0.50S+1.60W 15.757 Dsi 186.2260si 0.08461 OK +1.20D+0.50L+0.20S+E 15.757 osi 186.226osi 0.08461 OK +0.900+1.60W+1:60H 11.818 osi 186.226osi 0.06346 OK +0.90D+E+1:60H 11.818 Dsi 186.226 Dsi 0.06346 OK AXIAL ENGINEERING GROUP, INC. 7147 WOODLEY AVENUE VAN NUYS, CA 91406 Title -Catalina Page: Job # : 212-013 Dsgnr: LQ Date: 11 JAN-2513 Description.... 6' High Trash Enclosure Wall. (seismic) ' This Wall in File: \\AEGSERVER\Structural Project Files\2012-F Retainpro 10 (c) 1987-2011, Build 10.12.5.14 License : KW-06053109 License To : AMY QUACH Criteria Retained Height 0.50 ft Wall height above soil =6.00 ft Slope Behind Wall =0.00: 1 Height.of Soil over Toe =6.00 in Water height over heel =0.0 ft Surcharge Loads Surcharge Over Heel =0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe =0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem 6 Axial Dead Load =0.0 lbs Axial Live Load =0.0 lbs Axial Load Eccentricity. =0.0 in Stem Weight Seismic Load Design Summary Wall Stability Ratios Overtuming = 1.97 OK Sliding = 4.49 OK Total Bearing Load =1,152 lbs ...resultant ecc. = 6.99 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =1,150 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =0 psf ACI Factored @ Heel =1,380 psf Footing Shear @ Toe =1.8 psi OK Footing Shear @ Heel =2.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force =137.4 lbs less 100% Passive Force = -156.3 lbs less 100% Friction Force = -460.6 lbs Added Force Reg'd =0.0 lbs OK ....for 1.5 : 1 Stability =0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Cantilevered Retaining Wall Design lode: CBC 2010,ACI 318-08,ACI 530-08 Soil Data - Allow Soil Bearing =1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure =30.0 psf/ft = Passive Pressure =250.0 ps#ft Soil Density, Heel =110.00 pcf Soil Density, Toe =0.00 pef FootinglISoil Friction =0.400 Soil height to ignore 1'lid.wil- -4- : 7-1 -2.1 for passive pressure =12.00 in Lateral Load Applied to Stem Adjacent Footing Load -- Lateral Load =0.0 #m Adjacent Footing Load =0.0 lbs ...Height to Top =0.00 ft Footing Width =0.00 ft ...Height to Bottom =0.00 ft Eccentricity =0.00 in The above lateral load Wall to Ftg CL Dist =0.00 ft has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil = 0.0 ft Wind on Exposed Stem =0.0 psf at Back of Wall Poisson's Ratio =0.300 F / W Weight Multiplier =0.330 g Added seismic base force -171.2 lbsP P Seismic Self-Weight acts left-to-right toward tetention side. Stem Construction Top Stem-3 Stem OK Design Height Above Ftc ft =0.00 Wall Material Above "Ht" =Masonry Thickness = 8.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =-0.662 Total Force @ Section .lbs =167.4. Moment....Actual ft-# =555.7 Moment.....Allowable =839.5 Shear.....Actual psi=3.7 Shear.....Allowable psi=38.7 Wall Weight =111.7 Rebar Depth 'd'in =3.75 LAP SPLICE IF ABOVE in =24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in =6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm .psi = 1,500 Fs psi = 20,000 Solid Grouting =Yes Use Half Stresses = n/a Modular Ratio 'n' =21.48 Short Term Factor =1.000 Equiv. Solid Thick.in =7.60 Masonry Block Type =Normal Weight Masonry Design Method =ASD Concrete Data fc psi= Fy psi= Title :Catalina Page: AXIAL ENGINEERING GROUP, INC.Job # : 212-013 Dsgnr: LQ Date: 11 JAN-2615 7147 WOODLEY AVENUE Description.... VAN NUYS, CA 91406 6' High Trash Enclosure Wall. (seismic) This Wall in File: \\AEGSERVER\Structural Project Files\20124 ainpro 10 (c) 1987-2011, Build 10.12.5.14 License : KW-0605310g Cantilevered Retaining Wall Design Jode: CBC 2010,ACI 318-08,ACI 530-08 License To : AMY QUACH - [*GGiing Dimensions & Strengths _ Footing Design Results Toe Width = 0.92 ft Heel Width =1.58 Total Footing Width =2.50 Footing Thickness =12.00 in Key Width = 0.00 in Key Depth =0.00 in Key Distance from Toe =0.00 ft fc =2,500 psi Fy =60,000 psi Footing Concrete Density =150.00 pcf Toe Heel Factored Pressure = 0 1,380 psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 3 3 ft-# Mu: Design = -3 3 ft-#· Actual 1 -Way Shear =1.81 1.98 psi Allow 1-Way Shear =75.00 75.00 psi Toe Reinforcing =None Spec'd Heel Reinforcing =None Spec'd Key Reinforcing =None Spec'd Min. As % Cover @ Top 2.00 = 0.0018 @.Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not reg'd, Mu <S*Fr Heel: Not reg'd, Mu <S*Fr Key: No key defined Summary of Overturnin-g-& Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-#lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Seismic Stem Self Wt Total = Resisting/Overturning Ratio 33.8 0.50 16.9 -171.2 4.25 -727.5 -137.4 O.T.M.-710.6 = = 1.97 Soil Over Heel = 50.4 0.46 23.1 Sloped Soil Over Heel = Surcllarge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe =50.4 2.04 Surcharge Over Toe = Stem Weight(s) = 726.2 1.25 .907.6 Earth @ Stem Transitions = Footing Weighi = 375.0 1.25 468.6 Key Weight = Vert. component of active S.P. used for Overtuming Resistance. = If seismic included the min. OTM and sliding - ratios may be 1.1 per IBC '09,1807.2.3. Total = 1,151.5 lbs R.M.=1,399.3 * Axial·live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: 2 16.in 0/c Irout 11?11111Il'liklq'illli 1111 ,l1illi 8.in Mas w/ #4 @ Solid G Special Insp 6'-0" 6'-6" 6" A 1'-0" Designer select 11"1'-7" all horiz. reinf. 11-11 - See Appendix A 0) 2'-6" Title :Catalina Page:- AXIAL ENGINEERING GROUP, INC.Job # : 212-013 Dsgnr: LQ Date:11 JAN 2013 7147 WOODLEY AVENUE Description.... VAN NUYS, CA 91406 6'High Trash Enclosure Wall.(wind) This Wall in File: \\AEGSERVER\Structural Project Files\20124 Retainpro 10 (c) 1987-2011, Build 10.12.5.14 LIcense : KW-06053109 Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530.08 License To : AMY QUACH _Criteria Retained Height 0.50 ft Wall height above soil =6.00 ft Slope Behind Wall =0.00: 1 Height of Soil over Toe =6.00 in . Water height over heel =0.0 ft Surcharge Loads Surcharge Over Heel =0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe =0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load =0.0 lbs Axial Live Load =0.0 lbs Axial Load Eccentricity . =0.0 in Design Summary Wall Stability Ratios Overtuming 2.67 OK Sliding =7.15 OK Total Bearing Load =1,152 lbs ...resultant ecc. =5.04 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =925 psf OK Allowable . =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe . =0 psf ACI Factored @ Heel =1,110 psf Footing Shear @ Toe =0.6 psi OK Footing Shear @ Heel =2.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force =86.3 lbs less 100% Passive Force = -156.3 lbs less ·100% Friction Force = -460.6 lbs Added Force Reg'd =0.0 lbs OK ....for 1.5 : 1 Stability =0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing =1,500.0 psf Equivalent Fluid Pressure Method , .r.pr Heel Active Pressure =30.0 ps#ft % Passive Pressure =250.0 psfm· . 3,· ·31·; ,. ··Q F j. A.3 3 /4 -9 1 Soil Density, Heel =110.00 pcf yr .·¥4 2 Soil Density, Toe =0.00 pcf Eli Footingl ISoil Friction =0.400 :2. '.* 4-11*f-,Soil height to ignore :mc.- for passive pressure =12.00 in Lateral Load Applied to Stem Adjacent Footing Load Lateral Load =0.0 #m Adjacent Footing Load =0.0 lbs ...Meight to Top =0.00 ft Footing Width =0.00 ft ...Height to Bottom = .0.00 ft Eccentricity =0.00 in The above lateral load Wall to Ftg CL Dist =0.00 ft has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil = 0.0 ft Wind on Exposed Stem =20.0 psf at Back of Wall· Wind acts left-to-right toward retention side.Poisson's Ratio =0.300 Stem Construction Top SternStem OK Design Height Above Ftc ft =0.00 Wall Material Above "Ht" =Masonry Thickness =8.00 Rebar Size =· #4 Rebar Spacing =16.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =-0.500 Total Force @ Section . lbs =116.3 Moment....Actual ft-# =419.4 Moment.....Allowable =839.5 Shear.....Actual psi =2.6 Shear.....Allowable psi =38.7 Wall Weight =111.7 Rebar Depth 'd'in =3.75 LAP SPLICE IF ABOVE in = .24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in =6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi = 1,500 Fs psi = 20,000 Solid Grouting =Yes Use Half Stresses = n/a Modular Ratio 'n' =21.48 Short Term Factor =1.000 Equiv. Solid Thick.in =7.60 Masonry Block Type =Normal Weight Masonry Design Method =ASD Concrete Data fc psi= Fy psi= AXIAL ENGINEERING GROUP, INC. 7147 WOODLEY AVENUE VAN NUYS, CA 91406 Title :Catalina Page: Job# : 212-013 Dsgnr: LQ Date: 11 JAN-2613 Description.... 6' High Trash Enclosure Wall.(wind) This Wall in File: \\AEGSERVER\Structural Project Files\2012-F RetainF;3'E (c) 1987-2011, Build 10.12.5.14 LIcense : KW-06053109 License To : AMY QUACH Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 [Footing-Dimen-sions & Strengths Footing Design Results Toe Width = 0.92 ft Heel Width = 1.58 Total Footing Width =2.50 Footing Thickness =12.00 in Key Width = 0.00 in Key Depth =0.00 in Key Distance from Toe =0.00 ft fc =2,500 psi Fy =60,000 psi Footing Concrete Density =150.00 pcf Toe Heel Factored Pressure = 0 1 ,110 psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 3 3 ft-# Mu: Design = -3 3 ft-# Actual 1-Way Shear =0.61 1.98 psi Allow 1-Way Shear =75.00 75.00 psi Toe Reinforcing =None Speed Heel Reinforcing =None Spedd Key Reinforcing =None Spec'd Min. As % Cover @ Top 2.00 = 0.0018 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not reg'd, Mu <S*Fr Heel: Not reg'd, Mu <S*Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-#lbs ft ft-# - Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Total = Resisting/Overturning Ratio 33.8 0.50 16.9 -120.0 4.50 -540.0 -86.3 O.T.M.-523.1 = = 2.67 Soil Over Heel = 50.4 0.46 23.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 50.4 2.04 Surcharge Over Toe = Stem Weight(s) =726.2 1.25 907.6 Earth @ Stem Transitions = Footing Weighl =375.0 1.25 468.6 Key Weight = Vert. component of active S.P. used for Overturning Resistance. = Total =1,151.5 lbs R.M.=1.,399.3 * Axial live load. NOT included-in total displayed or used for overturningresistance, but is included for soil pressure caiculation. DESIGNER NOTES: A -20.psf -86.25# 924.71 psf PROJECT :Catalina 1 £*t ;' t:'·7·9,7-,=CLIENT: JOB NO. 212-013 1 Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-2010 PAGE: DESIGN BY : DATE : 01/11/13 REVIEW BY: INPUT DATA PETE,.014 E Wlk(D fec€ fE?L 0___IpExposure category (B, CorD) = 1 8 1 6/8 47-- 67-P/--IL -Importance factor, 1.0 only, (Table 1.5-2)'w = 1.00 Basic wind speed (ASCE 7-10 26.5.1) V = ' 85 mph Topographic factor (26.8 & Table 26,8-1)1<21 =1 Flat 1 410\\So¥,6 Sign or Frestand:,ng AT \F Height of top h = 18 ft Vertical dimension.(for wall. s = h) s = 18 ft UJ Horizontal dimension B =0.5 ft Dimension of return comer 4 =0.5- ft Ground Surtoce DESIGN SUMMARY Max horizontal wind pressure P =17 psf Max total horizontal force at centroid of base F =0.15 kips Max bending moment at centroid of base M =1.50 ft-kips Max torsion at centroid of base T =0.02 ft-kips ANALYSIS Velocity pressure q = 0.00256 Kb Kzt K V =11.01 psf where:qh = velocity pressure at mean roof height, h. (Eq. 29.3-1 page 307 & Eq. 30.3-1 page 316) 1% = velocity pressure exposure coefficient evaluated at height, h, (Tab. 29.3-1, pg 310) =0.70 Iii = wind directionality factor. (Tab. 26.6-1, for building, page 250) =0.85 h = height of top.= 18.00 ft Wind Force Case A: resultant force though the geometric center (Sec. 29.4.1 & Fig. 29.1-1)P =qGC,= = 17 psf :, (142 2,c) Fid=F=p As =---Umr-kips M = F (h - 0.5s) for sign, F (0.55h) for wall = 1.50 ft-kips 0.00 ft-kips - where:G = gust effect factor. (Sec. 26.9) - -'0.85 Cf = net force coefficient. (Fig. 29.4-1, page 311)1.80As =Bs = 9.0 ff Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 29.4.1 & Fig. 29.1-1) p = Case A = 17 psf F = Case A = 0.15 kips M = Case A =1.50 ft-kips T = 0.2 F B = 0.02 ft-kips Wind Force Case C: resultant force different at each region (Sec. 29.4.1 & Fig 29.1-1) P =qh.G Cf Bolonce ssss F=Ip As 1 M = I [F (h - 0.5$) for sign, F (0.551-0 for wall ]41 Ill·la frT=ITs Wind Distance Cf Pi Asi Fi MiL (ft) (Fig.6-20)(psf) (fd) (kips)(ft-kips) (ft-kips) 0.5 1.800 17 9 0.15 .1.50 0.00 0.5 1.200 11 0 0.00 0.00 0.00 0.15 1.50 0.00 <== Case C may not be considered, footnote 3 of Fig. 6-20 ./ . h \1 11 41,/6 :7 -ri 1 rA'•·PROJECT: Utal(na byk*- 415(/VAM9Ad£uCLIENT : . JOB NO. : 212-013 1 DATE : 12/31/2012- Cantilever Column & Footing Design Based on AISC 360-05, ACI 318-08, and IBC 09 1807.3 flu·or-1 PAGE: DESIGN BY: REVIEW BY: (i - :3 19.·I; ;7& it· INPUT DATA & DESIGN SUMMARY ' COLUMN SECTION (Tube, Pipe, or WF)I11SS6 000*0.1881 Pipe //--F---A . COLUMN YIELD STRESS Fy = | 42 1(si W= CANTILEVER HEIGHT H =I . 30-Jft F f 1£M a COLUMN TOP LATERAL LOAD F = [3333 kips, ASD (Strong Axis Bending only)5 12; x )04'4 wwoCOLUMN TOP GRAVITY LOAD p = [33*3 kips, ASD i'= to /A /6 /6 bJU DIAMETER OF POLE FOOTING b = 72-ft ALLOW SOIL PRESSURE Q i = 1.5 ksf LATERAL SOIL CAPACITY P p = 0.25 ksf / ft --- RESTRAINED @ GRADE ?(1=yes,0=no)0 No Use 2 ft dia x 2.57 ft deep footing unrestralned @ ground level THE DESIGN IS ADEQUATE.Le uSE. dbANALYSIS o c.,4 59*20•N,LE 1 l, CHECK COMRINF:n COMPRFARIAN ANn RANnING CAPACITY OF COLUMN (AIS'6360-05, Hl) fL+1(M rx , M 12\, for Prk 0.2 Pc - <M a Mcy) Pc »b» Pr 1Pc +f Mrx , (Mer Wo, 11. for M9) Pr PC 0.15 <1.0 [Satisfactory] < 0.2 Where Pr =0.25 kips Mn - Mry - KLy= PcPn M cx = M Mcy =M 1.80 ft-kips 0 ft-kips 20 .ft, weak axis unbraced axial length / fle = 58 / 1.67 = 34.76 kips, (AISC 360-05 Chapter E) Pr [Satisfactory] n/ab=20.69 / 1.67 = 12.39 ft-kips, (AISC 360-05 Chapter F) > Mrx [Satisfactory] n/Qb=20.69 / 1.67 = 12.39 ft-kips, (AISC 360-05 Chapter F) ) Mry [Satisfactory] DESIGN POLE FOOTING (IBC 09 1807.3) By trials, use pole depth, d =2.566 ft Lateral bearing @ bottom, 83 = 2 Pp Min( d, 12') =1.28 ksf Lateral bearing @ d / 3, S 1 = 2 Pp Min(d/3, 12') =0.43 ksf Require Depth is given bv A / 4.36/z I - 1+./1 i . for nonconstrained2 NA d=< = 4.25Ph 2.566 ft [Satisfactory] for constrained- b3 Where P= F=0.18 kips A= 234 P/*Sl)=0.49 h=Mrnax/F=10.00 ft CHECK VERTICAL SOIL BEARING CAPACITY (ACI, Sec. 15.2.2) q scou = P / (,r b'/4) =0.08 ksf, (net weight of pole footing included.) < Q 8 [Satisfactory] CHECK STPnMA AVIC ' ATERAL DEFLECTION 6. = f-Hl 3EI 0.26 in <2 H/240.1.00 in [Satisfactory] t. l,,C 1:-1 STRUCTURAL CALCULATIONS AXIAL ENGINEERING GROUP, INC. 0STRUCTURAL & CIVIL DESIGN TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@axialengineering.com PROJECT # 212-013 CATALINA STRUCTURAL CALCULATIONS PROJECT: PROPOSED CATALINA COMMERCIAL CENTER FOR MR. RAMIN FAVAKEHI 2102 N. TUSTIN AVENUE, SANTA ANA, CA 92705 ECEIVE - DEC 1 O 2012 City of Santa Ana OCTOBER 25, 2012 @fleS \' -61 17 v AXIAL ENGINEERING GROUP, INC. 7251 OWENSMOUTH AVENUE, SUITE 4 CANOGA PARK, CA 91303 (818) 902-0200 DESIGN CRITERIA CODE:2010 CALIFORNIA BUILDING CODE TIMBER:Douglas Fir Larch (per grading rules 16) 2 x 4 and 4 x 4 - Grade No. 2 2 x 6 and larger -Grade No. 2 4 x 6 and larger -Grade No. 2 (Beams and Stringers) PLYWOOD:PS-1-95 Per APA Standard GLUE LAMINATED:24F-V4 DF/DF - Simple support beams 24F-V8 DF/DF - Cantilever beams Per AITC Standards STRUCTURAL STEEL: ASTM A36 Steel Pipe Columns and Tube Steel Per AISC Standards Grade B Type E or Type S, ASTM A501 WELDING:AWS-E70XX, Per American Welding Society Standards CONCRETE:Per ACI 318 specifications Conventional Foundations.fc = 3,000 psi Pre-cast concrete fc = 3,000 psi Columns fc = 3,000 psi Structural Slab fc = 3,000 psi (note: special inspection required for fc >2,500 psi) MASONRY:Hollow Concrete Units (CMU, Concrete Blocks) ASTM C-90, ASTM and UBC Standards Type N units, Type S Mortar, 2,000 psi grout fm = 1,350 psi (partially grouted) Fm = 225 psi fm= 1,500 psi (solid grouted) Fm = 225 psi REINFORCING STEEL: ASTM A615 Per CRSI Standards #4 and Smaller -Grade 40 #5 and Larger -Grade 60 SOIL Soils Report by:Harrington Geotechnical Engineering, Inc. Allowable Soils Bearing Pressure:1500 PSF .... .............. 2» AXIAL 0% ENGINEERING ¢51 GROUP, INC. SHEET: DATE:10/25/2012 PROJECT:CATALINA 7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN CANOGA PARK, CA 91303 JOB No:212-013 TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@aeg-inc.net ENGR:LQ DESIGN DATA: ROOF LOADING:ROOF LOADING: ROOFING SHEATHING FRAMING CEILING & INSULATION MISCELLANEOUS TOTAL DEAD LOADING ROOF LNE LOADING FLOOR LOADING: LT:WEIGHT CONCRETE FLOORING SHEATHING FRAMING DRYWALL MISCELLANEOUS , TOTAL DEAD LOADING FLOOR LIVE LOADING WALL LOADING: = 5 psf = 3 psf = 4 psf = 4 psf = 2 psf = lifilpsf = 1Eilpsf = 0 psf = 0 psf = 0 psf = 0 psf = 0 psf = 0 psf = psf = iNIpsf ROOFING =10 psf SHEATHING =3 psf FRAMING =4 psf CEILING & INSULATION· =3 psf MISCELLANEOUS =4 psf TOTAL DEAD LOADING =||psf ROOF LIVE LOADING =liEilpsf (INTERIOR) FRAMING SHEATHING DRYWALL 1-SIDE DRYWALL 1-SIDE INSULATION MISCELLANEOUS = = 3 psi 3 psf 3.5 psf 3.5 psf 1 psf 2 psf (EXTERIOR) FRAMING SHEATHING DRYWALL & STUCCO VENEER. INSULATION MISCELLANEOUS = 4 psf = 3 psf. = 10 psf = 14 psf = 1 psf 2 psf TOTAL DEAD LOADING =psf TOTAL DEAD LOADING =m@W SOILS INFORMATION: GEOTECHNICAL DATA FROM: REPORT No:HGEI # 12-01-3093 SOIL BEARING: PASSIVE PRESSURE: ACTIVE PRESSURE: FRICTIONI FACrOR: Harrington Geotechnical Engineering, Inc. Dated:5/29/2012 1500 psf 250 psf psf 0.40 SEISMIC COEFFICIENTS (2010 California Building Code) Latitude = 33.76483917 N Longitude = -117.8363647 W Earth Materials and Site Class Spectral Accelerations Site Coefficients Spectral Response Accelerations Design Accelerations Seismic Factor (Cs) Short Period (0.2s)One-Second Period Soil - SD SS= 1.39 (g)Sl = 0.50 (g) FA = 1.00 Fv = 1.50 SMS = 1.39 (g)SMi - 0.75 (g) SDS- 0.92 ®Sol - 0.50 (g) Cs=(.92/6.5)Xl.3=.19 Reference from table 1613.5.2 and Section 1613.5.2 from Figures 16133 (3) and 16135 (4) and USGS from Table 1613.5.30) and 1613.5.3 (2) and USGS from Equalions 16-37 and 16-38 from Equalions 16-39 and 16-40 Project Name = Catalina Date = Tue May 01 14:38:31 PDT 2012 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.76483917 Longitude = -117.8363647 Spectral Response Accelerations Ss and Sl Ss and Sl = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.388 (Ss, Site Class B) 1.0 0.498 (Sl, Site CIass B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.76483917 Longitude = -117.8363647 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x Sl Site Class D - Fa = 1.0 ,Fv = 1.502 Period Sa (sec) (g) 0.2 1.388 (SMs, Site Class D) 1.0 0.749 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.76483917 Longitude = -117.8363647 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.502 Period Sa (sec) (g) 0.2 0.925 (SDs, Site Class D) rage J bir Maps 2102 N Tustin Ave, Santa Ana, CA 92705 33.76483917;-117.8363647 Onthego? Usem.bing.comtofindmapE,dpreclions, businesses, and more iheim 1 » a* -4 Villa Park I I. · P f, €li»4: Orange Echapt¥,ar,41 0 ;t 4 1 ,3 North Tustin 9<fit.7: \\ ff 11#st Santa Alia' h -it 4.-Tustin 0 261 )4 2 57.7.ir i444 47 42'0>6L,-4 5,*#=55.. 4. Kathryn..13 1,4ta. r *J-:starrU]:gafwI< .,, ,&4;pighav#eq®201111j2,65* --EmTMBUFrmt:,Inmet raK t' : •. 3% Fi .m 't C li1. 11; +-4 g -* * . it- Franzah Ave 1 1 1 1 i[ 1 ./. 1 1 1 =i 0 .5 li L 1 1-_ 2' 1 -. . ·f: 1 1 ! 1 4 tvl»d-. _ _- i-=rf EuS*a ntaflarajAge__ :0 2 4 L=e 0il E p $03 70 12.Catr}1*6.AL,CE iTCat@Una Ave. 4* 412 LEWITjairA; 1 f il Jikin,5/St- -- '- Mirasol-S C 6 2 4 '4.IZEIDenita-Lrd Z C C iN 1 9DULMU 3 I f 11-£39th.sitlj \\ P I I., fi 2 € bing(, j ZE:il.Ztb_Siliz J- ce --Beodar St Ul J[eVEJew .1 j if. Pi 0,122.2 20 m i 0 .1 411 'Al J 1 4-B_-- :,_-_1.kEZEi72h 54 2-:L_ 5*-CQftor.t .-0 liu .w N. w - :, iMili#.to*ft http://www.bing.com/maps/print.aspx?mkt=en-us&z=16&s=r&cp=33.764839,-117.836365... 1 1 1 EU ¢3) 1 2Z 1 *5 1 Y CIRDER TRUSS --T PRE-FAS TRUSS BY O™Ely' €. Y 16 429 / CIRDER /URS - R 1. * =10UVd·33d 1 -YA,u_ \469 *Lt 4 = 1.059: 46% 1 1 1 &6 6*6 F.H. irk·-Mir- -A-u HDRI 6x6// imuit'N 1111 SPR 7 di 1- 1 S. SEHLOAR =giREE-nit.'CIRDER TRIES [12 2 6%6 E10 *,6 F.H. SD·2TYP. ex6wj' 11 £0 ,/1 -, Ir. i- 1811 6 = = 6*6 w/ am WE>11 .F 14 6xbw/ EC 14 -4 ® wr•1009- 1 11=1-1 NE>'1 PRE·FABTRUE BY OTHERS I® WT.1000.V 1 Wj ·Irt F.H.EC D 1 6.6 w/ 3 I> /1/ ./.OCK E. ti 4-r *3 = _CIRIERIBUTE ------ 1 4. F.li ru PRE·FAB TRUSS LDICTEGIzgzUI-/ UN. 4.Flv 1 1 1.1 ·ECCO•1111 111 - Rmul,14 INFINil 6*6'/ 111 1 ....i iii r-1 wr. 1000. Ilxl T Im17748/ii 6mDER TRUES 11 \ Nism mi 111 5616 PSL - - tip=11-·E- 5wy-t- IN-lr--tgs0 -(11-16 q 34, d 41 111 r-/ PREFAS TRUSS \ '--17'OTHEE £:./97/'/P./0. 0. adIC=£2 !11 Fout*7- 6*6 w/ ill CIRDERTRUSS PRE-FAB TRUSSV/ / BY OTHERS 'IT »4 111 1§4 1-6)(6 w/G537-1 TRUm BLOCK'C- 1 11 AH A 1 4,6 F H ECCCM 10 1 HDU!4Trp. - Ht)014 Ilv I HDU11 HD 14 DU14 H ID·H HD f 4*6. A A SD· iRE-FASTRUSS BY OTHERS L ·ECCQ'\ Shjl- CIRDER TRU56- 6*]2 BELOW - .Ill *\NUit HDU14 True North ROOFFRAMING-PLAN mE/-3732-77 /2\ AXIAL SHEET: ENGINEERING DATE:10/25/2012 GROUP, INC.PROJECT: CATALINA 7251 OWENSMOUTH AV STRUCTURAL & CIVIL DESIGN CANOGA PARK, CA 91303 JOB No:212-013 TEL: (818) 902-0200 FAX: (818) 902-0232 · EMAIL: info@aeg-inc.net ENGR: LQ SEISMIC FORCE Wind Seismic Force Tributary Weight Total Factor Unit Force (18.5 psf) Length (') (#/sq.ft) Quantity Load (#/')CSXP (#/7 VS. (#/,) ROOF F_tower roof2 - 30 25 = 750 18.5 walls - 4 32 2 256 h= 8 1006 x 0.20 = .196 148 LATERAL FORCE SUMMARY (#/1): *WIND GOVERNS F_tower =196 #r AXIAL SHEET: ENGINEERING DATE:10/25/2012 GROUP, INC.pROJECT: CATALINA 7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN CANOGA PARK, CA 91303 JOB No:212-013 TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@aeg-inc.net ENGR:LQ SEISMIC FORCE Wind Seismic Force Tributary Weight Total Factor Unit Force (18.5 psf) Length (') (#/sq.ft) Quantity Load (#/')CSXP (#1.)VS.(#11 ROOF F1 roofl -64 18 1152 18.5 roof2 -20 24 480 walls -9 25 5 1125 h=13 2757 X 0.20 =538 241 F2 roofl -44 18 792 18.5 roof2 -40 24 960 walls (tower) 7 3.0 2 = 420 walls -9 25 5 1125 h=20 3297 X 0.20 -643 370 F3 roofl -40 18 720 18.5 room -40 24 960 walls (tower) 7 30 2 = 420 walls - 9 25 5 = 1125 h= 20 3225 x 0.20 =629 370 F4 roofl -60 18 1080 18. room -20 24 =. 480 walls -9 25 5 1125 h=13 2685 X 0.20 =537 24 LATERAL FORCE SUMMARY (#r): *WIND GOVERNS F1 =538 #r F2 =643 #r F3 629 #f F4 537 #r 0 AXIAL ENGINEERING GROUP, INC. SHEET: DATE:10/25/2012 PROJECT:CATALINA 7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN CANOGA PARK, CA 91303 TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@aeg-inc.net JOB No:212-013 ENGR:LQ SHEARWALL SUMMARY (ASD) Total Shear Wall Shear Tributary Total Force Force (#) x Resisting Force ShearWall Holdown Number Force (#/ft.) Width (ft.) (#) .7 Wall (ft.)(#m.)Type Type Uplift (#)Remarks Tower Tl 196 16 3136 2195 28 112 E -783 T2 196 16 3136 2195 28 112 E -783 196 16 3136 2195 28 112 E -783 T4 196 16 3136 2195 28 112 E - -783 Main Structure Swl 538 40 21520 15064 64 235 E SW2 629 40 25160 17612 31 568 H HDU14 1,849 HDU14 CAPACITY 3,529 11,194 HDU14 CAPACITY 11,194 HDU14 CAPACITY 11,194 SW3 643 41 26363 18454 31 595 H HDU14 8,963 SW4 537 41 22017 15412 31 497 H HDU14 7.393 111 Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Wallsl,3,6,7 Wood-based Panels4 Sheathing Material A B Minimun .SEISMIC 3 WIND .;1 Minimum Fastener Panel Edge FastenerNominal Penetration Fastener Panel Edge Fastener Spacing (in.) Panel in Framing Type & Size Spacing (in.) 6 4 3 2 6432Thickness Member or (in.) Vs Ga vs Ga vs Ga Vs Ga Vw Vw Vw VwBlocking (in.)(PIf)(kips/in.)(pIf)(kips/in.)(PIf)(kips/in.)(pIf)(kips/in.)(PIf)(pIf)(Plf}(pIf) Nail (common or galvanized box) Wood 7 5/16 1-1/4 6dStructural \3/82 Panels -7/162 1-3/8 8d, Structural ,4.5 i -.- ._-t 1 5/32 e' - -- -Fb/32 1-1/2 10d 2 5/16 .--1-1/4 6d 3/8 Wood 3/8 Structural 7/162 1-3/8 8dPanels - Sheathing 4,5 15/32 15/32 1-1/2 10d 19/32 OSB PLY OSB PLY OSB PLY OSB PLY 400 13 10 600 18 13 780 23 16 1020 35 22 560 840 1090 1430 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 510 16 13 790 21 16 1010 27 19 1340 40 24 715 1105 1415 1875 560, 14 11 0 18 14 1100 24 . 17 1360 37 23 · 785 1295 1540 2045 680 22 16 8020_3· 29 20 1330 36 22 0740) 51 28 950 /14303 1860 2435 3604' 13 9.5 540 18 12 700 24 14 900 37 18 505 755 980 1260 400 +11 8.5 600 15 11 780 20 13 1020 32 17 560 840 1090 1430 440 17 12 640 25 15 820 31 17 1060 45 20 615 895 1150 1485 480 15 11 700 22 14 900 28 17 1170 42 21 670 980 1260 1640 520 13 10 760 19 13 980 25 15 1280 39 20 730 1065 1370 1790 620 22 14 920 30 17 1200 37 19 1540 52 23 870 1290 1680 2155 680 19 13 1020 26 16 1330 33 18 1740 48 22 950 1430 1860 2435 Plywood Siding .Particleboard Sheathing - (M-S "Exterior Glue" and M-2 "Exterior Glue") Nail (galvanized easing) 5/16 1-1/4 6d 280 13 420. 16 550 '17 720 21 390 590 770 1010 3/8 1-3/8 8d 320 16 480 18 620 20 820 22 450 670 870 1150 Nail (common or galvanized box) 3/8 6d 240 15 360 17 460 19 600 22 335 505 645 840 3/8 8d 260 18 380 20 480 21 630 23 365 530 670 880 1/2 280 18 420 20 540 22 700 24 390 590 755 980 1/2 10d 370 21 550 23 720 24 920 25 520 770 1010 1290 5/8 400 21 610' 23 790 24 1040 26 560 855 1105 1455 Nail (galvanized roofing) Structural 1/2 11 ga. galv. roofing nail (0.120"340 4.0 460 5.0 520 5.5 475 645 730 Fiberboard x 1-1/2" long x 7/16" head) Sheathing 25/32 11 ga. galv. roofing nail (0.120"340 4.0 460 5.0 520 5.5 475 645 730x 1-3/4" long x 3/8" head) 1. Nominal unit shear values shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.3.6. For specific requirements, see 4.3.7.1 for wood structural panel shear walls, 4.3.7.2 for particleboard shear walls, and 4.3.7.3 for fiberboard shear walls. See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15/32 inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 3. For species and grades of framing other than Douglas-Fir-Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the-tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G.==, Specific Gravity of the framing lumber from the NDS (Table 11.3.2A). The Specific Gravity Adjustment Factor shall not be great&r than.1-6 4. Apparent shear stiffness values Go, are based on nail slip in framing with moisture content less than or equal to 19% at time of fabrication and panel stiffness values for shear walls constructed with either OS B or 3-ply plywood panels. When 4-ply. or 5-ply.plywood panels or composite panels are used, Go.values .shall be·permittqd to be·increased by 1.2. 5. Where moisture content of the framing is greater than 19% at time-of fabrication, Go values shall be multiplied by 6.5. 6. Where panels are applied on both faces of a shear wall and nail spacing is less than 6" on center on either.side, panel joints shall be offset to fall on different framing members. Alternatively, the width of the nailed face of framing members shall be 3" nominal or greater at adjoining panel edges and nails at all panel edges shall be staggered. 7. Galvanized nails shall be hot-dipped or tumbled. SIN31SAS-UNUSIS3H-30610:1 1983191 AMERICAN FOREST & PAPER ASSOCIATION L'. pUCbs/(64%*A PROJECT:/0§%*T-1.82>tff ]RkAXIAL ENGINEERING GROLIP, INC. DRAW BY:-19*STRUCTURAL & CIVILDESIGN SCALE: . · <CM< No.58179 | 7147 WOODLEY AVE.TEL: (818) 902-0200 PROJECT No.:* Exp, JUNE. .2012 / *bVAN NUYS, CA 91406 FAX: (818) 902-0232 DATEWWW.AEG-INC.NET 'INFO@AEG-INC.NET 1 REc-ED <bll€*i CA,Acitt- b.'s€,0 e,L As?af[ R*r·o 1 Pe- ADS @Dp\06) 11% LE,4.8.4 C *62 1 3I kl {E.0-2. 64 2 · 1 ---- ¢305 :'.i // 71 2 1 \ i / /041 6 !1-56-- co.QU IN OW € 64€.A- 4-EL 1 = 7*Bbil.,ao VALE X 26/h liu 1 1. h/b= 8. 9 $*4. 6/8; = 3.0 2 6516./ = .57 'h . i /h 1 hl65 = 2.s 16,/ = se ) /h =- L 4= F:all. #44 8 lY\ SHEARLINE Suv 13 1 h=15-1 - => 4 = 9.Es- I. lbs = O.-7 CAPAC \-ry of- = 870 x 0.7 = Cos >595 1 AXIAL ENGINEERING GROUP, INC. SHEET:ROOF DATE:10/25/2012 PROJECT: CATALINA 7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN CANOGA PARK CA 91303 JOB No:212-013 TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@aeg-inc.net ENGR:LQ TYPICAL SHEAR WALL OVERTURN CALCULATIONS: WDL ROOF/FLOOR V= wDL = h= b= H-D = Total shear (lbs) WDL WALL v = Uniform shear (#lit) Uniform roof or floor load (#/ft) Plate height (ft) Shearwaillength (ft) Uplift value 1-D b 'L NOTE: wDL = Wall Weight + 2ft Roof/Floor Tributary which will result in a conservative uplift value, and simplify the calculations. SEISMIC LOAD CASES PER CBC 1605.3 (ASD) CBC 1605.3 (EQUATION 16-15) =(0.6)DL + (0.7)E TYPICAL SHEAR WALL OVERTURN CASES: SHEARLINE:SW_Tl (@ TOWER) Dead Load:[(8ft x 34 psf) + (3ft x 24 psf)] .= 344.0 #ltt Roof Weight:24 psf Seismic Load (112#/ft) (20ft) =2240 lbs Wall Weight:34 psf PIate Height (h): 8 ft S.W. Length (b): · 20 ft· Uniform Shear:112 #/ft Tributary Width: 3 ft (EQUATION 16-15): TIE DOWN: SEISMIC BM CALC: IMo =(V h )-((0.6DL)(b (0.5b))) = H-D x b -H-D = -1168 lbs NOT REQUIRED IMo=(Vh) H-D = 896 lbs SHEARLINE:SW_T2 (@ TOWER) Dead Load:[(8ft x 34 psf) + (3ft x 24 psf)] =344.0 #Ift Roof Weight:24 psf Seismic Load (112#/ft) (20ft) =2240 lbs Wall Weight:34 psf Plate Height (h): 8 ft S.W. Length (b): 20 ft Uniform Shear:112 #/ft Tributary Width: 3 ft (EQUATION 16-15): TIE DOWN: SEISMIC BM CALC: IMo =(V h )-((0.6DL)(b (0.5b))) = H-D x b -H-D = 1168 lbs NOT REQUIRED IMo=(VII) H-D = 896 lbs TYPICAL SHEAR WALL OVERTURN CASES: SHEARLINE:SW_T3 (@ TOWER) Dead Load:[(8ft x 34 psO + (3ft x 24 psf)] =344.0 #/ft Roof Weight:24 psf Seismic Load (112#/ft) (20ft) =2240 lbs Wall Weight:34 psf Plate Height (h): 8 ft S.W. Length (b): 20 ft Uniform Shear:112 #/ft Tributary Width: 3 ft (EQUATION 16-15): TIE DOWN: SEISMIC BM CALC: IMo =(V h )-((0.6DL)(b (0.5b))) = H-D x b -H-D.= 1168 lbs NOT REQUIRED IMo=(Vh) H-D = 896 lbs SHEARLINE:SW_T4 (@ TOWER) Dead Load:[(8ft x 34 psf) + (3ft x 24 psf)] =344.0 #lit Roof Weight:24 psf Seismic Load (112#/ft) (20ft) =2240 lbs Wall Weight:34 psf Plate Height (h): 8 ft· S.W. Length (b): 20 ft Uniform Shear:112 #/ft Tributary Width: 3 ft (EQUATION 16-15): TIE DOWN: SEISMIC BM CALC: IMo =(Vh)-((0.6DL)(b (0.5b))) = H-D x b -H-D = 1168 lbs NOT REQUIRED IMo=(Vh) H-D = 896 lbs , AXIAL SHEET:FLOOR ] ENGINEERING GROUP, INC.1 95 DATE:10/25/2012 PROJECT: CATALINA 7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN CANOGA PARK CA 91303 JOB No:212-013 TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@aeg-inc.net ENGR: LQ TYPICAL SHEAR WALL OVERTURN CALCULATIONS: WDL ROOF/FLOOR4 4 4 'ic==OV h V = Total shear (lbs) WDL WALL v = Uniform shear (#/ft) wDL = Uniform roof or floor load (#/ft) Plate height (ft) Shearwall length (ft) Uplift value h= b= H-D = /LI -D b 'L NOTE: wL = Wall Weight + 2ft Roof/Floor Tributary which will result in a conservative uplift value, and simplify the calculations. SEISMIC LOAD CASES PER CBC 1605.3 (ASD) CBC 1605.3 (EQUATION.16-15) =(0.6)DL + (0.7)E TYPICAL SHEAR WALL OVERTURN CASES: SHEARLINE:Swl Dead Load:[(16ft x 34 psf) + (3ft x 18 psf)] =598.0 #/ft Roof Weight:18 psf Seismic Load (235#/ft) (64ft) =15040 lbs Wall Weight:34 psf Plate Height (h): 16 ft S.W. Length (b): 64 ft Uniform Shear:235 #lit Tributary Width: 3 ft (EQUATION 16-15):IMo =(V h )-((0.6DL)(b (0.5b))) =H-D x b -H-D = 7722 lbs TIE DOWN:NOT REQUIRED SHEARLINE:SW2 Dead Load:[(16ft x 34 psf) + (3ft x 18 psf)] =598.0 #lit Roof Weight:18 psf Seismic Load (568#/ft) (5ft) =2840 lbs Wall Weight:34 psf Plate Height. (h): 16 ft S.W. Length (b): 5 ft Uniform Shear:568 #/ft Tributary Width: 3 ft (EQUATION 16-15):IMo =(V h )-((0.6DL)(b (0.5b))) =H-D x b H-D = 8191 lbs TIE DOWN:HDU14 10833 lbs TYPICAL SHEAR WALL OVERTURN CASES: SHEARLINE:SW3 Dead Load:[(16ft x 34 psf) + (3ft x 18 psf)] =598.0 #/ft Roof Weight:18 psf Seismic Load (595#/ft) (5ft) =2975 lbs Wall Weight:34 psf Plate Height (h): 16 ft S.W. Length (b): 5 ft Uniform Shear:595 #Ht Tributary Width: 3 ft (EQUATION 16-15):IMo = (V h )4(0.6DL)(b (0.5b))) = H-D x b H-D = 8623 lbs TIE DOWN:HDU14 10833 lbs SHEARLINE:SW4 Dead Load:[(16ft x 34 psf) + (3ft x 18 psi)] =598.0 #lit Roof Weight:18 psf Seismic Load (497#/ft) (5ft) =2485 lbs Wall Weight:34 psf Plate Height (h): 16 ft S.W. Length (b): 5 ft Uniform Shear:491 #lit Tributary Width: 3 ft (EQUATION 16-15):IMo =(V h )-((0.6DL)(b (0.5b))) = H-D x b H-D = 7055 lbs TIE DOWN:HDU14 10833 lbs PROJECT: "CATALINA -J-- ... r L. ./'. - -U PAGE: CLIENT : ·-; % 1-' -DESIGN BY: LQ JOB NO. : 212-015 DATE: E######REVIEW BY: 3.¢&0%*C¢ill*torAF»*631%93*0*jitGeneratot . ::'J:'... INPUT DATA TOTAL SHEAR FORCE (ASD)Fp= '185 kips NUMBER OF SEGMENTS n =i' '5 'I Segment 1 2 3 4 5 Length, ft 5 16 i, 5 1 16-5 · Shear Wall?L YES,1 NO - 'YES - -- NO YES ii' ANALYSIS TOTAL DRAG LENGTH Ldrag = 47 ft TOTAL SHEAR WALL LENGTH Lwai = 15 ft DIAPHRAGM SHEAR STRESS Mdiaphragm = Fp / vdrag =394 pif SHEAR WALL SHEAR STRESS Vshear wall = Fp / vwall =1233 pif Section Point 0 1 2 3 4 '5 Distance, ft 0 5 21 26 42 47 Axial Force 0 4.20 -2.10 2.10 -4.20 0.00 5- 4- 3-/1,13**0#2-,.*2; 'Gi 1*?342 1%4;h-1 /t.-:12€2<-ri:,>,t.*,i :14·ye-.-14?P,74, , ,'Z'! :.i:.:-:G.Ak:=3J···/ -/.:·/.·..·:...····D·*.i ··:· i'I·'r,t./· -Ili ····'**„I -1 -- Bawal.· MAMi:€:·12**ti.· >47-2 - - i:I.*?.Efi<L.Kfi.97-3 --.-icuoy,-4 - -5 - Distance, ft DRAG / COLLECTOR FORCE DIAGRAM L Baw,89 800Gooommoo a/YABgogummoomaae & 94' i ·· 5 1 N . 4.:i .mi '' . , 1 5. 4 ' 5 04 2¥ -/ mhm.4 i 1 -, ':L 1 -rf .,3,44 G 4 1 4.1/0 4, 1.. 5 . 115- 8- i S I L' .., $ 5, 7· ., . j_*L:*·.> +1 - 21 4,= ' -J J JV £yi>i>i/ .i>15.142 i SHEAR WALL & DRAG ELEVATION 0\ Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING ry* p: 818.902.0200 90 f: 818.902.0232 email: info@aeg-inc.net Pdnted: 25 OCT 2012, 1:44PM - :':')·; ' 'i ..';;···*,P.'· ..'· -:?' ·PN?:.File: X:\2012-PROJECTS\212-013 Citalin*alcs\Gatdlihi:26776 Project Title : CATALINA Description : PROPOSED NEW OFFICE BUILDING I.D..: 212-013 Address : 2102 N. TUSTIN AVENUE, SANTA ANA, CA Project Leader : LQ Phone : 818-902-0200 Fax : 818-902-0232 eMail : Project Notes Axial Engineering Group, Inc.Title : CATALINA Job# 212-013 ) 7251 Owensmouth Avenue Engineer:LQ. j Suite 4 Project Desc.: PROPOSED NEW OFFICE BUILDING i p: 818.902.0200 f: 818.902.0232 I email: info@aeq-inc.net . . Pted: 25 OCT 2012. 1:44PM ..Clientt.Ihf.brmati6ft,--, .:;ij -0.-f·19 r.... 2,··9-· 1.: ·· p ··4 .'.:. : .4.1.=4,6. -gi ...9; 1 :6 3. File k:\20.12-PROJECTS212;013'Catalina\Cilcs\Catalinh:26-- -1.-AIAAsilwl..:112[1.1 :relillIa1 Client Company : Address :,,. Phone :Fax :eMail : Contact : JOHN SIEBEL Alternate.Contact : Client Notes : Axial Engineering Group, Inc.Title : CATALINA Job# 212-013 7251 Owensmouth Avenue Engineer: LQ Suite 4 Project Desc.:PROPOSED NEW OFFICE BUILDING p: 818.902.0200 f: 818.902.0232 email: info@aeg-inc. net · pdnted: 25 OCT 2012,1:45PM,. ... , ... "e#j "4 - ..../ 9..... ... *2$nt ly,·r- ..V.V.1. : .1 1- ·,; S -- 1 ... 2. t....... ....b-·14.i···.. 4,-I.-- .9.- .-:Rile-x:\201-2-RROJECTS\212-013.C#talina\CalckaialibaFe€EE -Live-Load Reductioh:Per A5CE 7-05, SettidKA.81 4.99 Reduced Description Load Type Lo AT: Trib Area K LL Roof Pitch Rl R2 L -or- Lr Roof Live 20.0 psf 600.0 sq ft .Flat 0.60 1.0 12.Opsf Roof Live 20.0 psf 1,800.0 sq ft Flat 0.60 1.0 12.0 psf Roof Live 20.0 psf 360.0 sq ft Flat 0.840 1.0 16.80 psf BEAM #1 BEAM #2 BEAM #4 T Axial Engineering Group, Inc. j 7251 Owensmouth Avenue Suite 4 i p: 818.902.0200 f. 818.902.0232 ! email: info@aeg-inc.net 1 Multiple Simple Beam · .-. . Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed 25 OCT 2012. 1:45PM , - - , Filef X \20122PROJECTS\212-013 Citalika\Caldstitilina eG-6 .=-.ENEREME,INC. 123-2212,8-uild619.:76,Ver6129.26 11:imI*M2RImlttaciNIMMill/[4®1:{•ll Description : Girder Truss Model [Wood Beam Design : f,Girder Truss Model GT*l - - - Calculations per 2005 NDS,1862009 CBC 2010,-ASCE 7-05 BEAM Size :3.5x16.0, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.OE Fb - Tension ·2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - « 1,016.54 ksi Density 32.210 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0250, Lr = 0.020 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio =0.605: 1 fb : Actual :1,516.14·psi at 14.000 ft in Span # 1 D(0.10) Lr(0.080) + + 0 1,Fb : Allowable :2,507.31 psi Load Comb :+D+Lr+H u.. ·.:...( .,,-4.(·. f. r.· =·. <I·=yi·---: ,· j 'f:,?,11.--.1- l:',/.14..fi"I/· ('1·.'Ot.-"·( Ff:?.:·,1-2*1*XW!4're-n Max fv/FvRatio =0.181.1 E x28.0 ft, 3.5x16.0fv : Actual :65.46 psi at 26.693 ft in Span # 1 Fv : Allowable :362.50 psi Load Comb :+D+Lr+H Max Reactions (k) Q L Lr .S . W E H Max Deflections - Left Support 1.58 1.12 Downward L+Lr+S 0.466 in Downward Total 1.120 in Right Support 1.58 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 721 >360 Total Defl Ratio 299 >180 [Wood Beam Design : l93-#2 flCaldulations per 2005. NDS, IBC ¢009;'§B¢ 2010, ASCE 720¢ BEAM Size:3.5x20, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Tess Joist Wood Grade : Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Fb - Compr .2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -=1,016.54 ksi Density 32.210 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0250, Lr = 0.020 1(/ft, Trib= 2.0 fl Point: D= 1.580, Lr= 1.120 k @9.OR Design Summary Max fb/Fb Ratio =0.974 · 1 fb : Actual :1,616.02 ps( at 11.640 ft in Span # 1 D(0.050) Lr(0.040) Fb : Allowable : 1,659.28 psi • • • 1 Load Comb :+D+Lr+H 1.- 1% :t.{'.f.':f:r....f .:·{1>.t 24.p. 0:j.. 4..1(11%il...Ii)71644:Mii irey Max fv/FvRatio =0.222:1 X B36.0 ft, 3.5x20fv : Actual :80.61 psi at 0.000 ft in Span # 1 Fv : Allowable :362.50 psi Load Comb:+D+Lr+H Max Reactions (k) Q L L[ 2 2 E H Max Deflections Left Support 2.37 1.56 Downward L+Lr+S 0.607 in Downward Total *1.537 in Right Support 1.58 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load. Defl Ratio 712 >360 Total-Defl Ratio 281 >180 1 Axial Engineering Group, Inc.'51'.2>1 7251 Owensmouth Avenue Suite 4 -2,-.-8, r-#17 K>d p: 818.902.0200 818.902.0232--<5- email: info@aeg-inc.net -1.. 1& 9.2 /*%* ,..:Mtijti*51.-dii5kiki#rr;'] 6.,1·D i',ir :, 4, Title : CATALINA Job # 212-013 Engineer:LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1·45PM i "' , ' f 7 ,; ··'. , · '• ,·.' File X \20 12 PROJECTS\,2 12 OIl CalalitiA\Call,o\Cd|dlina -· rF kil·' i.'·' .9 2 ...:.0,i . ,·'' i.v'r EN,#RCAL-C, INC_'1983-2012,"Bulldb'-1,2926,·Ver-§12 9 {0111 1 Wood Beam Design LGY--43, - 1- 1 Cilcdlations p*200*NDS,MIB¢32009*CBC 2010, AS81-7-05 I9 / * . ..I-//,2·.*.a·/·2*·d.,-·.I..'t=%Aut;:4#I BEAM Size:5.25x22, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv ' . 290.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc - Perp.750.0 psi Ft 2,025.0 psi Eminbend - ¤ 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 ft Unjf Load: D = 0.10 k/ft, 9.0 to 36.0 ft, Trib= 1.0 ft Unif Load: D = 0.0250, Lr = 0.020 k/ft, 9.0 to 36.0 fl Trib= 4.0 ft Point: D - 1.580, Lr = 1.120 k @ 9.0 ft Design Summary 1 Max fb/Fb Ratio =0.852; 1 fb : Actual :2,343.72 psi at 19.067 ft in Span # 1 Fb : Allowable :2,750.75 psi Load Comb:+D+Lr+H 11..., 01: Max fv/FvRatio =0.263:1 - X fv : Actual :95.24 psi at 0.000 ft in Span # 1 Fv : Allowable :362.50 psi Load Comb: .+D+Lr+H D(0.;01'0.040) L., 1080) * 1. * * .-*434%43*:t:,4,316<14 jifAN®di*Wit:*1.'·7 .·f.VE)' ·4.4Gjit#%42·*1.,Gil X 40.0 ft, 5.25x22 Max Reactions (k) D L L[ S w Z H Max Deflections Left Support 4.90 2.61 Downward L+Lr+S:0.851.in Downward Total 2.575 in Right Support 4.71 2.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio .563 >360 Total Defi Ratio 186 >180 NoodtBeani'Design :f GT- #4 , i . .., r.i t. i-<52.- CA'16-0fiti87iKWE¢045 NDS;-1.Bt 2009, CBC 20101ASCE 7.405, BEAM Size :5.25x20, Parallam, Fully Unbraced , Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.OE Fb - Tension.'2,900.0 psi Fc - Prll 2,900.0 psi Fv ' 290.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Ldads It Beam self weight calculated and added to loads Unif Load: D = 0.0250, Lr = 0.020 kjft, Trib= 4.0 ft Unif Load.D= 0.050 Idft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio =0.597; 1 fb : Actual :1,738.19 psi at 20.000 ft in Span # 1 Fb : Allowable ·:2,909.86 psi Load Comb:+D+Lr+H Ulpt 00 96?f?8)000; 3.-;1·-f!*Nli-·0441 -.LI.·,·. ..4 Max fv/FvRatio =0.184:1 3 40.0 ft, 5.25x20 fv : Actual :66.63 psi at 38.400 ft in Span # 1 Fv : Allowable :362.50 psi Load Comb: ,+D+Lr+H Max Reactions (10 Q L L[ S MY & ' H Max Deflections Left Support 3.47 1.60 . Downward L+Lr+S 0.662 in Downward Total 2.097 in Right Support 3.47 1.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 725.>360 Total Defl Ratio -228 >180 Wood Beam Design : i GT-#5 / 0 -=-Calculations per. 20*NES, IBC 2009, CB€-20107*SCE 7-05) BEAM Size :3.5x5.25, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist · Wood Grade : Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- =2,000.0 ksi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - ¤1,016.54 ksi Density 32.210 pcf . Applied Loads - Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 fl Unif Load: D - 0.10 kift, Trib= 1.0 ft Unif Load: D·= 0.0250. Lr = 0.020 k/ft. Trib= 4.0 ft Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 email: info@aeg-inc.net Multiple Simple Be#nit <, 7 .1 0 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:45PM 1. .: .· yrFOK w.. 7 rR · 1.1 ...File: R'\2012-PROJECTS\212-0TJ Citalina\Calc®all ··L·' .- ·.'··09 <.it l.,· I ..;'- ·· .ENERCALC, INC:,1983-201bBuild:6.12.9.26,·*:6. 2 [e,[C':417474*FR©**89%861*4.J C.:3 2»921/4.442*94%}11== Design Summary °C°·EAMiR·080) Max fb/Fb Ratio =0.235 :1 I, D<0 640).1(0040) " fb : Actual :849.24 psi at 2.500 ft in Span # 1 416¥F,9,4:ahlpie4«=-99 4 :94-137*€49.3Fb : Allowable :3,610.13 psi :9.*.-¥.yLI,=. 2·-4.y·'1*%•..:U#.1 '<,<' 74.1 1 17 - -f·Ur.J,•2.. Load Comb :+D+Lr+H Max fv/FvRatio =0.169: 1 fv : Actual :61.43 psi at 4.567 ft in Span # 1 Fv : Allowable : .362.50 psi 5.0 ft, 3.5x5.25Load Comb:+D+Lr+H Max Reactions (10 Q L L[ S XY E H Max Deflections Left Support 0.61 0.30 Downward L+Lr+S 0.020 in Downward Total 0.061 in Right Support 0.61 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2985 >360 Total Defl Ratio 983 >180 Wood Beam Design : GT-#6 - -- - T - ---- - , Calculation€iier 20¢Nt),·'IB(*20092CBC 2010, AS¢E{7-0® BEAM Size :3.5x5.25, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi 290.0 psi Ebend- )0<2,000.0 ksi Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi 2,025.0 psi Eminbend - =1,016.54 ksi Density 32.210 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 kjft, Trib= 2.0 ft Unif Load: D = O.10 Idft, Trib= 1.0 ft Unif Load: D = 0.0250, Lr = 0.020 Wft, 0.0 to 4.0 ft, TAb= 4.0 ft Point: D = 0.610, Lr = 0.30 k @ 4.0 ft Design Summary Max fb/Fb Ratio =0.832: 1 fb : Actual :2,995.04 psi at 4.000 ft in Span # 1 Fb: Allowable :3,600.12 psi Load Comb :+D+Lr+H Max fv/FvRatio =0.355: 1 fv : Actual :128.66 psi at 0.000 ft in Span # 1 Fv :.Allowable :362.50 psi Load Comb :+D+Lr+H Max Reactions (k) Q L 2 2 XY E Left Support 1.18 0.55 Right Support 0.98 0.39 .[Wdod Beam Design GT-0 -__ -_ £ 1 Fv Ft t H D(0.10) Lr(0.080) ¥ V ¥ I· Dio.oEW,?3040) Ai-----414,-,t-2i2**12 ' ' 1it>ido, 8.0 ft, 3.5x5.25 Max Deflections Downward L+Lr+S 0.154 in Downward Total 0.501 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 624 >360 Total Defl Ratio 191 >180 Calculatior€ie7-26ijiND-1, IBC 2-069, Ci¢31610, ASCE 7-05 i BEAM Size :3.5x20, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2 900.0 psi Fv 290.0 psi Ebend- a 2,000.0 ksi Fb - Compr 2,900.0 psi Fc - Perp '750.0 psi Ft 2,025.0 psi Eminbend - =1,016.54 ksi Density 32.210 pcf Applied Loads Beath self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 2.0 ft Unif Load. ·D = 0.050 k/ft, 0.0 to 9.0 ft, Trib= 1.0 ft Point: D = 1.120, Lr = 0.550 k @ 9.0 ft Design Summary Max fb/Fb Ratio =0.781 :1 ' fb : Actual :1 ,. i at 13.080 ft in Span # 1 0(0:050) " 0(1.,T"°,D(0.040) Lr(0.040)Fb : Allowable : . * Load Comb :+D+Lr+H :. i 3-:I_.r ,4),29·*4.2- - -2.: '-'il- - 2.3.:-t ....·n-2.-.* Max fv/FvRatio =0.186:1 fv : Actual. :67.30 psi at 0.000 ft in Span # 1 Fv : Allowable :362.50 psi Load Comb :+D+Lr+H Max Reactions (k) Q L L[ 2 w & !3 Left Support 2.24 1.13 Right Support 1.34 0.86 Wood Beam Design : GL #2 36.0.ft, 3.5x20 Max Deflections Downward L+Lr+S 0.463 in Downward Total 1.256 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 932 >360 Total Defl Ratio 343 >180 --- 1 1 -- Calculations per 206*NDS-, IB(5266§,CBC-2610-AStE 7-05 BEAM Size :3.5x20, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.OE Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi ·Fv 290.0 psi Ebend- xx 2,000.Oksi Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Density 32.210 pcf Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 email: info@aeg-inc.net Title : CATALINA ' Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012. 1:45PM 1 ......Pli --k ...,, ¢*..'kit..67.'Fild: X:\2012-BROJECTS\212-013,CataliA®alcd\Cataliha:@67.,M,ultipleTsi.mple'Beaml6.3.MC.>'. t -,:*{ ff t,7 ·.·. 9-2, Th:3·'*4 eA,„ ENERCAL¢,ING?19-83-20.12, BOild:6.9.229:26,iv@Ed.·i·£§3W Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 Idft, Trib= 2.0 ft Point D = 0.70, Lr = 0.560 k @ 9.0 ft Point: D = 0.320 k @ 9.0 ft Point: D = 0.70, Lr = 0.560 k @ 35.750 ft Point: D = 0.320 k @ 35.750 ft Design Summary Max fb/Fb Ratio =0.731 :·1 fb : Actual :1,212.42 psi at 14.040 ft in Span # 1 ©047.0001 0(0.040) LAO.040) Fb : Allowable :1,659.28 psi e + + Load Comb:+D+Lr+H .I , i .1 1.2: Max fv/FvRatio =0.164:1 X 36.0 ft, 3.5*20 fv : Actual :59.33 psi at 0.000 ft in Span # 1 Fv :· Allowable :362.50 psi Load Comb:+D+Lr+H Max Reactions (10 Q L U S MY E H Max Deflections Left Support 1.77 1.14 Downward L+Lr+S 0.470 in Downward Total 1.186 in Right Support 2.27 1.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 919 >360 Total Defl Ratio 364 >180. -64*i)- 1 Axial Engineering Group, Inc, 7251 Owensmouth Avenue- : Suite 4 ' - .44 p: 818.902.0200 3,01 f: 818.902.0232 / ! email: info@aeq-inc.net Wbod:Ii*46? .32,V<-?fi?jDit f- Title : CATALINA Engineer: LQ Project Desc.: 1 933 '33<4»YG'nt.'211,192:<·a,Z'l»%·LA Job# 212-013 PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:45PM >·I; 1 Eil¢'X:\2012-PROJECT.S\212-013.Catblifia\Calcs\(Dataltria- .' 7.· 2 -f .'.;ENERCALQ ING. 1983-'2012,'Bujld:6.02:9.26,·Ver:6.12 lit#*i21 :10 r. 101:1:1 m a€1[¢1 001 @ 1 01[ZIE Description :BM#1- Center Beam *ODEREFERENCES , F „ Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb - Tension.2,400.0 psi E:Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb-Compr 2,400.0 psi Ebend- ¤1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF 265.0 psi Eminbend - yy 830.Oksi Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade. :24F - V8 Fv Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(2.37) Lr(1.5%%210)W01£1 Lr(0.216) D(0.4) (0.24) +***+ ..'-Tt(Ii 4*£iiti,;k,4 Vi#-all. le--¥ 4*T 1-?*Fi, 444 54-_**#*4*·01'tff--0*0#*EAM*TA--t +0*t.*,+I*+* 4244*414*>2* it._A-- ' 90 - L .1, 4 61, 46 i 4- - '76 It ·+ 1 - t,4 4 14 -1 4.E.Ad - 4¢944 %6· E W' 51&8 2 2 6.75x21 Span = 20.0 ft - L --1fA'*liddloids Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for.Span Number 1 Uniform Load :D = 0.020; Lr =-0.0120 ksf, Extent = 8.0 ->> 20.0 ft, Tributary Width = 20.0 ft, (Roof) Uniform Load : D= 0.0250, Lr= 0.0120 ksf, Extent= 8.0 ->> 20.Oft, Tributary Width = 18.0 ft, (Roof) Point Load : D= 3.470, Lr= 1.60 k@ 12.Oft, (From GT#4) Point·Load : D= 2.240, Lr= 1.130 k@12.Oft, (From GT#7) Point Load :.D= 2.370, Lr = 1.560 k@ 9.0 ft, (From GT#2) i<DESIGN (SUMMARY - ,1,2 bio *AN)W#BAHM#it'( Maximum Bending Stress Ratio =0.891: 1 Maximum Shear Stress Ratio =0.507 : 1 Section used for this span 6.75x21 Section used for this span 6.75x21 fb : Actual = . 2 ,470.09 psi fv : Actual = 167.98 psi FB : Allowable = 2,773.16 psi Fv : Allowable = 331.25 psi Load Combination +D+Lr+H Load Combination +D+LAH Location of maximum on span = 11.971 ft .Location of maximum on span . =18.321 ft Span # where maximum occurs = Span # 1 Span # where maximum·occurs =Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.243 in Ratio =987 Max Upward L+Lr+S Deflection 0.000 in Ratio =0 <360 Max Downward Total Deflection 0.710 in Ratio =337 Max Upward Total Deflection 0.000 in Ratio = 0 <240 . Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v .+·D+Ir-41 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.891 0.507 1.25 0.92 1.00 1.00 1.00.1.00 1.00 102.12 2,470.09 2773.16 15.87 167.98 331.25 4. 1 r. -1. lili - -1,'- Overill Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination - - Max. "+" Defl Location in Span D+Lr 1 0.7104 10.438 0.0000 0.000 JAAI Axial Engineering Group, Inc.Title : CATALINA Job # 212-013 =3986-41m,rpwawl 7251 Owensmouth Avenue Engineer: LQ Suite 4 Project Desc.: PROPOSED NEW OFFICE BUILDING 818.902.0200,551 f: 818.902.0232r email: info@aeq-inc. net · Pd.ted: 25 OCT 2012.1.45PM 7-1*: ViVMWPO[eli OIWMNIX[®Nel :{illag Description :BM#1- Center Beam f:B Veitical Re?ctions -U nfactored -' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAXimum 10.556 18.120 - D Only 6.965 11.950 Lr Only 3.592 6.170 D+Lr 10.556 18.120 1-F kk i Axial Engineering Group, Inc. I,1 7251.Owensmouth Avenue L,c: Suite 4 818.902.0200 E>| f: 818.902.0232 0/ 5 email: info@aeg-inc.net Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:45PM 1,4.3.-I:49.1.-1.....6 ,„ .F 3-fr.,S .:C ..i i :1··: f.7- .:· i f.Eile i:\2012-PR'OJECTS.\212413.Catalina\Calcs\Catalina,267i ...1.-:. . ..it 41.--1 ..924......;. :32).'. . 295· ENERCAL¢,INC: 198£2012, Build.6.-·12.9.26, Ver642-9-264.f Description :BM#1- Center Beam (Steel Option) "CODE REFERENCES::...: :. '·· ?i·P. .} i 3·: iJ"ill-J:.1 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : 2009 IBC & ASCE 7-05 ( Mateiial Properties Analysis Method : Allowable Strength.Design Beam Bracing : Beam is Fully·Braced against lateral-torsional buckling Bending Axis :Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Fy: Steel Yield: E: Modulus : 50.0 ksi 29,000.0 ksi D(0.4) Lr(0.24) 6(d4)· Lr(0.24) D(0.9) Lr(0.56) [R@32¥0)[®lb*Lr-1.56) 0 0 + U(2.3/rd).19)08.24) UU'•I'•.'ll Span = 28.0 ft W 18x76 :-*plied'Lodds ./ i . -Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load :D= 0.020, Lr = 0.0120 ksf, Extent = 24.0 ->> 28.0 ft, Tributary Width = 20.0 ft, (Roof) Uniform Load:: D = 0.90, Lr = 0.560 ksf, Extent = 11.0 -->> 24.0 ft, Tributary Width = 1.0 ft, (Roof) Point Load : D = 3.470, .Lr = 1.60 k @ 9.0 ft, (From GT#4) Point Load :D= 2.240, Lr = 1.130 k@ 9.0 ft, (From GT#7) Point Load :D= 2.370, Lr = 1.560 k@ 11.0 ft, (From GT#2) Point Load :D= 2.370, Lr = 1.560 k@ 24.0 ft, (From GT#2) Uniform Load: D = 0.020, Lr = 0.0120 ksf, Extent = 9.0 -->> 11.0 ft, Tributary Width = 20.0 ft, (Roof) Uniform Load : D= 0.020, Lr= 0.0120 ksf, Extent= 9.0 -->> 28.Oft, Tributary Width = 20.Oft, (RooD E<pttiGN*SUMMAR 6 -- -' -J?:61*71.06,419#01<13· fi:* Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of rriaximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.557: 1 Maximum Shear Stress Ratio =0.203 : 1 W18x76 Section used for this span W18x76 226.711 k-ft Va : Applied 31.419 k 406.687 k-ft Vn/Omega : Allowable 154.70 k +D+Lr+H ·Load Combination .+D+Lr+H 13.860ft Location of maximum on span 28.000 ft Span # 1 Span # where maximum occurs Span # 1 0.295 in Ratio =1,137 O.000 in Ratio =0 <360 0.821 in Ratio =409 O.000 in Ratio =0 <180 Maximum-foic--5-& Stress,e§ifqc·-Load-Cgnrblnations i Load Combination -Max Stress Ratios Segment Length Span # M V Mmax + Summary of Moment Values ·Summary of Shear Values Mmax -Ma - Max Mnx Mnx/Omega Cb Rm ' Va Max Vnx Vnx/Omega +D+Lr+H Dsgn. L = 28.00 ft 1 0.557 0;203 · 226.71 226.71 679.17 C Overall Maximum DefleEtins,· Uijfactored'Loads Load Combination Span Max. '-" Defl Location in Span .Load Combination D+Lr 1 0.8214 14.140 Vertical Reactions - Urifactored 1 -- 1 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum -21:986 31.419 D Only 14.310 .19.966 Lr Only 7.577 11.453 D+Lr 21.986 31.419 406.69 1.00 1.00 31.42 · 232.05 154.70 Max. V Defl Location in Span 0.0000 0.000 Values in KIPS ........ ..J 1 i Ld.. ey -LA- 1 Axial Engineering Group, Inc t.13 7251 Owensmouth Avenue >,*A' Suite 4 '51© p: 818.902.0200 >i f: 818.902.0232i email: info@aeq-inc.net Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed· 25 OCT 2012, 1·45PM Wood Beam 1 ENERCALC, INC 1983-2012, Build:6.'12.9.26, Ver:612 9.26 Description : BM#2- Center Beam F-CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 2,400.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V8. Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Completely Unbraced D(7) Lr(3.2)D(4.9) Lr(2.812.Gnt«5)8816.17) D(0.8) Lr(0.48)1 D(0.8) Lr[0.48) 0 0 + SprEo ft lp.B ft · . . Service loads entered. Load Factors will be applied for calculations.1*8pplied boads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D= 0.020, Lr= 0.0120 ksf, Extent = 8.0->> 48.Oft, Tributary Width = 40.0 ft, (Roof) Point Load :D= 4.90, Lr= 2.60 k@ 45.0 ft, (From GT#3) Point Load :D= 7.0, Lr = 3.20 k@ 8.0 ft, (From GT#4 x2) Load for Span Number 2 Uniform Load :D= 0.020, Lr= 0.0120 ksf, Tributary Width = 40.0 ft Point Load :D= 2.370, Lr = 1.560 k-@ 5.0 fl Point Load : D = 11.950, Lr= 6.170 k @ 8.Oft, (F©<N BM #1) IFBES-iGN#!MM4B.Yu----_.i.-ni-_--- ---.--. --- _1 Maximum Bending Stress Ratio =0.935 .1 Section used for this span 6.75x42 fb : Actual = 2,144.94psi FB : Allowable = 2,295.20psi Load Combination +D+Lr+H, LL Comb Run (L*) Location of maximum on span = 21.721 ft Span # where maximum occurs =Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 94{4 Design Oki,%*Eff;_ = 0.515 : 1 6.75x42 - 170.70 psi - 331.25 psi +D+Lr+H, LL Comb Run (LL) -. 44.514 ft - Span # 1· Maximum Deflection Max Downward L+Lr+S Deflection 0.829 in Ratio =694 Max Upward L+Lr+S Deflection -0.443 in Ratio =432 Max Downward Total Deflection 1.913 in Ratio =301 Max Upward Total Deflection -0.799 in Ratio =240 Maximum Forces & Stresses for Load Combinations, Load Combination Max Stress Ratios ,Moment Values Shear Values Segment Length Span# , M V Cd CFN Ci Cr Cm Ct- CL M fb F'b V fv F'v +D+L+11, LL Comb Run (1) ' 0.00 0.00 0.00 0.00 Length = 48.0 ft 1 0.668 · 0.416 1.00 0.79 1.00 1.00 1.00 1.00 0.86 209.39 1,266.14· 1896:45 20.85 110.33 265.00 Length = 8.0 R 2 0.360 0.416 1.00 0.95 1.00 1.00 1.00 1.00 0.99 135.08 816.81 2268.59 18.22 110.33 265.00 Axial Engineering Group, Inc. 5 7251 Owensmouth Avenue P Suite 4 4 p: 818.902.0200 f: 818.902.0232 I email: info@aeq-inc.net Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1¤45PM 1Atood Be#in =. File X \2012-PROJECTS212-013 Catalina\Calcs\Catatina ecg-6 -ENERCALC,INC 1 983-2012, Build 6.12 9 26, Ver:6129 26 Description : BM#2- Center Beam Load Combination Max Stress.Ratios .Moment Values Shear Values Segment Length Span # M V Cd C FAi Ci Cr , Cmct CL M fb F'b V fv F'v +D+L+H, LL Comb Run (L*)0.95 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =·48.0 ft 1 0.668 0.416 1.00 0.79 1.00 1.00 1.00 1.00 0.86 209.39 1,266.14 1896.45 20.85 110.33 265.00 Length = 8.0 ft 2 0.360 0.416 1.00 0.95 1.00 1.00 1.00 1.00 0.99 + 135.08 816.81 2268.59 18.22 110.33 265.00 +D+1-41, LL Comb Run (LL)0.95 1.00 1.00 1.00 1.00 0.99 .0.00 0.00 0.00 0.00 Length = 48.0 ft 1 0.668 0.416 1.00 0.79 1.00 1.00 1.00 ·1.00 0.86 209.39 1,266.14 1896.45 20.85 110.33 265.00 Length = 8.0 ft 2 0.360 0.416 1.00 0.95 1.00 1.00 1.00 1.00 0.99 135.08 816.81 2268.59 18.22 110.33 265.00 +D+Lr+H, LL Comb Run (*L)0.95 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 48.0 ft 1 0.547 0.449 1.25 079 .1.00 1.00 100 1.00 0.77 207.60 1,255.32 2295.20 28.11 148.75 331.25 Length = 8.0 ft 2 0.443 0.449 1.25 0.95 1.00 1.00 1.00 1.00 0.99 207.60 1,255.32 2835.74 28.11 148.75 331.25 +D+Lr+H, LL Comb Run (L*)0.95 1.00 1.00 1.00 1.00 0.99 . 0.00 0.00 0.00 0.00 Length = 48.0 8 1 0.935 * 0.491 1.25 0.79 1.00 1.00 1.00 1.00 0.77 354.72 2,144.94 2295.20 30.75 162.70 331.25 Length = 8.0 R 2 0.288 0.491 1.25 0.95 1.00 1.00 1.00 1.00 0.99 135.08 816.81 2835.74 18.22 162.70 331.25 +D+Lr+H, LL Comb Run (LL)0.95 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 48.0 R 1 0.851 0.515 1.25 0.79 1.00 1.00 1.00 1.00 0.77 322.90 1,952.51 2295.20 32.26 170.70 331.25 Length = 8.0 ft 2 0.443 0.515 1.25 0.95 1.00 1.00 1.00 1.00 0.99 207.60 1,255.32 2835.74 28.11 170.70 331.25 +D+S+H 0.95 1.00 1.00 1.00 1.00 0.99 . 0.00 0.00 0.00 0.00 Length = 48.0 ft 1 0.581 0.362 1.15 0.79 1.00 1.00 1.00 1.00 0.80 209.39 1,266.14 - 2180.92 20.85 110.33 304.75 Length = 8.0 ft 2 0.313 0.362 1.15 0.95 1.00 1.00 1.00 1.00 0.99 135.08 816.81 2608.88 18.22 110.33 304.75 -Overall Maximum-Deflectibns- Unfactored Loads·· - Load Combination Span Max. '-' Dell Location in Spah Load Combinatjon .Max. "+" Defl Location in Span D+Ir, LL Connb Run (L') 1 1.9131 23.330 0.0000 0.000 2 0.0000 23.330 D-+Lr, LL Comb Run.(1*)-0.7989 8.000 Ve-rtidal Reactionslutifidtored. f-:.F·.. 2 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 29.010 77.242 D Only 18.181 49.990 Lr Only, LL Comb Run (*L)-1.511 13.081 Lr Only, LL Comb Run (1-7 10.829 14.171 Lr Only, LL Comb Run (LL)9.318 27.252 D+Ir, LL Comb Run (*L)16.670 63.071 D+Lr, LL Comb Run (L*)29.010 64.161 D-+Cr, LL Comb Run (LL)27.499 77.242 ..=,9 | ..€2%.- 1 Axial Engineering Group, Inc.Title : CATALINA Job # 212-013 Engineer: LQ,L, 491-141 7251 Owensmouth Avenue- Suite 4 Project Desc.: PROPOSED NEW OFFICE BUILDING 1-1 Eld p. 818.902.0200 1 €54 f: 818.902.0232 email: info@aeq-inc.net printed· 25001- 2012, 1:45pM 7,/ + 2: I' " ... :'/ .. I:'7f-St@611"barti·,€ i<ili-· : :-·...7 ·r 2: ty.:or M.....·7: 6.4.· 92..2 :···.-9,0 Filt- 0111_-PFI lIECT-Allj Ill |1-113|Ini#Ca|I ICJ|]|Illabl-6 ElIEFLULI- lili- 14111-11-12, Build h 12 4 -6 Vt-rh 12 Dly'alm 926 Description : BM#2- Center Beam (Steel Option) 3.·¢ODEREFERENCES: < ) - i; JI: 2-: ' : 3. : r 'f -1 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 110Eterial Properties - Analysis Method : Allowable Strength Design Beam Bracing : - Beam is Fully Braced against lateral-torsional buckling Bending Axis :Major /Uis Bending Load Combination 2009 IBC & ASCE 7-05 Fy: Steel Yield: E: Modulus : 50.0 ksi 29,000.0 ksi D(7) Lr3.2)D(0.8) Lr(0.48)D(4.9) Lr2.6) 0 + 1 )91'116,6 . X SRR/&2fx119 ft Service loads entered. Load Factors will be applied for calculations.€*blied Coads/'1·,··: C..i > L'- ../, C AN: 1 Beam self Weight calculated and added to loads Load for Span Number 1 Uniform Load : D= 0.020, Lr= 0.0120 ksf, Extent = 8.0 --» 48.0 ft, Tributary Width = 40.0 ft, (Roof) Point Load :D= 4.90, Lr = 2.60 k@ 45.0 ft, (From GT#3) Point Load :D= 7.0, Lr = 3.20 k @.8.0 ft, (From GUM x2) -:DESIGN'SUMMARY C.-:4.... "': 7-3.--·-,·4·. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination · Location of maximum on span Span # where maximum occurs Maximum Deflection , Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward T6tal Deflection Max Upward Total Deflection bee j., De*ig,WOK:.'>'I,-H 0.532: 1 Maximum Shear Stress Ratio =0.155 : 1 W24x117 Section used forthis span W24x117 433.985 left Va : Applied 41.408 k 815.868 k-ft Vn/Omega : Allowable . 267.30 k +D+Lr+H Load Combination +D+Lr+H 23.760ft Location of maximum on span 48.000 ft Span # 1 Span # where maximum occurs Span # 1 0.605 in Ratio =951 O.000 in Ratio =0 <360 1.787 in Ratio.=322 0.000 in Ratio =0 <180 Makimum forces &-Sire-sses tor 1.-Bad Cdmbln-afions j Load Combination Max Stress Ratios Segment Length Span #M V Mmax + Summary of Moment Values , ·Summary of Shear Values Mmax -Ma-Max Mnx . MnxOrnea Cb Rm Va Max Vnx Vnx/Omega +D+Lr+H Dsgn. L = 48.00 ft 1 0.532 0.155 433.98 433.98 1,362.50 815.87 1.00 1.00 41.41 400.95 267.30 r.. - 11 11.- -76*rall M-Axim@n'Detledtiond Untactored Loads, , ' Load Combination . -Span Max. 0-0 Defl Location in Span Load Combination Max. V Defl Location in Span D+Lr ' 1 1.7870 24.000 · ' 0.0000 0.000 Wltical Reactions - Unfacto}dd 1 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 .. Support 2 Overall MAXimum 33.112 41.408 D Only 22.283 27.237 + Lr Only 10.829 14.171· D+Lr 33.112 41.408 t 1 1 Axial Engineering Group, Inc. 7147 Woodley Avenue j Van Nuys, CA 91406 I 818-902-0200 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc. PROPOSED NEW.OFFICE BUILDING Wood Beam iiZZ#'.3RVV'0600574r Printed: 27 JUL 2012,11 40AM Filp X \2012 PRA,jECTSU#2711.1(.italind\Calib,\Calutiiia i . ENERLALE, INC 148.1 2111 1, Build¢; 12,1 14, Vei h 12 :{01,1 Description :81VI#3-HEADER @ TOWER Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method : Allowable Stress Design Fb - Tension 2900 psi E . Modulus of Elasticity Load Combination 2007 CBC & ASCE 7-05 Fb-Compr 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi Wood Species : iLevel Truss Joist.Fc - Perp 750 psi Wood Grade ' : Parallam PSL 2.OE Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(1.58) Lr(1)D(1.58)0®136) Lr(0.36) D(0.36) Lr(0.36) D(1.14) Lr(0.71) 0 + I 211 5.25x20 Span = 18.0 ft Applied Loads , ,1 - , Service loads entered. Load Factors will be applied for calculations. , Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D= 1.140, Lr= 0.710 ksf, Extent= 3.0 -->> 15.0 ft, Tributary Width = 1.0 ft, (roof) Uniform Load :D= 0.020, Lr 7 0.020 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 18.0 ft, C lower roof) Uniform Load : D= 0.020, Lr = 0.020 ksf, Extent = 15.0 ->> 18.0 ft, Tributary Width = 18.0 ft, (lower roof) Point Load : D·= 1.580, Lr= 1.0 k @ 3.0 ft, (F©<N GT#2) Point Load: D=1.580, Lr=1.Ok@15.Oft, (FU<NGT#2) *DESIGMS.UMMARY - · 1 ill c 5 Ii{Design OK: r*:%4-t- -- --ti= v --=i-I i---t- -m_.75===L=- A=1-- 0.731 :1Maximum Bending Stress Ratio =0.928 1 Maximum Shear Stress Ratio Section used for this span 5.25x20 Section used for this span ·5.25x20 · fb : Actual = 2,692.50 psi fv : Actual = 212.10 psi FB : Allowable = 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination +D+Lr+H Load Combjnation +D+Lr+H Location of maximum on span = 9.000ft Location*of maximum onspan = 16.380ft Span # where maximum occurs = Span # 1 Span # where maximum occurs =Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.255 in Ratio =846 Max Upward L+Lr+S Deflection 0.000 in· Ratio =0 <360 Max Downward Total Deflection 0.662 in Ratio =326 Max Upward Total Deflection 0.000 in Ratio =0 <240 ·Maximum'Forces & Stresses'for Load Combinations Load Combination Max Stress Ratios ' Moment Values Shear Values Segment Length . Span# M V Cd C FN Cr . Cm Ct CL M fb Fb V N Fv +D+Lr41 0.00 0.00 .0.00 0..00 Length = 18.0 ft 1 0.928 0.731 1.000 1.000 1.000 1.000 1.000 1.000 78.53 2,692.50 2900.00 14.85 212.10 290.00 F OGeraii N.aximumb-etlection; - Unfactored Loads i , Load Combination Span Max. "-" Dell Location in Span Load Combination .Max. "4' Defl Location in Span D+Lr + ' 1 0.6620 9.090 ' 0.0000 0.000 r 94Etic@Reddic)ns * Unfad--oled I Support notation:Far left is#1 Values in KIPS - load Combination Support 1 Support 2 Overall MAXimum 16.051 16.051 a Axial Engineering Group, Inc. 7147 Woodley Avenue Van Nuys, CA 91406 · 818-902-0200 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING · Printed: 27 JUL 20 12,11:40AM - . ... . * |4= : |'p ' . br ':| |,. .:| | | FiE·XA2012-PROJECTS\212-0'13 Cithlina\Calcs\Caiklina:e66Wootia- Laf%44FJO-411:. ..1-:·j·.1.1.-9,:-· t.7'.6....'. ' 4'/:,-1.:'.·/·OIU ·: ·.ENERCAL2£·28:2011, Build:1.3.141Ve-r-616/ Description : BM#3-HEADER @ TOWER INC f>Vertit#Reactions:Unfictored Load Combination Support 1 D Only 9.711 Lr Only 6.340 D+Lr 16.051 Support notation : Far left is #1 Values in KIPS Suppod 2 9.711 6.340 16.051 &-4 1 Axial Engineering Group, Inc. * 7251 Owensmouth AvenueFC*] Suite 4 818.902.0200 1 E#54 f 818.902.0232 Title : CATALINA Job# 212-013 Engineer: · LQ Project Desc.: PROPOSED NEW OFFICE BUILDING 1 ·/ email: info@aeq-inc.net ,Wood Beam . 1 Description :BM#4-HEADER CODEREFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2007 CBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb - Tension Load Combination 2007 CBC & ASCE 7-05 Fb-Compr Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade :Parallam PSL 2.OE Fv . Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1) 5.25x14.0 pan = 18.0 ft Isit?t# 2KWF060057.47.409:94?34%iR¢NS (0.4) 6(0.2D S PrintedJ 25 OCT 2012, 145PM * i File X \2012-PROJECTS\212-013 Catalina\Calcs\Catalina 668 -, ENERCALC, INC 1983-2012, Build_.612926, Ve;612926 1#ISE®%;Pimmet-#03.:.MA'.Mml,=lili¢14(44{01•10[10 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,000.Oksi 2,900.0 psi Eminbend - xx 1,016.54ksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210 pcf 4 1-1=* . I 14) 19¢f Apblied-tdids Beam self weight calculated and added to loads Uniform Load :D= 0.020, Lr = 0.0170 ksf, Tributary Width = 20.0 ft, (Roof) Uniform Load : D = 0.10, Tributary Width = 1.0 ft, (wall) .Service loads entered. Load Factors will be applied for calculations. r PEW-GN #UM-MARy- Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.83Z 1 5.25*14.0 = 2,427.00 psi = 2,900.00 psi +D+Lr+H = 9.0Q0ft - Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of·maximum on span Span # where maximum occurs #**30@sidrit·OK.9 t,il- = 0.475 : 1 5.25x14.0 = 137.79 psi - 290.00 psi +D+Lr+H = 16.883 ft = · Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.336 in Ratio =642 Max Upward L+Lr+S Deflection 0.000 in Ratio =0 <360 Max Downward Total Deflection .0.847 in Ratio =254 Max Upward Total Deflection 0.000 in Ratio =0 <240 E-Maximum Forces & Stresses for Load Combinations i Load Combination Max Stress Ratios Moment Values Shear·Values Segment Length Span # M V Cd CFN Ci Cr Crn 'Ct CL M fb F'b V fv F'v .+D+Lr+H 0.00 -0.00 0.00 0.00. Length = 18.0 ft 1 0.837 0.475 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .34.69 2,427.00 2900.00 6.75 137.79 290.00 f3O-Mepail Maximum Deflections . Load Combination D+Lr Unfactored Loads -i - + 1 Span Max"-° Defl Location in Span Load Combination Max. '+" Defl Location in Span 1 0.8474 9.066 0.0000 0.000 --Vertical Reactions, Untactored .Support notation : Far left is #1 Values in KIPS Load Combination . ,Support 1 Support 2 Overall MAXimum 7.708 7.708 1 1 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.:PROPOSED NEW OFFICE BUILDING 818.902.0200 PP f: 818.902.0232 email: info@aeq-inc.net . PMnted: 25 OCT 2012.1:45PM 1 :1 ..: V. -,·..2:4:··· -'-:9 ·7 f.·:.< .j-kE. 1' . ..·t 'File: X:\20'12;PROJECTS\212'-013 Cath.lina\Calds\Catalina.ed6 -", .- t.",i.· -'-···: 3-'·· . .- - 40-· 614 4'·. ENERCACC,TINC: 1983-2012„Build:6.12.9.26,;Ver:6·12926 Description : BM#4-HEADER L witial**tions?PURact6red . Load Combination Support 1 DOR& 4648 Lr Only 3.060 D+Lr 7.708 Support 2 3.060 7.708 I Support notation : Far left is #1 Values in KIPS 4- 1 Axial Engineering Group, Inc. rr21 7251 Owensmouth Avenue gj Suite 4 818.902.0200 W54 f: 818.902.0232 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING 2-...3 email: info@aeq-inc.net. @W668..Beam-· 5:·'t:t'·'"i·ti..:".f.·t ...·9?.11*(66..:f : -. : ..' ; I Y¥ 1,11 ' Printed: 25 OCT 2012, 1:45PM file: X:12012-PReJE¢TS\212-013 Caialina\Calcs\Cathlina.:ecg- ENERCALC,INC. 1983-2012:.Build.:6:12.9.26,.Ver.6.12:9.2;6 i: Description :BM#5-HEADER fCODEREFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : 2007 CBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb - Tension Load Combination 2007 CBC & ASCE 7-05 Fb - Compr Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade :Parallam PSL 2.OE Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi E : Modulus of Elasticity 2,900.0 psi Ebend- xx 2,000.Oksi 2,900.0 psi Eminbend - xx 1,016.54 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 32.210pcf D(3.47) Lr(1.6)D(0.1) + D(b.4) Lr(O.34)0 + + 2 25.25x16.0 Span = 18.0 ft f ·*0ied-I.66ds i : Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D= 0.020, Lr = 0.0170 ksf, Extent = 2.0 -->> 18.0 ft, Tributary Width = 20.0 ft, (Roof) Uniforni Load : D = 0.10, Tributary Width=1.Oft, (wall) Point Load :D= 3.470, Lr = 1·.60 k@ 2.0 ft, (F©<N GT#2) PERIGN SUMMABY *£·: ii De'sig¢015. ''97 ... Maximum Bending Stress Ratio =0.725 1 Maximum Shear Stress,Ratio = 0.658 : 1 Section used b this span 5.25x16.0 Section used for this span 5.25x16.0 fb : Actual =2,102.43psi fv : Actual = 190.75 psi FB : Allowable = 2,900.00 psi Fv : Allowable ' 290.00 psi Load Combination Location of maximum on span Span # where maximum occurs +D+Lr+H 8.409ft Span # 1 Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.250 in Ratio =864 Max Upward L+Lr+S Deflection 0.000 in . Ratio =0 <360 Max Downward Total Deflection 0.653 in Ratio =330 Max Upward Total Deflection 0.000 in Ratio =0 <240 Maximum #6rces & Stre5ses for Load Combinations Load Combination Max Stress Ratios · Moment Values Shear Values Segment Length Span # M V- Cd CFN Ci Cr 'Cm Ct CL M · fb F'b V N F'v +D+Ir-+H 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 .0.725 0.658 1.00 1.00 1.00 1.00 1.00 1.00 1.00 39.25 2,102.43 2900.00 10.68 190.75 290.00. Overall Maximum Defiections . Unia-Etoredloads Load Combination Span .Max. "-" Dell·Location in Span Load Combination ·Max. 0+" Dell · Location in-Span · D+Lr ·1. ,0.6532 8.869 0.0000 ·0.000 FU= t Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 email: info@aeg-inc.net Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:45PM Wood Beam File: X:\2012-PROJECTS\212-013 Cataiina\Calcs\Catalina.e66-6 ENERCALC, INC. 1983-2012, Build:6.12.9.26, Ver.6.12.9.26 Description :BM#5-HEADER Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAXimum 10.838 8.210 D Only 6.998 5.010 Lr Only 3.840 3.200 D+Lr 10.838 8.210 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING ' 9/3 0: 818.902.0200 @0504 f: 818.902.0232 ·v*- I email: info@aeq-inc.net Pmted: 25 OCT 2012. 1:45PM .r. P." 9/·I · -''' '. ·. / 4..9 Fil6:.x:\2012-PROJECTS\212-013,Catallnattalcs\Calalina er,6 .' . ..-' i ,J'. ..9 cO'>. ·:··{t::%44':?I::· · . 0...::,:'·.· ··..f-' · t·':',<. - .ENERCXEC, ING. 1983-2012'Buiidi6.12.9.26.Ver6 12.9.26-Stiar#·*920608i:t#i#flif'ty{*R,kiltkj¢i€6*14{44.4.#43#,,2- 961 *:t:11:4'' 1-6.,*1Gmtikeit¥¢i§6*4:34*1814@1,1GINEERJNG,GROWF Description : BM#6-HEADER . 3CODE REFERENCES , Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2007 CBC & ASCE 7-05 iFMWA a 1 P rdpirt iFs , Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2007 CBC & ASCE 7-05 Fy: Steel Yield: E: Modulus 50.0 ksi 29,000.0 ksi 0 + D(20) b«219Go.l) 1. 0 1 Span = 18.Oft W 12x65 Abplied Loads. , Beam self weight calculated and added to loads Uniform Load :D= 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (Roof) Point Load : D= 20.0, Lr = 11.50 k@ 8.0 ft, (F©<N GT#2) iESIGN SUMMARY . "-*-- 7-7--- -' -3 Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.635: 1 Maximum Shear Stress Ratio = . 0.211 : 1· W12x65 Section used for this span W12x65 150.463 k-ft Va : Applied 19.885 k 237.004 left Vn/Omega·: Allowable 94.380 k +b+Lr+H Load Combination +D+Lr+H 8.010ft Location of maximum on span 0.000 ft Span # 1 Span # where maximum occurs Span # 1 0.170 in Ratio = 1,268 0.000 in Ratio =0 <360 0.465 in Ratio =465 0.000 in Ratio =0 <180 - MENihim¥i206EE&35*7*5es -f--r-Load Combinations I Load Combination Max Stress Ratios Segment Length .Span # M V Mmax + Summary of Moment Values . Summary of Shear Values Mmax -Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +C)+Lr-*H Dsgn. L = 18.00 ft 1 0.635 0.211 150.46 150.46 395.80 237.00 1.00 . 1.00 19.89 141.57 94.38 1 1 1- -1 1 - - -1 - 1.1 11f- Overail Maximumbeflections - Unfactored Loads . ' i Load Combination Span Max. "-" Defl Location in Span Load Combination Max. Y Den Location in Span D+Lr 1 0.4650 8.730 0.0000 0.000 .Values in KIPSF Vertical Reactions · Unfactored · 4 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum · 19.885 ·16.385 D Only 12.596 10.374 Lr Only 7.289 6.011 Dkr 19.885 16.385 Title : CATALINA.Job # 212-013 Engineer: LQ Project Desc.:PROPOSED NEW OFFICE BUILDING ' Printed. 25 OCT 2012, 1·45PM 1.- .f 2.6.-·.. i ...F:' · .2 ... · .:f n ..7 -0.-t- . :. ' .1-'1........7,34....··. f:'11.1.- ... : 'File: ·X:\?012-1?ROJECT.S\212-013 Catalina\Calcs\tatalin--3-: ·. ·-. - :;C. 1. . ·. ·:·-·:r UN.J.-·. -·F' ··1 - ENERCAL.C,)NE·.1983:2012:.Build:6329.'24-Veh61; IZIZEZZIEZZIZEZZLIZZLIZZLIZZLIZZLEuzz Axial Engineering Group, Inc j7251 Owensmouth Avenue j Suite 4 4 P: 818.902.0200 4 f: 818.902.0232 I email: info@aeq-inc.net Wood Beam : Eic.4#1';IKWA060.05747,4-.',",'..,,.'i· f qefs Liddrilee Description : BM#7-HEADER i"'CODENEFERENCES-.·11: - *· ;T Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 1,350.0 psi E : Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 1,350.0 psi Ebend- xx 1,600.Oksi Fc - Prll 925.0 psi Eminbend - xx .580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade :No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210 pcf Beam Bracing : Completely Unbraced D(0.1) Lr(0.1) 6x12 Span = 18.0 ft R %.A#Alied Loads, i Beam self weight calculated and added to loads Uniform Load:D= 0.020, Lr= 0.020 ksf, Tributary Width = 5.0 ft, (Roof) DESIGNSUMMARY i Service loads entered. Load Factors will be applied for calculations. C .3:23> 3.-Deign.4KtifF>%43 Maximum Bending Stress Ratio =0.518 1 Maximum Shear Stress Ratio = 0.193 : 1 Section used for this span 6x12 Section used for this span 6*12 fb : Actual = 858.50psi fv: Actual - 41.04 psi FB : Allowable = 1,667.28psi Fv : Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = · 9.000ft Location of maximum on span = 17.080 ft Span # where maximum occurs = · Span # 1 Span # where maximum occurs =Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.213 in Ratio =1014 Max Upward L+Lr+S Deflection 0.000 in Ratio =0 <360 Max Downward Total Deflection 0.456 in Ratio =473 Max Upward Total Deflection 0.000 in Ratio =0 <240 --I -Mazimum Forces-ittresses for Gad tombinaho?151 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v Cd' C FN C i Cr .Cm ' C t C L M fb F'b V fv F'v +D+LAH · - 0.00.0.00 ·0.00 0.00 Length = 18.0 ft 1 . 0.515 0.193 1.25 1.00 1.00 1.00 1.00 1.00 0.99 8.67 858.50 1667.28 ·1.73 41.04 212.50 11Overall Maximum Defledtions - Unfactored Loads Load Combination Span Max. '-' Dell Location in Span Load Combination .Max. Y Dell Location in Span DAr * 1 0.4562 9.066 - 0.0000 0.000 ..1Vertical'R,actions -Unfactorid , Support notation:Farleftis#1 Values in KIPS Load Combination .Support 1 Support 2 Overall MAXimum 1.927 1.927 . D Only 1.027 1.027 1 1 Axial Engineering Group, Inc 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 email: info@aeq-inc.net Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:45PM FileD<:2012-PROJECTS\212-013 Catalina\Calcs\Catalina.266i Wood Beam ENERCALC, INC. 1983-2012, Build:6.12.9.26, Ver:6:12.9.26 Description :BM#7-HEADER Vertical Reactions - U nfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Lr Only 0.900 0.900 D+Lr 1.927 1.927 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job # 212-013 Engineer:LQ Project Desc.: PROPOSED NEW OFFICE BUILDING 818.902.0200 14 f: 818.902.0232 email: info@aeq-inc.net . . pdnted: 25 OCT 2012, 1:45PM Nood:Beam * - ·RK H L File: X:\2012-PROJECTS\21·2-013 Cdtailbi\Calc&\(DitaliA-&27 ; · ·C--0»- 1-'4 0.-' r- 1 · ->'' ':·. ' N . ...·-'· -·':' 42....., - .· ..' ENERCALC,-INC'.1983-2012,·Build:612936;yeF:6?12;9'26 ;-] 0.11 ,1. 1 6 6 :k Description :BM#8-HEADER CODEREFERENCES ' '' z. Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb - Tension 1 350.0 psi E : Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb-Compr 1 350.0 psi Ebend- xx 1,600.Oksi Fc - Prll 925.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch 170.0 psi Fc - Perp 625.0 psi Wood Grade :No.1 Fv Ft 675.0 psi Density 32.210 pcf Beam Bracing : Completely Unbraced D(0.1) Lr(0.1) 0 + 1 ,#-li, 1 - - I. 1 6x8 Span = 13.0 ft 1 Applied Loads --.1 Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (Roof) Service loads entered. Load Factors will be applied for calculations. EDESIGNISUMMARY Maximum Bending Strass Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1 - ..1 = 0.613 1 6x8 = 1,028.64 psi = 1,678.93 psi +D+Cr+H = · 6.500ft - Span # 1 j i ·:4 1[!e.signjOK.:'i i. Maximum Shear Stress Ratio = 0.211 : 1 Section used for this span 6x8 fv : Actual = 44.76 psi Fv : Allowable . = 212.50 psi Load Combination .+D+Lr+H Location of maximum on span. =12.383 ft Span # where maximum occurs =Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.209 in Ratio =746 Max Upward L+Lr+S .Deflection 0.000 in Ratio =0 <360 Max Downward Total Deflection 0.437 in Ratio =356 Max Upward Total Deflection 0.000 in Ratio =0 <240 ("Mitihiuih FI5PER£*res*slf«Loidgpmbinlioni Load Combination Max Stress Ratios Moment-Values Shear Values Segment Length Span# M VCd CRV Ci Cr Cm Ct CL M fb F'b V fv F'v +D+Lriti - O.00 0.00 0.00 0.00 Length = 13.0 fl 10.613 0.211 1.25 1.00 1.00 1.00 1.00 1.00 0.99 4.42 1,028.64 *1678.93 1.23 . 44.76 212.50 ,Overall Maximum Deflections - Unfactored Loads ''' i i, Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D-,0 1 0.4371 6.547 · · 0.0000 0.000 Vertical Reaction's Unfactored , .Support notation : Far left is #1 .Values in KIPS Load Combination. .Support 1 Support 2 Overall MAXimum 1.360 1.360 D Only 0.710 0.710 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: - PROPOSED NEW OFFICE BUILDING r>* p 818:902.0200 f: 818.902.0232 email: info@aeq-inc.net Printed: 25 OCT 2012, 1:45PM : V'66tl. Beah ...". ijt '2:,·v·. I.< L: .1-·' I-'-4713. 6 H Of· "CA· 72· -;·f.·,· ,'·-:i, ·0?1 <:i:File: X:\2012-PROJECTS\212-013.Catalitia\CaEs\Catalina·'-':"... 1-» .'' 1' f: , · ·'·'' ENERCALC,INC..1983-2012,·Bfuild:6:12.9.26:Ver:6.12 #„ -,-478 i#WPOMILI* 4:41 2 [CK€1 :{01U1 Description :BM#8-HEADER Verticil Rbittions - Whfadtor@d i :1 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Lr Only 0.650 0.650 D+Ir 1.360 1.360 3 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.PROPOSED NEW OFFICE BUILDING 818.902.0200 07 f: 818.902.0232 email: info@aeq-inc. net . ·PAnted 25 OCT 2012. 1:45PM --V" « 2 · '. ' .:· 4.. .'; ·2 .·'· •'''' ' ' ''. '.'''''' ''·', ·-Fild: X:\20122PROJECTS\212-.013:Cdtalina\Calc&\Catjlina,'e66. ENERCALC, INC. 198*2012:,BOild:6.12.9.26, 9*6.12.9:26 Description :Column #1 NC P Code References j Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : 2009 IBC & ASCE 7-05 t General Information , , Steel Section Name: Analysis Method : Steel Stress Grade Fy: Steel Yield E: Elastic Bending Modulus Load Combination : HSS7x7xl/2 Allowable Strength , A500, Grade B, Fy = 42 ksi, 42.0 ksi 29,000.0 ksi 2009 IBC & ASCE 7-05 MIL 1.0 1.0 Overall Column Height 17.0 ft Top & Bottom Fixity Top & Bottom Pinned Carbon Steel Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = l94*lied loads . - AXIAL LOADS ... Roof: Axial Load al-17.Oft, Xecc= 4.500 in, D =50.0, LR =29.Ok BENDING LOADS ... NOTIONAL: Lat. Point Load at 17.0 ft creating Mx-x, D = 0.50, LR = 0.250. k :DESIGNS.UMMARY·:: F. f LUIRFL.'·.7 7 /1 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = .0.8422 : 1 Load Combination +D+Lr+H Location of max.above base 17.0 ft At maximum location values are... Service loads entered. Load Factors will be applied for calculations Maximum SERVICE Load Reactions .. Top along X-X 1.743 k Bottom along X-X 1.743 k Top along Y-Y O.0 k Pa: Axial 79.0 k Pn / Omega : Allowable 201.607 k . Ma-x : Applied O. O k-ft Mn-x / Omega : Allowable 58.473 k-ft Ma-y : Applied .-29.625 k-ft Mn-y / Omega : Allowable 58.473 left Bottom along Y-Y O.0 k Maximum SERVICE Load Deflections... Along Y-Y 0.0 ih at O.Oft above base for load combination : Along X-X -0.4101 in at 9.926ft above base for load combination : D+Lr PASS Maximum Shear Stress Ratio =0.02216 : 1 Load Combination +D+Lr+H Location of max.above base 0.0 ft At maximum location values are... Va : Applied 1.743 k Vn / Omega : Allowable 78.658 k ' - - Load Qombination Results ,1 11 3 Load Combination +D+Lr+H +D+0.750Lr,0.750L+H +D+0.750Lr+0.7501-+0.750W+H +D+0.750Lr+0.750L+·0.5250E+H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.533 PASS·17.00 ft 0.842 PASS 17.00 ft 0.765 PASS 17.00 ft 0.765 PASS 17.00 ft 0.765 PASS 17.00 ft Maximum Shear Ratios Stress Ratio Status Location 0.014 PASS 0.00 ft 0.022 ·PASS 0.00 ft 0.020 PASS 0.00 ft 0.020 PASS 0.00 ft 0.020 PASS 0.00 ft Makimilm Reactions - Unfactored - - 1 . Note: Only non-zero reactions are listed. X-X Axis Reaction · .Y-Y. Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @Base D Only 1.103 1.103 k k 50.000 k Lr Only 0.640 0.640 k ·- k 29.000 k D+Lr 1.743 1.743 k k 79.000 k Mai-Imum Detledions tor Load c-ombitihfions i Untactored Lodds 2 Load Combination . .Max. X-X Deflection Distance Max. Y-Y Defiection Distance D Only -0.2595 in 9.926 R 0.000 in 0.000 ft Lr Only -0.1505 in 9.926 R 0.000 in 0.000 ft D+Lr -0.4101 in 9.926 ·ft 0.000 in 0.000 ft I Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 p:·818.902.0200 f: 818.902.0232 email: info@aeg-inc.net Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.:PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012. 1:45PM Steel Column File: X:\2012-PROJECTS\212-013 Catalina\Calcs\Catalina.ec-L ENERCALC, INC. 1983-2012, Build:6.12.9.26, Ver:6.12.9.26 Description : Column #1 Steel Section Properties : HSS7x7xl/2 Depth = 7.000 in I xx = 80.50 inq J = 133.000 inq S xx = 23.00 inA3 M;,1,6- 7.000 in R xx = 2.630 in 0.500 in Zx = 27.900 ins 11.600 inA2 lyy = 80.500 inq C = 39.300 inA3 41.915 pif S yy = 23.000 ins R yy = 2.630 in VVIUUI Wall Thick Area Weight 0.000 in 0.75* Maoooloads -1- 16 7.00in 4 02 10 = 145!eH N Loads are total entered value. Arrows do not reflect absolute direction. i ....fir- ' Axial Engineering Group, Inc.Title : CATALINA Job # 212-013 LLI,<SCLa 7251 Owensmouth Avenue Engineer: LQ Suite 4 Project Desc.:PROPOSED NEW OFFICE BUILDING vi p: 818.902.0200 1 E>! f: 818 902.0232 1 --1- - - email: info@aeg-inc,net · Printed· 25 OCT 2012, 1,45PM 9. 1 :File X:\2012-PROJECTS\212-013 Catalina\Calcs\Catalina.Steel Column ENERC8LC, INC 1983-2012, Build:6.12.9.26, Ver6 12 1 EL-22121-2.---3-23·322#64;k¢16&:+....14'2,.... :7*,fLU5fT 2;7:tr.:PR.:!:.51}:S., ..§:'dRK]944*T#**mjrd M.,w[0.1111:111491*]U Description :Column #2 tiEN#KNKWA06005747 [ Cue /Were)]64 - Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : 2009 IBC & ASCE 7-05 f Geflefal Information Steel Section Name : Analysis Method : Steel Stress Grade Fy: Steel Yield E : Elastic Bending Modulus Load Combination : HSS6x6x3/8 Allowable Strength , A500, Grade B, Fy = 42 ksi, 42.0 ksi 29,000.0 ksi 2009 IBC & ASCE 7-05 .Overall Column Height 17.0 ft Top & Bottom Fixity Top & Bottom Pinned Carbon Steel Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 17.0 ft, K = 326 M 1.0 1.0 FApplied-Loads" - 3 AXIAL LOADS . Roof: Axial Load at 17.Oft, Xecc = 4.000 in, D = 27.50, LR = 14.50 k BENDING LOADS ... NOTIONAL: Lat. Point Load at 17.0 ft creating Mx-x, D = 0.50, LR = 0.250 k Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMER¥*" - 7-- 1\ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . . 0.7360 : 1 +D+Lr+H 17.0 ft Pa: Axial 42.0 k Pn / Omega : Allgwable 116.591 k Ma-x : Applied 0.0 k-ft Mn-x / Omega : Allowable 33.114 k-ft Ma-y : Applied -14.0. left. Mn-y / Omega : Allowable 33.114 k-ft Maximum SERVICE Load Reactions .. . Top along X-X 0.8235 k Bottom along X-X 0.8235 k Top along Y-Y O.0 k Bottom along Y-Y 0.0 k Maximum SERVICE Load Deflections... Along Y-Y 0.0 in at O.Oft above base for load combination : Along X-X -0.3949 in at 9.926ft -above base for load combination : D+Lr PASS Maximum Shear Stress Ratio =0.01579 : 1 Load Combination +D+Lr+H Location of max.above base 0.0 ft At maximum location values are... Va : Applied .0.8235 k Vn / Omega : Allowable 52.168 k Load Combination Results Load Combination +D +D+Lr+H +D+0.750Lr+·0.750L+H +D+0.750Lr+0.750L+0.750W+H +D+0.750LF+0.7501-+0.5250E+H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.482 PASS 17.00 ft 0.736 PASS 17.00 ft 0.673 PASS 17.00 ft 0.673 PASS 17.00 ft 0.673 PASS 17.00 ft Maximum Shear Ratios Stress Ratio Status Location 0.010 PASS 0.00 ft 0.016 PASS 0.00 ft 0.014 PASS 0.00 ft 0.014 PASS 0.00 ft 0.014 PASS 0.00 ft Maximum Reactions - Unfactored ' Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction · Load Combination . @ Base @ Top @ Base @ Top @ Base D Only -0.539 0.539 k - k · 27.500 k Lr Only 0.284 0.284 k k 14.500 k D-+1-r 0.824 0.824 k k 42.000 k · Maximum Detlections tor Load Combinations Untactored Loads Load Combination .Max. X-X Deflection Distance Max. Y-Y Deflection Distance+ D Only -0.2586 ·in 9.926 ft 0.000 in 0.000. ft Lr Only -0.1363 in 9.926 ft 0.000 in 0.000 R D+Lr -0.3949 in 9.926 ft 0.000 in 0.000 R Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING 818.902.0200 MO,1 f: 818.902.0232 . Printed: 25 OCT 2012, 1:45PMemail: info@aeq-inc.net . M... ···..···.P - .,. 3 2...,, ·,; :?. a. ··i·- ..,:.Fild:·X:\2012-PROJECTS\212-013 Catalina\Calcs\Catiliha:686,0.91-,--Unl.!i j,ti 4.-ti.·,Jo:·-ir·;:·rt·f· .:.li-<:.':t-2,1../.·,R tji .·i .L . 6..'....·. i· ' ... ..-i.:·i ...;.:....;...'.s ,; .ENERCALG, INC. 1983-2012,:Build:612.9.26,.Ver612.926 * 0 -i -0'4 FiV *142[Cllfl:1 2:1121[4€1:{0191:111 Description :Column #2 f -Steel SBEtion Prdpatties il: 1* HSS6x6x3/8 , Depth = 6.000 in 1xx = 39,50 inq J = 64,600 inq S ¤ = 13.20 in9 Width = 6.000 in R xx = 2.280 in 0.375 in Zx = 15.800 inA3 7..580 inA2 .I w = 39.500 inAd; C = 22.100 inA3 27.406 pif S yy = 13.200 ins Wall Thick Area Weight M.foads .,1- M t g fl El 6.00in , Loads are total entered value. Arrows do not refiect absolute direction. R yy 2.280 in 0.000 in Load 1 X Y UU.B = 14.4,M 0.751,. *3-x! Axial Engineering Group, Inc. ¥-9>1 7251 Owensmouth Avenue 1 p::*1 Suite 4 818.902.0200 @054 f: 818.902.0232 Title : CATALINA Job#212-013 Engineer:LQ Project Desc.PROPOSED NEW OFFICE BUILDING ,«__.3 email: info@aeq-inc.net Steel Column I , 1 -1. Description :Column #3 -41 '1 Printed: 25 OCT 2012, 145PM Fll- i L!111- FPOJECT:,L!12111, L-·11-Ilili=1#1--all IL 11-11111726--3, EllEPI .LL 1111- 14 ·LIlli- Biwldh I24211 "el h 124 'h '1 11. 1.1 1 11' 'h -'-4 1, d- ' R!1i9N;m,E¢lm'**#11zllgi¢ji.?p:%,1:{,iml Code References' Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : 2009 IBC & ASCE 7-05 Gene?alinformation Steel Section Name : Analysis Method : Steel Stress Grade Fy: Steel Yield E : Elastic Bending Modulus Load Combination : HSS5x5xlM Allowable Strength , A500, Grade B, Fy = 42 ksi, 42.0 ksi 29,000.0 ksi 2009 IBC & ASCE 7-05 Overall Column Height 15.Oft Top & Bottom Fixity Top & Bottom Pinned Carbon Steel Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 15.0 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 15.0 ft, K = 1.0 4plidc| Loads AXIAL LOADS ... Roof: Axial Load at 15.0 ft, Xecc = 3.500 in, D = 10.50, LR = 6.50 k BENDING LOADS NOTIONAL: Lat. Point Load at 17.0 ft creating Mx-x, D = 0.50, LR = 0.250 k Service loads entered. Load Factors will be applied for calculations. F DESIGNSUMMAR¥-- -- - Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . . 0.5445 : 1 +D+Lr+H 15.0 ft Maximum SERVICE Load Reactions . . Top along X-X 0.3306 k Bottom along X-X 0.3306 k Top along Y-Y 0.0 k Pa: Axial 17.0 k Pn / Omega : Allowable 63.385 k Ma-x : Applied O. O k-ft Mn-x / Omega : Allowable 15.949 k-ft Ma-y : Applied.-4.958 lai Mn-y / Omega : Allowable 15.949 k-ft Bottom along Y-Y O.0 k Maximum SERVICE Load Deflections... Along Y-Y 0.0 in at O.Oft above base for load combination Along X-X ·-0.2688 in at 8.758ft above base for load combination : D+Lr PASS Maximum Shear Stress Ratio =0.01093 : 1 Load Combination +D+Lr+H Location of max.above base 0.0 ft At maximum location values are... Va : Applied.0.3306 k Vn / Omega : Allowable 30.244 k Coad Combination Results Load Combination +D +D+Lr+H +D+0.750Lr+·0.750L+H +D+0.7501-r+0.750L+0.750W+H +D+0.750Lr+0.750L+0.5250E+H Maximum Axial + Bendina Stress Ratios Stress Ratio Status Location 0.275 PASS ' . 15.00 ft 0.545 PASS 15.00 ft 0.492 PASS 15.00 ft 0.492 PASS 15.00 ft 0.492 PASS 15.00 ft Maximum Shear Ratios Stress Ratio Status Location 0.007 PASS 0.00 ft 0.011 PASS 0.00 ft 0.010 PASS 0.00 ft 0.010 PASS 0.00 ft 0.010 PASS 0.00 ft Maximum Reactions - Unfactored Note: Ohly non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ TOP @ Base D Only 0.204 0.204 k · · k .10.500 k Lr Only 0.126 0.126 k k 6.500 k D+Lr 0.331 0.331 k k 17.000 k Maximum Deflections for Load Combinations : Unfactored Loads ' Load Combination .Max. X-X Deflection Distance .Max. Y-Y Deflection Distance D Only -0.1660 in 8.758 ft 0.000 in 0.000 R Lr Only -0.1028 in 8.758 ft 0.000 in 0.000 ft D+Lr -0.2688 in 8.758 ft 0.000 in 0.000 ft !87 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 email: info@aeq-inc.net Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:45PM 2.01 -1 -1 -Vt. 2 ... 8.. . File:,X:\20121PROJECIS\212-013 Chtalinalthlcs\CatAIina:'6(6'.: .1-f' . :-1..:€.... I..... :, ...1 ..f...32.-: 1 . : 1+31. b.... ' . ....ENERCALC,·ING::.1983-2012, Build612.9.26,·yer 6.1,2-9.-26'f, 1. 1 k Description :Column #3 ?Esteel Sictidn Prbpertiesl- -:341 HSS5x5xl/4 Depth = 5.000 in 1 XX 16.00 inq J = 25.800 inq S xx = 6.41 inA3 U#;A+6- 5.000 in R ¤ = 1.930 in 0.250 in Zx = 7.610 ins . 4.300 inA2 lyy = 16.000 ir,9 C . = 10.500 inA3 15.584 pif S yy = 6.410 ins R yy = 1.930 in ¥Vlull Wall Thick Area Weight 0.000 in 0.75k 1911,4oads X5.00in U 0'910 = 14D!eH : 1 t 1 i . 2 5.00in . Loads are total entered value. Arrows do not reflect absolute direction. Title : CATALINA Job# 212-013« · Axial Engineering Group, Inc. 35> 7251 Owensmouth Avenue Engineer: LQ 0* Suite 4 ·Project Desc.: PROPOSED NEW OFFICE BUILDING *:@ p: 818.902.0200 *> f: 818.902.0232 email: info@aeq-inc. net Printed 25 OCT 2012. 1.45PM Fde x \2012-PROJECTS\212=913tatalina\Caks\Catalina ec6General Footing ENERCALC, INC 1983-2012, Build 6 12.9 26,.Ver 6 12.9.21- , 6831#k u :'/ Ab·'· '· / I'l ''tiE# FK¥@0600571427:",Af*43*kit 72 r. '.21 -' *·t: -:19}*td4%49*fidifi*#E.*12<4Illf#litheride¥fAXIAIRENGINEERINGiGROUR?IN Description :Main Pad #1 , I (6¢16 R¥!Ftdnd« c - Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : 2009 IBC & ASCE 7-05 General Infofmation , ·.1 Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = 9 Values Flexure = Shear Analysis Settings Min Steel % Bending Reinf. = Min Allow % Temp Reinf. Min. Overtuming Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure : Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure : Use Pedestal wt for stability, mom & shear 31*Dimensions Soil Design Values 3.0·ksi Allowable Soil Bearing = 2.0 ksf 60.0 ksi Increase Bearing By Footing Weight =No 3,122.0 ksi Soil Passive Resistance (for Sliding) . =250.0 pcf 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 0.90 0.850 Increases based on footing Depth Footing base depth below soil surface =1.50 ft 0.00140 Allowable pressure increase per foot of deptl=0.250 ksf 0.00180 when footing base is below =· 1.50 ft 1.50 : 1 1.50 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depl = ksf Yes when maximum length or width is greater# ft No .. Width parallel to X-X Axis =7.0 ft Length parallel to Z-Z Axis , =7.0 ft Footing Thicknes = 18.0 in WR a .*.1, 1.--0,4 W,2,· >.2,21 0%,t. 4,6 '• Pedestal dimensions... FL 9.Nihip'j ;i:-·. f f:.. 4 - 19.i 9 4,·f·px :parallel to X-XAxis = in pz:parallel to.Z-ZAxis - in - - , - Height in Rebar Centerline to Edge of Concrete..92*138*.F € at Bottom of footing =3.0 in 4 11FOR¥!hfoming 1 7'-0'1 91 . , D IE f-Fl lili liE ..42:'..... 2-11 1*433»»240 +L 'dEJCJ i,712„411'h' 6.1,1 -4- d Bars parallel to X-X Axis Number of Bars - 7.0 Reinforcing Bar Size =#6 Bars parallel to Z-Z Axis Number of Bars =7.0 Reinforcing Bar Siz,#6 11111'NI]1@ -,-31lilli!11 ,-·1. r 1 -- % Bandwidth Distribution Check MCI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a 8#iitild Ldids ' -1 0 4 lili 111111 #3 t.:1 .m D · Lr .L S WE H P : Column Load = 50.0 29.0 k OB : Overburden = . ksf 1 fcza M-xx =k-ft M-zz k-ft V-X 1.0 1.0 2.0 k V-Z k - '--1 Axial Engineering Group, Inc.Title : CATALINA Job # 212-013 '1*52] 7251 Owensmouth Avenue Engineer:· LQ Suite 4 Project Desc.:PROPOSED NEW OFFICE BUILDING 818.902.0200 P f: 818.902.0232 info@aeq-inc.net Pfinted: 25 OCT 2012, 1:45PM + + ' File X\2012-PROJECTS\212-013 Catalina\Calcs\CatalinaGeneral Footing ENERCALC,'INC 1983-2012. Build:6.12.9.26,,Ver6.12. -'*i=imz,4Farc6,W.,4&0.Kdli,F2·6*¢4-·21, f· ie*e'joTO<¥my'"ut; d.flm?B:5·39..,3.:-'41#tIYfa,M*@R I=1:lilW tfK,1*91,1 Description :Main Pad #1 4'01 · DESIGN SUMMARY ¥ T 365©h*DK11=4·1/ Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9410 Soil Bearing 1.882 ksf 2.0 ksf +D+Lr+H PASS - Wa .Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS 42.460 Ovdrtuming - Z-Z 3.0 k-ft 127.381 lai 0.60,0.7E PASS 6.444 Sliding - X-X 2.0 k 12.887 k 0.6D+0.7E PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2058 Z Flexure (+X)5.936 k-ft 28.846 k-ft +0.90D+E+1.60H PASS 0.1842 Z Flexure (-X)5.314 k-ft 28.846 k-ft +0.90D+E+1.60H PASS 0.4611 X Flexure (+Z)13.30 k-ft 28.846 k-ft +1.20D+1.60Lr+0.50L PASS 0.1950 X Flexure (-Z)5.625 k-ft 28.846 k-ft +0.90[)+E+1.60H PASS 0.2923 1-way Shear (+X)27.213 psi 93.113 psi +1.20D+1.60Lr-,0.50L PASS 0.2923 1-way Shear (-X)27.213 psi 93.113 psi +1.20D+1.60Lr·,0.50L PASS 0.2923 1-way Shear (+Z)27.213 psi 93.113 psi +1.200+1.60Lr·,0.50L PASS 0.2923 1-way Shear (-Z)27.213 psi 93.113 psi +1.20D+1.60Lt-,0.50L PASS . 0,6152 2-way Punching 114.557 psi 186.226 psi +1.20D+1.60Lr+0.501. DetaTied Resdits Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination...Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X. +D 2.0 n/a 0.0 1.238 1.238 n/a n/a 0.619 X.X. +D+L+H 2.0 n/a 0.0 1.238 . .1.238 n/a n/a 0.619 X-X. +D+LaH 2.0 n/a 0.0 1.830 1.830 n/a n/a 0.915 X.X.+D+S+H 2.0 n/a 0.0 1.238 1.238 n/a n/a 0.619 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.682 1.682 n/a+ n/a 0.841 X-X, +D+0.750L+0.750S+H 2.0 nia 0.0 1.238 1.238 ·n/a n/a 0.619 X-X, +D+W+H 2.0 n/a 0.0 1.238 1.238 -n/a n/a 0.619 X-X, +D+0.70E+H 2.0 n/a 0.0 1.238 1.238 n/a n/a 0.619 X-X. +D+0.750Lr+0.750L+0.750W+H 2.0 nia 0.0 1.682 1.682 n/a n/a 0.841 XLX. +D+0.750L+0.750S+0.750W+H 2.0 n/a 0.0 1.238 1.238 n/a n/a 0.619 X.X..+D+0.7500+0.7501-+0.5250E+H 2.0 nia 0.0 .1.682 1.682 n/a h/a 0.841 X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.238 1.238 n/a n/a 0.619 X-X, +0.60D+W+H 2.0 n/a 0.0 0.7427 0.7427 n/a n/a 0.371 X.X. +0.60D+0.70E+H 2.0 n/a 0.0 0.7427 0.7427 n/a n/a 0.371 Z.Z,+D · 2,0 0.2967 n/a Na n/a 1.212 1.264 0.632 Z-Z, +D+L+H 2.0 0.2967 n/a n/a n/a 1.212 1.264 0.632 Z-Z, +D+Lr+H 2.0 0.4015· n/a . nia n/a 1:777 1.882 0.941 Z-Z, +D+S+H 2.0 0.2967 n/a n/a n/a 1.212 1.264 0.632 Z-Z, +D+0.750Lr·+0.750L+H 2.0 0.3822 n/a n/a n/a 1.636 1.728 0.864 Z-Z,+D+O.750L+0.750S+H 2.0 0.2967 n/a n/a n/a 1.212 1.264 0.632 Z-Z.+D+W+H -2.0 0.2967 n/a n/a n/a 1.212 1.264 0.632 Z-Z, +D+0.70E+H 2.0 0.7122 n/a n/a n/a 1.175 1.301 0.651 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.0 '0.3822 n/a .n/a n/a 1.636 1.728 0.864 Z-Z. +D+0.750L+0.750S+0.750W+H +2.0.0.2967 n/a n/a n/a 1.212 1.264 0.632 Z-Z, +D+0.750Lr+0.7501-+0.5250E+H 2.0 0.6116 n/a n/a n/a 1.609 1.755 0.878 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.6083 n/a n/a n/a .1.184 1.292 0.646 Z-Z,+0.600+W+H 2.0.0.2967 n/a n/an/a 0.7271 +0.7584 0.379 Z-Z, 40.600+0.7OE+H '2.0 0.9892 n/a n/a n/a 0.6904 0.7950 0.398 Overturning Stability u Rotation Axis & Load Combination... .Overturning Moment Resisting Moment Stability Ratio Status X-X. D None 0.0 k-ft Infinitv -OK X-X. D+Lr None 0.0 k-ft Infinitv OK X-X. 0.6D+0.7E None 0.0 k-ft Infinitv OK Z-Z. D 1.50 k-ft 212.301 k-ft 141.534 OK Z-Z, D+Lr 3.0 k-ft 313.801 k-ft 104.60 OK Z-Z. 0.6D+0.7E 3.0 left '127.381 k-ft 42.460 OK Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 p: 818.902.0200 f: 818.902.0232 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.:PROPOSED NEW OFFICE BUILDING email: info@aeq-inc.net · · Plinted: 25 OCT 2012.1:45PM I. I %. ... ' - .-I. . .Il':.. . ...Generalf Footing,;· . , ·-,;.ri, 5,, .·''l .:h.. :. 4. '.t /F·,N.7 ·· 0 · .7 .... 7ile:·X:\2012-PROJECTS\212-013 Catalihh\Calcs\Catalinibfm 23%44... · hs#N:*··224- Ae·.t .· I.. -·. .. ·: .-, ·,·..--: . --· ·- ENERCALC,·'INC. 1983-2012, Build:632.9.28,-Ver':612.926 Description :Main Pad #1 (1Sliding St®ility „, - ·. :. Force Application Axis Load Combination... X-X. D X-X. D+Lr X-X. 0.6[)+0.7E Z-Z, D Z-Z. D+Lr Z-Z. 0.6D+0.7E 5 F601irig'Fl#*ut**0 Mu WhichFlexure Axis & Load Combination k-ft Side ? All units k Sliding Force Resisting Force Sliding SafetyRatio Status 1.0 k 20.166 k 20.166 OK 2.0 k 28.866 k 14.433 OK 2.0 k 12.887 k 6.444 OK 0.0 k 20.166 k No Slidina OK 0.0 k 28.866 k No Slidina OK· 0.0 k 12.887 k No Slidina OK Tension @ Bot. As Reg'd Gvrn. As Actual As Phi*Mn Status or Top ?inA2 inA2 ine k-ft X-X. +1.40D X-X. +1.400 X-X, +1.20D+O.50Lr+1.60L+1.60H X-X. +1.20D+0.50Lr+1.60L+1.60H X-X. +1.20D+1.60L+0.50S+1.60H X-X, +1.20D+1.60L+0.50S+1.60H X-X. +1.20D+1.60Lr+O.501. X-X, +1.20D+1.600+0.50L X-X. +1.20D+1.60Lr-0.80W X-X. +1.20D+1.60Lr+O.80W X-X. +1.20D+0.50L+1.606 X-X. +1.20D+0.50L+1.60S X.X, +1.200+1.60S+0.80W X-X, +1.20D+1.60S+0.80W X-X. +1.20D+0.50Lr+0.50L+1.60W X-X, +1.20D+0.50Lr+0.50L+1.60W X-X, +1.20D+·0.501-+0.50S+1.60W X.X. +1.20D+0.50L+0.50S+1.60W X-X. +1.20D+O.50L+O.20S+E X-X, +1.200+0.50L+O.20$+E X-X. +0.900+1.60W+1.60H X-X. +0.90D+1.60W+1.60H X-X. +O.90D+E+1.60H X-X. +0.90D+E+1.60H Z-Z. +1.40D Z-Z. +1.40D Z-Z. +1.200+0.50Lr+1.60L+1.60H Z-Z,+1.20D+0.50Lr+1.60L+1.60H Z-Z.+1.20[)+1.60[+0.50S+1:60H Z-Z, +1.20D+1.60L+0.50S+1.60H Z-Z. +1.20[)+1.60Lr+0.50L Z-Z.·+1.20D+1.60Lr+0.50L Z-Z. +1.20D+1.60Lr+0.80W Z-Z. +1.200+1.60Lr+0.80W Z-Z, +1.20D+0.50L+1.60S Z-Z, +1.200+0.50L+1.60S Z-Z. +1.20D+1.60$+0.80W Z.Z, +1.20D+1.60S+O.80W Z-Z, +1.20D+0.500+0.50L+1.60W Z-Z, +1.20D+0.50Lr-+0.50L+1.60W Z-Z, +1.200+0.50L+0.50S+1.60W Z-Z, +1.20D+0.50L+0.50S+1.60W Z-Z. +1.20D+0.50L+0.20S+E Z-Z.+1.20D+0.50L+0.20S+E Z-Z. +0.90[)+1.60W+1.60H Z-Z. +0.90D+1.60W+1.60H · Z.Z. +0.90D+E+1.60H Z-Z..,+0.902£+1..®H One Way Shear 8.750 +Z Bottom 0.3888 Min Temo %0.440 28.846 O 8.750 -Z 0 Bottom 0.3888 Min Temo %0.440 28.846 O 9.312 +Z Bottom 0:3888 Min Temo %0.440 28.846 O 9.312 -Z Bottom 0.3888 Min Temo %0.440 28.846 O 7.50 +Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.50 -Z Bottom 0.3888 Min Temn %0.440 28.846 Ol 13.30 +Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 13.30 -Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 13.30 +Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 13.30 -Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.50 +Z Bottom 0.3888 Min Temo.%0.440 28.846 · Ol 7.50 -Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.50 +Z Bottom 0.3888 · Min Temo %0.440 28.846 Ol 7.50 -Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 9.312 +Z Bottom 0.3888 Min Temo %0.440 28.846 01 9.312 -Z Bottom 0.3888 Min Temg %0.440 28.846 Ol 7.50 +Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.50 -Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.50 +Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.50 -Z Bottom .0.3888 Min Temo %0.440 28.846 01 5.625 +Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 5.625 -Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 5.625 +Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 5.625 -Z Bottom 0.3888 Min Temo %0.440 28.846 Ol 8.60 -X Bottom 0.3888 Min Temo %0.440 28.846 Ol 8.90 +X Bottom 0.3888 Min Temo %0.440 28.846 Ol 9.130 -X Bottom 0.3888 Min Temo %0.440 28.846 Ol 9.495 +X Bottom 0.3888. ·Min Temo %0.440 28.846 Ol 7.371 -X Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.628 +X Bottom 0.3888 Min Terng %0.440 28.846 Ol 13.0 -X Bottom 0.3888 Min Temo %0.440 28.846 Ol 13.60 +X Bottom 0.3888 Min Temp %0.440 28.846 Ol 13.0 -X Bottom 0.3888 Min Temo %0.440 28.846 Ol 13.60 +X Bottom 0.3888,. Min Temo %0.440 28.846 Ol 7.371 ·-X Bottom 0.3888 Min Temp %0.440 28.846 Ol 7.628. +X Bottom 0.3888 Min Temo %0.440 28.846 Ol 7.371 -X Bottom 0.3888 Min Temp %0.440 28.846 Ol 7.628 +X Battom 0.3888 Min Temo:%0.440 28.846 Ol 9.130 -X Bottom 0.3888 Min Temg %0.440 .28.846 Ol 9.495 +X Bottom 0.3888 Min Temp %0.440 28.846 Ol 7.371 -X Bottom 0.3888 Min Temo %0.440 28.846 + 01 7.628 +X Bottom 0.3888 - Min Temo %0.440 28.846 01 7.157 -X Bottom ·0.3888 Min Temg %0.440 28.846 Ol 7.843 +X Bottom 0.3888 Min Temo %0.440 28.846 01 . 5.529 -X Bottom 0.3888 Min Temo %0.440 28.846 - Ol 5.721 +X Bottom 0.3888 Min Temo %0.440 28.846 Ol 5.314 -X Bottom 0.3888 Min Temo %0.440 28.846 Ol 5.936 +X Bottom 0.3888 Min Temo %0.440 28.846 Ol Load Combination... .VU @ ·X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn VU / Phi*Vn Status +1.40D 17.903 osi 17.903 osi 17.903 osi 17.903 osi 17.903 Dsi 93.113 osi 0.1923 OK +1.20D+0.50Lr+1.60L+1.60H 19.054 osi 19.054 osi 19.054 osi 19.054 osi 19.054 Dsi 93.113 osi 0.2046 OK AnnnAAA»AA»AA»AA»AAA»AAA»AA»AA/NAAAA,NA,NAAAAAAA/\A 7 Axial Engineering Group, Inc. 7251 Owensmouth Avenue 0,| Suite 4 Title : CATALINA Job# 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING . Bldg p 818.902.0200 818.902.0232 / 3 email: info@aeq-inc.net ·Pjinted: 25 OCT 2012, 1:45PM. d414;41 f,66t-ih' ii ··-,< ·:i „ji: " ":.-· 1 ' ,-U,..1;-i ..t-:· 752. R, -:.4 6 i .4....f':ti':X .fiti / 20. - . File: X:Go12-PROJECT·S\212-013·eatalilia\Calds\Catalinae ... .· ; ·· ... ,. ·.· ...·.v.... d' '1·j 554. '·· '-:..c .--J..O'- ..€.··; ·· -122-1.:t.-9·.-1. . ..'.· 11. -ENERCALC:-ilid:.iOA-5126i2, BOild:4·li.9.k, Ver:6.·12 --11=awn,EN-I,Iiii.I-=Ii,-Ii-,0---•40[•11 0 1.4 :11 [4,1 K{•1,1 :flizE Description :Main Pad #1 9 One Way Shear Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.20D+1.60L+·0.50S+1.60H 15.346 Dsi 15.346 osi 15.346 osi 15.346 osi 15.346 Dsi 93.113 osi 0.1648 0 +1.20D+1.60Lr+0.50L 27.213 osi 27.213 psi 27.213 osi 27.213 osi 27.213 osi 93.113 osi 0.2923 0 +1.20D+1.60Lr+0.80W 27.213 osi 27.213 osi 27.213 osi 27.213 osi 27.213 osi 93.113 Dsi 0.2923 O +1.200+0.50L+1.60S 15.346 osi 15.346 Dsi 15.346 osi 15.346 osi 15.346 osi 93.113 Dsi 0.1648 0 +1.20[)+1.60S+O.80W -15.346 osi 15.346 osi 15.346 osi 15.346 osi 15.346 osi 93.113 osi 0.1648 0 +1.20D+0.50Lr+0.50L+1.60W 19.054 osi 19.054 osi 19.054 Dsi 19.054 osi 19.054 osi 93.113 osi 0.2046 0 +1.20D+0.50L+0.50S+1.60W 15.346 osi 15.346 osi 15.346 osi 15.346 osi 15.346 Dsi 93.113 osi 0.1648 0 +1.20D+O.50L+0.20S+E 15.346 osi 15.346 osi 15.346 osi 15.346 osi 15.346 osi 93.113 osi 0.1648 0 +0.90D+1.60W+1.60H 11.509 osi 11.509 Dsi 11.509 Ds 11.509 Dsi 11.509 Dsi 93.113 osi 0.1236 0 -20.·BOD+E©1®H 11.509 osi 1.1.509 Dsi All units k 11.509 Dsi 11.509 osi 11.509 Dsi 93.113 osi 0.1236 ' .O Pu.nchfig ilieS; --- Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 75.366 osi 186.226Dsi 0.4047 OK +1.20D+0.50Lr+1.60L+1.60H 80.211 osi 186.22608 0.4307 OK +1.20D+1.60L+O.50S+1.60H 64.6 osi 186.226osi 0.3469 OK +1.20D+1.60Lr+0.50L 114.557 osi 186.226Dsi 0.6152 OK 41.200+1.60LAO.80W 114.557 osi 186.226osi 0.6152 OK +1.20D+0.50L+1.60S 64.6 Dsi 186.226osi 0.3469 OK +1.20[)+1.60S+0.80W 64.6 osi 186.226 osi 0.3469 'OK +1.200+0.50LF+0.50L+1.60W 80.211 osi 186.226 osi 0.4307 OK +1.20D+0.50L+0.505+1.60W 64.6. osi 186.226Dsi 0.3469 OK +1.200+0.50L+0.20S+E 64.6 osi 186.226osi 0.3469 OK +0,90D+1.60W+1.60H 48.45 osi 186.226osi 0.2602 OK +0.90D+E+1.60H 48.45 osi 186.226Dsi 0.2602 OK '-*. 1 Axial Engineering Group, Inc. !* 7147 woodley Avenue Nuys, CA 91406 818-902-0200 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING General Footing 11 .4 1 1 1 1141 t . 1 1,- 1 411 1 ''r , 1-4 .1 I Description Main Pad #2 1 1 1, 1 Printed: 27 JUL 2012, 11 :41 AM FIA I (01 2 PF Ci IECTIC 12 II I I C 31 3|Ing#Cal[-1[313|Ing EI EllEPOLC Ille 'Qb L21'Il Buildb IL 14 verE 12 b ,. Ti4,¢Er; . 1-44 .m.IY:TI.m. 12140:Wrfir€,Ne,IN 3n General*Inforination " - - Material Properties fc : Concrete 28 day strength = 3. fy : Rebar Yield · = 60. Ec : Concrete Elastic Modulus =3,122. Concrete Density =145. 9 Values Flexure = 0.9 Shear =0.85 Analysis Settings Min Steel % Bending Reinf. =0.0014 Min Allow % Temp Reinf. =0.0018 Min. Overtuming Safety Factor = 1.5 Min. Sliding Safety Factor 1.5, Add FIg Wt for Soil Pressure : Ye Use ftg wt for stability, moments & shears :Ye Include Pedestal Weight as DL , N Dimenkions Width parallel to X-X Axis =6.0 ft Length parallel to Z-Z Axis =6.0 ft Footing Thicknes = 18.0 in Pedestal dimensions... px : parallel to X-X Axis 9 in pz : parallel to Z-Z Axis . 3 in Height in Rebar Centerline to Edge of Concrete.. at Bottom of footing -3.0 in Reinfording- * . Bars parallel to X-X Axis Number of Bars , =8.0 Reinforcing Bar Size = #5. Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Sin . = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load 28.0 OB : Overburden = 2 Calculations per, ASCE 7-05 Soil Design Values O ka Allowable Soil Bearing = 2.0 ksf 0 ksi Increase Bearing By Footing Weight =No 0 ksi Soil Passive Resistance (for Sliding) =250.0 pcf 0 pcf Soil/Concrete Friction Coeff. = 0.30 0 0 Increases based on footing Depth Footing base depth below soil surface =1.50 ft O Allowable pressure increase per foot of deptl=0.250 ksf 0. when footing base is below = 1.50 ft 0:1 0:1 Increases based on footing plan dimension s Allowable pressure increase per foot of depl = ksf s when maximum length or width is greater# ft 0 . w ·(D t1 9 6' 0" '[EP R' 7 -2 21 - ..-: j '·fi; ·T? 1./1 &:12i] AIEZIIllII F ''· 5---,-·.:· '... 4 . ?:*,_jull' :-it:ir E- Ii!!11!i;E:i ·- ... /1 - : % . ..1 -8-1!.59&./. ..... 1 - .1, 11...'= .. :==- ,,„-- „ J:,A·,nA,lt,;849•,JUrlllIlll!=· U,. |1 Lr L .S W E H 15.0 - k ksf i· 1..1 M-xx k-ft M-zz k-ft - V-X 1.0 1.0 2.0 k V-Z k Axial Engineering Group, Inc. 7147 Woodley Avenue Van Nuys, CA 91406 818-902-0200 Title : CATALINA Job-# 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 27 JUL 2012.11:41AM r.. ve·- i p•V'·,-38*9". - '7.7... '.. :.3. 14'2,1.1 . ..f..' 2 ?ij '- 4, -':..· .....'.· ' ?97.t : ...A.': ....:>·: r..3*· .1 ). r.. C;. -{-..f'0Fileitk:\2012-PROJECTS\212-'013·Chtalih.h\CAIc¢Cthliia*FT: G-eneral:-:rog.¢1110 ·· :'2. Cif' 3 '·> f''-22·: ···· -; '- ·'-·-· ·-·P-f·. Q- : · f':· '' · 'f.'--. :. -ENERCALC,INC 1983:2011, Build:6.12.3.14,Vet:6;12.6:362: Description-: Main Pad #2 DES/GN·SUMMARY q F : Min. Ratio Item ./- „71 mililimirrjrtrtrrtrtrilillilill#- Applied Capacity Governing Load Combination Desig']fOK PASS 0.7470 Soil Bearing 1.494 ksf 2.0 ksf +D+Lr+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 21.498 Overtuming - Z-Z 3.0 k-ft 64.494 left 0.6D+0.7E PASS 4.068 Sliding - X-X 2.0 k 8.137 k 0.6D+0.7E PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2781 Z Flexure (+X)7.549 k-ft 27.146 k-ft +1.200+1.60Lr-+0.50L PASS 0.2523 Z Flexure (-X)6.849 k-ft 27.146 k-ft +1.20D+1.60Lr-,0.501- · PASS 0.2652 X Flexure (+Z)7.199 ®ft 27.146 k-n +1.20D+1.60Lr+·0.50L PASS 0.2652 X Flexure (-Z)7.199 k-ft 27.146 k-ft +1:20D+1.60Lr+0.50L · PASS 0.1680 1-way Shear (+X)15.644 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.1680 1-way Shear (-X)15.644 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.1680 .1-way Shear (+Z)15.644 psi 93.113 psi +1.20[)+1.60Lr-,0.50L PASS 0.1680 1-way Shear (-Z)15.644 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.3299 2-way Punching 61.440 psi 186.226 psi +1.20D+1.60Lr+0.50L -f bdiaile*Results=: i <· d h. 0 i ....... :....... :.. r o J Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination...Gross Allowable Xecc Zecc +Z +Z. -X -X Ratio X.X, +D 2.0 n/a 0.0 0.9953 0.9953 n/a n/a 0.498 X-X. +D+Lr+H 2.0 n/a 0.0 1.412 1.412 n/a n/a 0.706 X-X, +D+0.750Lr,0.750L+H 2.0 n/a 0.0 .1.308 1.308 n/a n/a 0.654 X.X, +D+0.70E+H 2.0 n/a 0.0 0.9953 0.9953 n/a n/a 0.498 X-X. +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 1.308 1.308 n/a n/a 0.654 X-X +D+0.750Lr+0.750L+0.5250E+H 2.0. n/a 0.0 1.308 1.308 n/a n/a 0.654 X-X +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 0.9953 0.9953 n/a n/a 0.498 X-X. +0.60D+0.70E+H 2.0 n/a 0.0 0.5972 0.5972 · n/a n/a 0.299 Z.Z. +D 2.0 .0.5024 Wa Wa Wa 0.9542 1.036 0.518 Z.Z. +D+Lr+H 2.0 0.7082 n/a n/a n/a. 1.330 1.494 0.747 Z.Z, +D+0.750Lr,0.750L+H 2.0 0.6691 nia Wa rda 1.236 1.380 0.690 Z-Z. +D+0.70E+H 2.0 1.206 n/a n/a n/a · 0.8966 1.094 0.547 Z-Z. +D+0.750Lr+0.750L+0.750W+H 2.0 0.6691 n/a n/a n/a 1.236.1.380 0.690 Z-Z, +D+0.750Lr-+O.750L+0.5250E+H 2.0 1.071 nhi n/a n/a 1.193 1.423 0.712 Z.Z, +D+0.750L+0.750S+0.5250E+H 2.0 1.030 n/a * n/a n/a 0.9110 1.080 0.540 _Z-Z, d).600+0.70EtH__ .__ 2.0 1.675 nia nia' nia 0.5149 0.6794 0.340 Overturning Stability Rotation Axis & Load Combination...Overturning Moment Resisting Moment Stability Ratio Status X.X. D None 0.0 k-ft Infinitv OK · X-X, D+Lr , None 0.0 k-ft Infinitv OK X-X. 0.6D+0./E ' None 0,0 k-ft Infinitv OK Z-Z. D · 1.50 k-ft 107.490 k-ft 71.660 OK Z-Z. D+Lr 3.0 k-ft 152.490 k-ft 50.830 OK U, 0.60+0.ZE + · 3.0 k-ft 64.494 k-ft 21.498 OK All units kSliding·Stabillty ,.· :..F' ' :;:. 2 : : .6 .9. ·· ... d?.11.1 Force Application Axis . Load Combination...Sliding Force . Resisting Force Sliding SafetyRatio Status X-X. D 1.0 k 12.437 k 12.437 OK X-X. D+Lr 2.0.k 16.937 k 8.468 OK X-X. 0.6D+0.7E 2.0 k·8.137 k 4.068 OK Z-Z. D 0.Ok - 12.437 k No Slidina OK Z-Z, D+Lr 0.0 k 16.937 k No Slidina OK Z-Z. 0.6D+0.7E 0.0 k 8.137 k No Slidina OK Axial Engineedng Group, Inc. 7147 Woodley Avenue Van Nuys, CA 91406 818-902-0200 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING General Footing Lic. # : KW-06005747 Description :Main Pad #2 Printed: 27 JUL 2012,11:41AM File: X:\2012-PROJECTS\212-013 catalina\Calcs\Cafalina.ec-6 ENERCALC, INC. 1983-2011, Build:6.12.3.14, Ver:6.12.6.30 Licensee : AXIAL ENGINEERING GROUP f Footing Flexure 3 Flexure Axis & Load Combination Mu Which Tension @ Bot. As Reg'd Gvrn. As Actual As Phi*Mn Status k-ft Side ?or Top ?inA2 inA2 inA2 k-ft X-X, +1.40D 4.899 +Z Bottom 0.39 Bendina 0.41 27.146 X-X. +1.40D 4.899 -Z Bottom 0.39 Bendina 0.41 27.146 X-X, +1,200+0.50Lr+1.60L+1.60H 5.137 +Z Bottom 0.39 Bendina 0.41 27.146 X-X. +1.20D+0.50Lr+1.60L+1.60H 5.137 -Z Bottom 0.39 Bendina 0.41 27.146 X-X. +1.20D+1.60Lr+0.50L 7.199 +Z Bottom 0.39 Bendina 0.41 27.146 X-X, +1.20D+1.601-r+0.50L 7.199 -Z Bottom 0.39 Bendina 0.41 27.146 X-X +1.20[)+1.60Lr+0.80W 7.199 +Z Bottom 0.39 Bendina 0.41 27.146 X-X +1.20[)+1.60Lr·+0.8OW 7.199 -Z Bottom 0.39 Bendina 0.41 27.146 X-X, +1.20D+0.50Lp,0.50L+1.60W 5.137 .+Z Bottom 0.39 Bendina 0.41 27.146 X-X, +1.20D+O.50Lr+0.50L+1.60W 5.137 -Z Bottom 0.39 Bendina 0.41 27.146 X-X. +1.200+0.50L+0.20S+E 4.199 +Z Bottom 0.39 Bendina 0.41 27.146 X-X.+1.20D+0.50L+0.20S+E 4.199 -Z Bottom 0.39 Bendina 0.41 27.146 X-X +0,900+E+1.60H 3.149 +Z Bottom 0.39 Bendina 0.41 27.146 X-X. +0.90D+E+1.60H 3.149 -Z Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.40D 4.724 -X Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.40D 5.074 +X Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.20D+0.50Lr+1.60L+1.60H 4.924 -X Bottom 0.39 Bendina 0.41 27.146 Z-Z, +1.20D+0.50Lr+1.60L+1.60H 5.349 +X Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.20[)+1.60Lr,0.50L 6.849 -X Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.20[)+1.60Lr+0.50L 7.549 +X Bottom 0.39 Bendina 0.41 27.146 Z-Z, +1.20D+1.60Lr+0.80W 6.849 -X Bottom 0.39 Bendina 0.41 27.146 Z-Z, +1.20D+1.60Lr+0.80W 7.549 +X Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.20D+0.50Lr+0.50L+1.60W 4.924 -X Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.20D+0.50Lr+0.50L+1.60W 5.349 +X Bottom 0.39 Bendina 0.41 27.146 Z-Z.+1.20D+0.50L+0.20$+E 3.799 -X Bottom 0.39 Bendina 0.41 27.146 Z-Z. +1.20D+0.5OL+O.20S+E 4.599 +X Bottom 0.39 Bendina 0.41 27.146 Z-Z, +0.90D+E+1.60H 2.787 -X Bottom 0.39 Bendina 0.41 27.146 Z-Z,j,0..900+E+160H 3.512 +X Bottom 0.39 Bendino 0.41 27.146 One Way Shear Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 10.647 osi 10.647 Dsi 10.647 osi 10.647 osi 10.647 Dsi 93.113 osi 0.1143 +1.20D+0.500+1.60L+1.60H 11.163 osi 11.163 osi 11.163 osi 11.163 osi 11.163 osi 93.113 osi 0.1199 +1.20D+1.60Lr+0.50L 15.644 osi 15.644 osi 15.644 Dsi 15.644 osi - 15.644 osi 93.113 osi 0.168 +1.20D+1.60Lr+0.80W 15.644 Dsi 15.644 osi 15.644 osi 15.644 osi 15.644 Dsi 93.113 osi 0.168 +1.20D+0.50Lr+0.50L+1.60W 11.163 osi 11.163 osi 11.163 Dsi 11.163 osi 11.163 os 93.113 osi 0.1199 +1.20D+0.50L+0.20S+E 9.126 Dsi 9.126 osi 9.126 Dsi 9.126 osi 9.126 osi 93.113 osi 0.09801 +0..9.ODyE+J.6.0.H__- ___6.8410.si__- 6.844 osi 6.844.osi 6.844 osi 6.844 osi 93.113 Dsi 0.07351 All units k .Rpunching Shear Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 41.813 osi 186.226 Dsi 0.2245 OK +1.20D+0.50Lr+1.60L+1.60H 43.84 osi 186.226 osi 0.2354 OK +1.20D+1.60Lr+0.50L 61.44 psi 186.226psi 0.3299 OK +1.200+1.60Lr40.80W 61.44 osi 186.226 osi 0.3299 OK +1.20D+O.500+0.50L+1.60W 43.84 osi 186.226osi 0.2354 OK +1.200+0.50L+O.20S+E 35.84 osi 186.226psi 0.1925 OK +0.90D+E+1.60H 26.88 osi 186.226osi 0.1443 OK 7 Axial Engineering Group, Inc. D 7251 Owensmouth Avenue 0> Suite 4 818.902.0200 / f: 818.902.0232 I email: info@aeq-inc.net :Generibl Footing c u.: i , 'il r Title : CATALINA Job#212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:46PM 37*VA ··p·...Jb....: 2-·.1: .-: 0-. -: V .- /'t· 2,2 ,,IN,·j '.h· Fil* x*2012-PROJECrS\212-013 .Catalina\Gal#gatalma.* >J..-9-,· 9:..1.. ·.-I'-'..---.3/'.- P rt,·-:.. 1/. 490 /»ENE®XLC, IND.'1983-2012,Buil.06:12.926,'Ver:6.129. Description :Main Pad #3 ©aMy tti•K UNC 7 Coile,Referelicds Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : 2009 IBC & ASCE 7-05 AGene?*1.Inforfnation . Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = 9 Values Flexure = Shear - Analysis Settings Min Steel % Bending Reinf. = Min Allow % Temp Reinf. = Min. Overtuming Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure : Use Pedestal wt for stability, mom & shear Soil Design Values 3.0 ksi Allowable Soil Bearing = 2.0 ksf 60.0 ksi Increase Bearing By Footing Weight =No 3,122.0 ksi Soil Passive Resistance (for Sliding) =250.0 pcf 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 0.90 0.850 Increases based on footing Depth Footing base depth below soil surface =1.50 ft 0.00140 Allowable pressure increase per foot of deptl=0.250 ksf 0.00180 when footing base is below = 1.50 ft 1.50 : 1 1.50 : 1 Increases bahed on footing plan dimension Yes Allowable pressure increase per foot of depl = ksf Yes when maximum length or width is greater# R No t- Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes 1 . = 4.0 ft = 4.0 ft 18.0 in · Z ' I.>21 t' I'02; 1: ' 254 14 974 3 3.3 - fi ·1 ·:1,1.,.i.:fR?5. r... Pedestal dimensions..., . px :parallel to X-XAxis = in 1 pz :parallel to Z-ZAxis in :4 - " - --1.... . 02.9,. NUMEN L Height in Rebar Centerline to Edge of Concrete..'1 7.. » „ ;55 -t..·Mi i. (Dat Bottom of footing =3.0 in .11, -1 - U) Rem?Blcing - 1 4'4)" 62. Bars parallel to X-XAxis " Number of Bars - 6.0 Reinforcing Bar Size =#5 Bars parallel to Z-Z Axis Number of Bars = 6.0 1--IMilliN.''i'::.<9· .·...i-_. - :.ti·2..:p.: .....1:LI®=Illili Fl i -tt lf. 1:.i· 1 :.t:TAF' e U ]IUM,111' L :'U®11 i. 3, .. -1 - = "4- 9 .,=11111111= " ''-,i•.. .r. ··,trii•···:71·; ··.tal- IlllIlll__ 111 Reinforcing Bar Siz¢ =#5 11]J]@21!11111:t-.- :.-· .0.- '"I*'- ' '22111111113@ 1- 1111111 ....2....,- ..1?..,{.2614, f.-,i·'.2.-1 =2- 11111111 lili1ll®[lr -. r:f.·.-...t '-4 . M..4|--1|@E16 111, IE:*<·,r:,?·'..f .,....·:'6- : 1:.a·..'90.-311]11111*1 16--=I FJII' --· '·'·L"···. '·· K·'- '%··,r..··:·'F:. ......4 'Illl111 liliBandwidth Distribution Check (ACI 15.4.4.2)t-I --· fi, =3 Iiiitiglmtit*wlguu##111Ullig1!1%#lmmff mlllIEimillil -mIRI z I" Il - i,IlllII--:.30!404*/WI:Jim#11111;QmIllUllglllII 'I --liu III Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a *0*jig;i- Loads=- -" - -- -- -- - = - - - -1 D Lr .L S.WEH P : Column Load = 11.0 7.0 k OB : Overburden = . ksf M-xx = k.ft M-Zz = k-ft 0.30 0.30 1.0 k V-Z k 7ZI--1 Axial Engineering Group, Inc -4 7251 Owensmouth Avenue 1 Suite 4 818.902.0200 . 1 ©54 f: 818.902.0232 / - -1 email: info@aeg-inc.net Geheral Footing Title : CATALINA Job # 212-013 Engineer: . LQ Project Desc.:PROPOSED NEW OFFICE BUILDING Plinted+ 25 OCT 2012, 1:46PM R..6.... ' ,· ··4. 1· · 7.-5 · ..,; ' "0 0. ...'. ··- Fild: X:\2012-PROJECTS\212-013 Catalma\Calts\CatalinaeGG-6 1 ,:'·'-,t· - U PLL , " '4 ', ··· ·. / k - 5. ENERCALC, INC 1983-2012, Build 612926, Vel-6.12.9 26 Description : Main Pad #3 DES-GN SUMMARY --. j -:· -:- ' 1 - Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7135 Soil Bearing 1.427 ksf 2.0 ksf +D+Lr+H Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming. Overtuming - Z-Z 1.320 k-ft 17.376 k-ft 0.6D+0.7E Sliding - X-X 0.880 k 3.731 k 0.60+0.7E Sliding - Z-Z 0,0.k 0.0 k No Sliding PASS Wa Uplift 0.0 k 0.0 k No Uplift PASS 0.04849 Z Flexure (+X)1.476 k-ft 30.434 k-ft +0.90D+E+1.60H PASS .0.03284 Z Flexure (-X)0.9994 k-ft 30.434 k-ft +0.90D+E+1.60H PASS 0.1002 X Flexure (+Z)3.050 k-ft ·30.434 k-ft +1.20[)+1.60Lr,0.50L PASS 0.04066 X Flexure (-Z)1.237 k-ft 30.434 k-ft +0.90D+E+1.60H PASS 0.06771 1-way Shear (+X)6.305 psi 93.113 psi +1.20D+1.60Lr+·0.50L PASS 0.06771 1-way Shear (-X)6.305 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.06771 1-way Shear (+Z)6.305 psi 93.113 psi +1.20D+1.60Lr-,0.50L PASS 0.06771 1-way Shear (-Z)6.305 psi 93.113 psi +1.20D+1.60Lr+0.50L PASS 0.1311 2-way Punching 24.411 psi 186.226 psi +1.20D+1.60Lr+0.50L PASS n/a PASS 13.16, PASS 4.240 PASS n/a 1 i 0@tilldd Results - - - - Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination...Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 n/a 0.0 0.9050 0.9050 n/a n/a 0.453 X-X, +D+L+H 2.0 n/a 0.0 0.9050 0.9050 n/a n/a 0.453 X.X, +D+Lr+H 2.0 n/a 0.0 1.343 1.343 n/a n/a 0.672 X.X, +D+S+H 2.0 n/a 0.0 0.9050 0.9050 n/a n/a 0.453 X.X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.233 1.233 n/a n/a 0.617 X-X, +D+0.7501-4750S+H 2.0 nia 0.0 0.9050 0.9050 n/a n/a 0.453 X.X,+D+W+H 2.0 nia 0.0 0.9050 0.9050 n/a n/a 0.453 X-X,+D+0.70E+H . 2.0 nia 0.0 0.9050 0.9050 n/a n/a - 0.453 X-X, +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 1.233 1.233 rda n/a 0.617 X-X. +D+0.750L+0.750S+0.750W+H . 2.0 nia 0.0 0.9050 .0.9050 n/a n/a 0.453 X.X, +D+0.750Lrk.750L+0.5250E+H 2.0 n/a 0.0 1.233 1.233 n/a n/a 0.617 X-X, +D+0.7501-+0.750S+0.5250E+H 2.0. nia 0.0 0.9050 0.9050 n/a n/a 0.453 X-X, +0.60D+W+H 2.0 - n/a 0.0 0.5430 0.5430 n/a n/a 0.272 X-X, +0.60D+0.70E+H 2.0 n/a . 0,0 0.5430 0.5430 n/a n/a. 0.272 Z-Z.+D 2.0 0.3729 n/a n/a n/a 0.8630 0.9470 0.474 Z-Z. +D+L+H 2.0 0.3729 Wa n/a .. n/a 0.8630 0.9470 0.474 Z.Z, +D+Lr+H 2.0 0.5028 n/a n/a. 6/3 1.258 1.427 0.714 Z-Z,+D+S+H 2.'0 0.3729 nia nia nia 0.8630 0.9470 0.474 Z-Z. +D+0.750LF+0.750L+H 2.0 0.4790 n/a n/a · n/a 1.160 1.307 0.654 Z-Z, +D+0.750L+0.750S+H 2.0 0.3729 n/a n/a n/a 0.8630 0.9470 0.474 Z-Z, +D+W+H 2.0 0.3729 h/a n/a n/a 0.8630 -0.9470 0.474 Z.Z, +D+0.70E+H 2.0 1.243 n/a n/a n/a 0.7.648 1.045.0.523 Z-Z, +D+O.750LF+0.750L+O.750W+H 2.0 0.4790 n/a n/a n/a 1.160 1.307 0.654 Z-Z. +D+0.750L+0.750S+0.750W+H 2.0 0.3729 n/a n/a n/a 0.8630 0.9470 0.474 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.0·0.9579 n/a n/a n/a 1.086 1.380 0.690 Z-Z, +D+0.750L+0.7506+0.5250E+H 2.0 1.026 nia nia nia 0.7894 1.021 0.511 Z-Z. +0.60D+W+H 2.0 0.3729 n/a n/a n/a 0.5178 0.5682 0.284 Z-Z, 40.6.0.00.70-E+H- _ 2.0 1.823 n/a nia nia 0.4197 0.6663 0.333 Overturning StabilityIiRotation Axis & Load Combination...Ovelturning Moment Resisting Moment Stability Ratio Status X.X, D None 0.0 k-ft Infinitv OK X-X, D+Lr None 0.0 k-ft Infinity OK X-X. 0.6D+0.7E None D.0 k-ft Infinitv OK Z-Z, D 0.450 k-ft 28.960 k-ft 64.356 OK Z-Z, D+Lr 0.90 k-ft -42.960 k-ft 47.733 OK Z-Z, 0.6D+0.7E 1.320 k-ft 17.376 k-ft 13.164 OK 1 Axial Engineering Group, Inc. 7251 Owensmouth Avenue $ Suite 4 61 p: 818.902.0200 A f. 818.902.0232 Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.:PROPOSED.NEW OFFICE BUILDING email: info@aeq-inc.net .st r -, .„·st.· ' 7.%*·r · MUF General Footing GE?f*r*KW<06005%47;8*234&7:2:.{4.,9.Xy*fi. 4"23*b€*¢ Printed: 25 OCT 2012, 1:46PM '- ' ·'File: X:\2012-PROJECTS\212-013·Catalina\Calcs\Cafalina.ec6 A ·ci. '..6 .':'·Fe·, .4: I .1 ENERCALC,.INC.'1983-2012, BuHd:6.12.9.'26, Ve?:6:12.9.26 O r'*....,.737-77.,Emensef,. C Description :Main Pad #3 f-' Sliding stability", 3. r. 1 1 All units k Force Application Axis Load Combination...Sliding Force Resisting Force Sliding SafetyRatio Status X.X, D - 0.30 k - 5.469 k 18.230 OK X-X. D+Lr 0.60 k 7.569 k 12.615 OK X-X. 0.6D+0.7E 0.880 k 3.731 k 4.240 OK Z-Z. D 0.0 k 5.469 k No Slidina OK Z-Z, D+Lr 0.0 k 3.731 k No Slidina OK 0.0 k 7.569 k No Slidina OK Z-Z, 0.60+0.7E J "E®ling Flexure . !....· , La-t Dll . 41 - Flexure Axis & Load Combination Mu Which Tension @ Bot. As Reg'd Gvrn. As Actual As Phi*Mn Status k-ft Side ?or Top ?inA2 inA2 ine k-ft X-X, +1.40D 1.925 X-X, +1.40D 1.925 X-X, +1.20D+0.50Lr+1.60L+1.60H 2.087 X-X, +1.200+0.50Lr+1.60L+1.60H 2.087 X-X, +1.200+1.60L+O.50S+1.60H 1.650 X-X, +1.20D+1.60L+O.50S+1.60H 1.650 X-X. +1.20D+1.60Lr-,0.50L 3.050 X-X,+1.20D+1.60Lr·+O.50L ' 3.050 X-X. +1.20D+1.60Lr·+0.80W 3.050 X-X. +1.20[)+1.60Lr+0.80W 3.050 X-X,+1.20[)+0.50L+1.60S.1.650 X-X, +1.200+0.50L+1.603 1.650 X.X, +1.20D+1.60S+0.80W 1.650 X-X. +1.20D+1.60S+0.80W 1.650 X-X. +1.20D+0.50Lr+0.50L+1.60W 2.087 X-X, +1.200+0.50Lr·+0.50L+1.60W 2.087 X-X. +1.20D+O.50L+O.50S+1.60W 1.650 X-X +1.200+0.50L+0.503+1.60W 1.650 X-X +1.200+0.50L+0.203+E 1.650 X-X +1.20D+0.50L+0.20S+E 1.650 X-X. +0.90D+1.60W+1.60H 1.237 X.X. +0.90D+1.60W+1.60H 1.237 X-X.+0.90D+E+1.60H 1.237 X-X +0.900+E+1.60H 1.237 Z-Z. +1.40D 1.846 Z-Z,+1.400 2.004 Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.992 Z-Z, +1.200+0.50Lr+1.60L+1.60H 2.183 Z-Z. +1.20D+1.60L+0.50S+1.60H 1.582 Z.Z.+1.20D+1.60L+O.50S+1·.60H 1.717 Z-Z. +1.20D+1.60Lr+0.50L 2.892 Z-Z, +1.200+1.60Lr+0.50L 3.207 Z-Z, +1.20D+1.60Lr+0.80W 2.892 Z-Z. +1.20D+1.60Lr+0.80W 3.207 Z-Z.+1.200+0.50L+1.60S 1.582 Z-Z. +1.20D+0.50L+1.60S 1.717 Z-Z, +1.200+1.60S+0.80W 1.582 Z-Z. +1.20[)+1.60S+0.80W 1.717 Z-Z, 41.20D+0.50Lr·,0.50L+1.60W 1.992 Z-Z. +1:200+0.50Lr+0.50L+1.60W 2.183 Z-Z. +1.200+0.50L+0.50S+1.60W 1.582 Z-Z. +1.200+0.50L+0.50S+1.60W 1.717 Z-Z. +1.200+0.50L+0.20S+E 1.395 Z-Z, +1.20D+0,50L+0.20S+E 1.905 Z-Z, +0.90D+1.60W+1.60H 1.187 Z-Z. +0.900+1.60W+1.60H 1.288 Z.Z, +0.90D+E+1.60H 0.9994 Z-Z,-+UQQ*:1·60H .------0_.1.476., One Way Shear : - +Z Bottom 0.3888 Min Temo %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 Min Temo %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 Min Temo %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 ' Min Temo %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 Min Temo %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z · Bottom 0.3888 Min Temo %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 Min Temo %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 Min Temo %0.4650.30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 Min Temp %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z Bottom 0.3888 Min Temo %0.4650 30.434 € Bottom 0.3888 Min TernD %0.4650 30.434 +Z Bottom 0.3888 Min Temo %0.4650 -30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 +Z .Bottom 0.3888 Min Tenig %0.4650 30.434 -Z Bottom 0.3888 Min Temo %0.4650 30.434 -X Bo.ttom 0.3888 Min Temo %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 -X - Bottom 0.3888 Min Temo %0.4650 30.434 +X Bottom 0.3888 Min Temp %0.4650 30.434 -X Bottom 0.3888 Min Temo'%0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 ·30.434 -X Bottom 0.3888 Min.Temo %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 -X Bottom 0.3888 Min Temo %.0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 -X Bottom 0.3888 Min Temp %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 ,30.434 -X Bottom 0.3888 Min Temo %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 -X Bottom 0.3888 Min Temo %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 -X Bottom 0.3888 * Min Temp %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 -X Bottom 0.3888. Min Temo %0.4650 30.434 · +X Bottom 0.3888 Min Temo %0.4650 30.434 -X Bottom 0.3888 Min Temo %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 -X Bottom 0.3888 Min Temo %0.4650 30.434 +X Bottom 0.3888 Min Temo %0.4650 30.434 · Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 3.979 DSi 3.979 osi 3.979 osi 3.979 osi 3.979 osi 93.113 osi 0.04274' OK +1.20D+0.50Lr+1.60L+1.60H 4.315 osi 4.315 osi 4.315 bsi 4.315 osi 4.315 Dsi 93.113 osi 0.04634 OK 1 A##54- 1 Axial Engineering Group, Inc. 7251 Owensmouth Avenue Suite 4 #I p: 818.902.0200j f. 818.902.0232 / - email: info@aeq-inc.net iG.eneral *6.bt-ihgtit 71494>92:0 792.4 R'466065>42,4, 44219{ytifilitttit?lit.;il)ifilll*fit )·lt HY-·i·' I ..Z S.. I.}SE'/5.... inr, ·Main Pad #3 Descd@ Title : CATALINA Job # 212-013 Engineer: LQ Project Desc.: PROPOSED NEW OFFICE BUILDING Printed: 25 OCT 2012, 1:46PM . . ··'. .:i.,·r: '-, '?22.···?".'.-:2---2...5 .= ' ..Mile:'X:\2012-P@6'jECTS\212{013 Catalini\CalaiGatalina:e397 1 52:i-U uy· · 1· .4-·.x.., .c.ENERCALC, INC·.:1983:2012,Build:6.12.9.26;.Ve-r:6.12.9.2661,1,(131*»Liti.$34.24€#*44310*i: Lideh'sedl.·AXIAL.ENGINEERING·GROUP,til!12 F'6RZ-*4#hear'j.2-7> ·· ··:'·<:.. i.- . : . . --3-I-: ri-C'.I Load Combination...VU @ -X VU @ +X VU @ -Z VU @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.200+1.60L+0.50S+1.60H 3.411 osi 3.411 Dsi 3.411 Dsi 3.411 osi 3.411 Dsi 93.113 osi 0.03663 +1.20D+1.60Lr,0.50L 6.305 Dsi 6.305 osi 6.305 Dsi 6.305 osi 6.305 osi 93.113 Dsi 0.06771 +1.20D+1.60Lr+0.80W 6.305 Dsi 6.305 osi 6.305 osi 6.305 osi 6.305 osi 93.113 Dsi 0.06771 +1.200+0.50[+1.60S 3.411 Dsi 3.411 osi 3.411 osi 3.411 osi 3.411 osi 93.113 osi 0.03663 +1.20[)+1.60S+0.80W 3.411 Dsi 3.411 Dsi 3.411 Dsi 3.411 Dsi 3.411 Dsi 93.113 osi 0.03663 +1.20D+0.50Lr+0.50L+1.60W 4.315 osi 4.315 Dsi 4.315 DSi 4.315 osi 4.315 osi 93.113 osi 0.04634 +1.200+0.50L+0.50S+1.60W 3.411 osi 3.411 Dsi 3.411 Dsi 3.411 Dsi 3.411 osi 93.113 osi 0.03663 +1.20D+{).50L+0.20S+E 3.411 osi 3.411 osi 3.411 osi 3.411 osi 3.411 Dsi 93.113 Dsi 0.03663 +0.900+1.60W+1.60H 2.558 Dsi 2.558 osi 2.558 osi 2.558 osi 2.558 Dsi 93.113 osi 0.02747 +0.®D+E+1.60.8 2.558 Dsi 2.558 Dsi 2.558 osi 2.558 osi 2.558 osi 93.113 osi 0.02747 [7unching Shear All units k Load Combination...VU Phi*Vn Vu / Phi*Vn Status +1.40D .15.407 osi 186.226 osi 0.08273 OK +1.200+0.500+1.60L+1.60H 16.707 osi 186.226osi 0.08972 OK +1.20D+1.60L+0.50S+1.60H 13.206 osi 186.226 osi 0.07091 OK +1.20[)+1.60Lr-,O.50L 24.411 osi 186.226 Dsi 0.1311 OK +1.20[)+1.60Lr+0.80W 24.411 osi 186.226 osi 0.1311 OK +1.20D+0.50L+1.60S 13.206· osi 186.226 osi 0.07091 OK +1.20D+1.60S+0.80W 13.206 osi 186.226Dsi 0.07091 OK +1.20D+O.50Lr-+O.50L+1.60W 16.707 osi 186.226osi 0.08972 OK +1.20D+0.50L+0.50S+1.60W 13.206.Dsi 186.226psi 0.07091 OK +1.20D+0.50L+0.20S+E *13.206 osi 186.226osi 0.07091 OK +O.90[)+1.60W+1.60H 9.904 osi.186.226osi 0.05318 OK +O.900+E+1.60H 9.904 osi 186.226Dsi 0.05318 OK .gine'.Fing-G*Op,18/4 44*,···9 E:•i,•taiR,d ·. PROJECT : -CATALINAT,TIi>'-.:.1.+t':trr j' -INE1 PAGE : 57 -7Tr--,773 JOB NO. : 2121013 !4 DATE : [10/16/2009 « : REVIEW BY : 5 Wd68:Pdat,#Will Si*1:*r'Ki*ii#fS®*064#BjfS*'hed:bn,NDS*005':t:¥,M·, - 15·':i:t-5 94.: 1 ·.- - .: ''- INPUT DATA DESIGN SUMMARY HEIGHT Effective Length (NDS.3.7) 1---il"Al H =L-lE-3 ft 15 ' ft, (strong axis bending) *'.115 ··ft, (weak axis bending) X-X I POL=i Le USE: 1 - 6" x 8" DOUGLAS FIR-LARCH No._1 1. CHECK VERTICAL LOADS : fc < Fc' ? 255 psi <416 psi [Satisfactory] AXIAL LOAD .6500·,1 lbs Total P= 49:4000.91 lbs 2. CHECK BENDING LOADS : fo < Fb' ? 10,500 lbs 459 psi <1894 psi [Satisfactory] LATERAL LOAD F= w = £*-16121 pIf , 3. CHECK INTERACTION :f.££1+( 1 11 J938<If -1 lbs, at ENE@23 ft, from bottom C Fc) U- f c/F ce.) F.. Sl ? Max Section M = 1973 ft-lbs, at 7.50 ft from bottom 0.941 < 1 [Satisfactory] Max Section V = . 323 s, at top end SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 t GRADE ( 1,2, 3, 4, 5, or 6 ) .. A =PSIO ',·1 Lzjtut DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ? No. 1 12 psi <272 psi [Satisfactory] SECTION [£21102/ pcs, b= .5. MAXIMUM HORIZONTAL DEFLECTION 6.0.22 in, at 7.50 ft from bottom WET /DRY ? (1 =DRY, 2 =WET) K- in L...1 in E= Fbx = FV = dy = dx = A= SX = IX = Idy= 2 dx= 1. 1. 1. 1. 0 E' = fbx - ( H / 824 ) RY 1000 osi ANALYSIS COLUMN BASIC DESIGN STRESSES: COMPRESSIVE STRESS GEa* MODULUS OF ELASTICITY 1600 ksi . BENDING STRESS (X-Axis) I 1200 psi = SHEAR STRESS (X-Axis)170 psi W . I. COLUMN PROPERTIES: STANDARD DRESSED SIZE 7.50 in 5.50 in AREA 41.25 in SECTION PROPERTIES Abt. x-x 51.56 in 193.36 in 2 - 3 4 LENGTH-DEPTH RATIO -Le x-x j 24.0 Le y-y j 32.7 ADJUSTMENT FACTORS: DURATION (NDS 2.3.2) MOISTURE FACTOR TEMPERATURE FACTOR INCISING FACTOR SIZE FACTOR FLAT USE FACTOR COLUMN STABILITY REPETITIVE (1.15 or 1.0) BEAM STABILITY Pbx'.. Fc', E' Co : 1.60 „ ,- 1.60 60 CM 1.00 1.00 00 1.00 4 1.00 1.00 00 1.00 Ci 1.00 1.00 00 1.00 CF 1,00 1.00 1.00 Cfu Cp 0.261 Cr 1.00 CL 0.99 MODULUS OF ELASTICITY E'min = 580 ksi COLUMN PARAMETER c = 0.80 BEAM·PARAMETER RB = 8.850 < 50 BUCKLING VALUES FCE = 445 psi FbE = 8886 psi Fc' = 1600 psi Fb = 1920 psi ADJUSTED PROPERTIES: MODULUS OF ELASTICITY 1600 ksi AXIAL STRESS F BENDING STRESS (X-Axis) F 1894 psi SHEAR STRESS F C V 416 psi 272 psi ACTUAL STRESSES: AXIAL STRESS -254.5 psi SHEAR STRESS fv = 12 psi BENDING STRESSES 459.1 psi PROJECT : iCATALINA-,· .PAGE: ET737-7,( CLIENT : :AF· =·34..9,;'YL,22?.4·:i, :1;. 1.:'f...9.-fl;, 4 DESIGN BY: 2 tv- 9 - .,.: ... . inwri,67--- .im.. .JOB NO.: ,21-21013 1· · t.. DATE: 18/6/20121'·' -t·:-:.- REVIEW BY : b." . T. : 2 -;W.48*IZP#fMNilliStukl;/84Kifig)(1*iToididRB)sid·b-r,INDS*0058 +2·qi' :1:14%14.4 + '-2 INPUT DATA DESIGN SUMMARY HEIGHT H -mr-]ft Effective Length (NDS 3.7)Le x-x = 15 ft. (strong axis bending) Le y-y = 1 33_ ft, (weak axis bending) 1.0„--- 1.„.1 AXIAL LOAD Poi =le- 586 1 lbs , ilPLL -•' ' 586 3 lbs Total P = 1,172 lbs USE: 1 - 3" x 6" DOUGLAS FIR-LARCH No. 2 1. CHECK VERTICAL LOADS : fc < Fc' ? 85 psi <426 psi [Satisfactory] 2. CHECK BENDING LOADS :· fb < Fb' ? 536 psi <1886 psi [Satisfactory] LATERALLOAD w = k...2(Lil pif 3. CHECK INTERACTION :I-4 11 ? F=:1110-23 lbs, at N361?mit, from.bottom CF'·) Cl-fe/Fcn.)FL Max Section M = 563 · ft-lbs, at 7.50 ft from bottom 0.391 < 1 [Satisfactory] Max Section V = 150 s, at top end . SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 GRADE ( 1, 2, 3, 4, 5, or 6 ) 1 h 1DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS: fv < Fv' ? No. 2 L 16 psi <288 psi [Satisfactory] =PSL)3; SECTION L.1.1- 241 5. MAXIMUM HORIZONTAL DEFLECTION 0.41 in, at 7.50 ft from bottom ( H / 438 ) WET / DRY 7 (1 = DRY, 2 = WET) ENFEE DRY pcs, b=1, 3..··lin h= , ANALYSIS COLUMN BASIC DESIGN STRESSES: COMPRESSIVE STRESS :g: MODULUS OF EL-ASTICITY E = 1600 ksi -I BENDING STRESS (X-Axis)Fbx =900 psi = F,= 1350 osi SHEAR STRESS (X-Axis)Fv = 180 psi W COLUMN PROPERTIES: STANDARD DRESSED SIZE dy =5.50 in dx =2.50 in AREA A = 13.75 in2 SECTION PROPERTIES Abt. x-x SX =12.60 ini IX =34.66 in4 0-F LENGTH-DEPTH RATIO Le»x / dy =32.7 Le y-y / dx =6.4 ADJUSTMENT FACTORS: · DURATION (NDS 2.3.2) MOISTURE FACTOR TEMPERATURE FACTOR ) INCISING FACTOR SIZE FACTOR FLAT USE FACTOR' COLUMN STABILITY REPETITIVE (1.15 or 1.0) BEAM STABILITY. Fbx' Fc' Fv' E CD 1.60; , 1.60 1.60 CM 1.00 1.00 1.00 1.00 Ct 1.00 1.00 1.00 1.00 Ci 1.00 1-.00 1.00.1.00 CF 1.30 1.10 1.00 Cfu Cp 0.179 4 %%99 CL 0.88 MODULUS OF ELASTICITY E'min = 580 ksi COLUMN PARAMETER c = 0.80 BEAM PARAMETER Re = 16.514 <50 BUCKLING VALUES < FCE = 445 psi Fba= 2552 psi Fc. = 2376 psi Fb = 2152.8 psi ADJUSTED PROPERTIES: MODULUS OF ELASTICITY E'= 1600 ksi AXIAL STRESS F BENDING STRESS (X-Axis)Pbx' = 1886 psi SHEAR STRESS F C V 426 psi 288 psi ACTUAL STRESSES: AXIAL SIRESS.fc = 85.2 psi SHEAR STRESS fv = 16 psi BENDING STRESSES fbx =535.5 psi PROJECT : [CAf.ALINA-VE.F..N:.3."r".:"e.. .1.6--,:,r-3,..-1'79 PAGE: 7T" '7773,= CLIENT : - 7.1,-*':*·012.,t.W..2112.2 :624 64<- ..117 .DESIGN BY : 1. ;.t,;..-s'i,2, £' 'JOB NO.: 52012-013'· Ii:3-1-· Cf DATE : 3,5 , ·. 40 .REVIEW BY : . ·,; 7-- ,·'+ :., Wifid<Atilly#i€ffd'*3Eidatifieli#itiWCall*fS]tih Based'on·ASCEN05 ·r .. · INPUT DATA Exposure category (B, C or D) Importance factor, pg 73, (0.87, 1.0 or 1.15),1.00 'u Category Il Basic wind speed (3 sec. gustwind) -i , 85 '. j mph Topographic factor (Sec.6.5.7.2, pg 26 & 45) 1<z, 1 v Flat Height of top h = i' ·6 '- ft Vertical dimension (for wall s = h)s = % '6. r,ft Horizontal dimension B = h' 10 j .ft Dimension of return corner 4 = 20'67 ft L.4.- , Or - Solid Sign \F Ground Surface DESIGN SUMMARY Max horizontal wind pressure P =20 psf Max total horizontal force at centroid of base F =1.06 kips Max bending moment at centroid of base M =3.51 ft-kips Max torsion at centroid of base T =1.93 ft-kips ANALYSIS Velocity pressure q = 0.00256 Kh Kzt K V 1 =13.36 psf velocity pressure at mean roof height, h. (Eq. 6-15, page 27) velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case l,pg 79) =0.85 wind directionality factor. (Tab. 6-4, for building, page 80)0.85 h = height of top = 6.00 ft where: h - Kh = Kd = Wind Force Case A: resultant force though the geometric center . (Sec. 6.5.14 & Fig. 6-20) p = qh G Ch= = 16 psf P AS =0.97 kips F (h - 0.5s) for sign, F (0.55h) for wall =3.19 ft-kips = 0.00 ft-kips F= T= w„=re:G = gust effect factor. (Sec. 6.5.8, page 26). =0.85 P Cf = net force coefficient. (Fig. 6-20, page 73)1.42 60.OffAS=Bs Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20) Case A = 16 psf Case A = 0·97 kips Case A = 3.19 ft-kips 0.2 FB =1.93 ft-kips P= F= M= T= Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20) P =qh G Cf Balance 1 O.5s) for sign, F (O.55h) for wall] Lu F=EPA M=I[F Ch- T=ITS S S S. S 1l1l/A It 'Wind Dir. Distance CY Pi Asi Fi Mi Ti (ft) (Fig.6-20)(psf) (fA .(kips) (ft-kips) ' .(ft-kips) 6.0 1.800 20 36 0.74 2.43 1.47 10.0 1.200 14 24 0.33 1.08 -0.98 1.06 3.51 0.49 <== Case C may not be considered, footnote 3 of Fig. 6-20 RetainPro 10 (c) 1987-2011, Build 10.12.5.14 License : KW-06053109 License To : AMY QUACH Cantilevered Retaining Wall Design :ode: CBC 2010,ACI 318-08,ACI 530-08 Retained Height 0.50 ft Wall height above soil =6.00 ft Slope Behind Wall =0.00: 1 Height of Soil over Toe =6.00 in Water height over heel =0.0 ft Surcharge Over Heel =0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe =0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load =0.0 lbs Axial Live Load =0.0 lbs Axial Load Eccentricity =0.0 in Allow Soil Bearing =1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure =30.0 psf/ft = Passive Pressure =250.0 ps#ft Soil Density, Heel · =110.00 pcf Soil Density, Toe =0.00 pcf FootinglISoil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to ToR =0.00 ft ...Height to Bottom =0.00 ft The above lateral load has been increased 1.00by a factor of Wind on Exposed Stem =20.0 psf Wind acts left-to-right toward retention side. -d I!4 - 1 I 1 -i 1 - I ----1--- L.------ b - , 11'4' P• 11.11 74 1 Adjacent Footing Load Adjacent Footing Load =0.0 lbs Footing Width =0.00 ft Eccentricity =0.00 in Wall to Ftg CL Dist =0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ftat Back of Wall Poisson's Ratio =0.300 --Ztemi-o=structno=n"ii Top StemStem OK Wall Stability Ratios Design Height Above Ftc ft =0.00 Overturning 2.67 OK Wall Material Above "Ht" =Masonry = 7.15 OK Thickness =8.00Sliding =#4Rebar Size Total Bearing Load =1,152 lbs Rebar Spacing =16.00 ...resultant ecc. =5.04 in Rebar Placed at =Center Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =925 psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factbred @ Toe =0 psf ACI Factored @ Heel =1,110 psf Design Data fb/FB + fa/Fa =-0.500 Total Force @ Section lbs =116.3 Moment....Actual ft-# =419.4 Moment.....Allowable . =839.5 Shear.....Actual psi =2.6 Footing Shear @ Toe =0.6 psi OK Footing Shear @ Heel =2.0 psi OK Allowable =75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force =86.3 lbs less 100% Passiv6 Force = -. 156.3 lbs less 100% Friction Force = -460.6 lbs Added Force Reg'd =0.0 lbs OK ....for 1.5 : 1 Stability =0.0 lbs · OK Shear.....Allowable psi =38.7 Wall Weight =111.7 + Rebar Depth 'd' ·in =3.75 LAP SPLICE IF ABOVE in =24.00. LAP· SPLICE IF BELOW,. in = HOOK EMBED INTO FTG in =6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi =1,500 Fs psi = 20,000 Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Solid Grouting =Yes Use Half Stresses n/a Modular Ratio 'n' =21.48 Short Term Factor =1.000 Equiv. Solid Thick.in =7.60 Masonry Block Type =Normal Weight Masonry Design Method =ASD Concrete Data fc psi = Fy psi= j RetainPro 10 (c) 1987-2011, Build 10.12.5.14 License : KW-06053109 License To : AMY QUACH Cantilevered Retaining Wall Design Dode: CBC 2010,ACI 318-08,ACI 530-08 Footing Dimensions & Strengths Footing Design Results Toe Width = 0.92 ft Heel Width = 1.58 Total Footing Width =2.50 Footing Thickness =12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe =0.00 ft fc =2,500 psi Fy =60,000 psi Footing Concrete Density =150.00 pef Toe Heel Factored Pressure = 0 1,110 psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 3 3 ft-# Mu: Design = -3 3 ft-# Actual 1-Way Shear =0.61 1.98 psi Allow 1 -Way Shear =75.00 75.00 psi Toe Reinforcing =None Spec'd Heel Reinforcing =None Spec'd Key Reinforcing =None Spec'd Min. As % Cover @ Top = 0.0018 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not reg'd, Mu <S*Fr Heel: Not reg'd, Mu <S*Fr Key: No key defined Summaryofverturning&Resisting-Force-&Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-#lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Resisting/Overturning Ratio Total 33.8 0.50 16.9 -120.0 4.50 -540.0 -86.3 O.T.M.-523.1 = = 2.67 Soil Over Heel =50.4 0.46 23.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 50.4 2.04 Surcharge Over Toe = Stem Weight(s) = 726.2 1.25 907.6 Earth @ Stem Transitions = Footing Weighl =375.0 1.25 468.6 Key Weight = Vert. component of·active S.P. used for Overturning Resistance.= Total =1,151.5 lbs R.M.=1,399.3 * Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: RetainPrE 10 (c) 1987-2011, Build 10.12.5.14 License : KW-06053109 License·To : AMY QUACH Cantilevered Retaining Wall Design Dode: CBC 2010,ACI 318-08,ACI 530-08 Retained Height -0.50 ft Wall height above soil =6.00 ft Slope Behind Wall =0.00: 1 Height of Soil over Toe =6.00 in Water height over heel =0.0 ft t.Ulullcily- Vvul 1 Iwwl - U.. Fel Used To Resist Sliding & Overturning Surcharge Over Toe =0.0 psf Used for Sliding & Overturning -AxialLo-adAPplied.2.21:--h Axial Dead Load =0.0 lbs Axial Live Load =0.0 lbs Axial Load Eccentricity =0.0 in . Stem Weight Seismic Load Design Summary 1 Wall Stability Ratios Overturning =1.97 OK Sliding - ,4.49 OK Total·Bearing Load =1,152 lbs ..resultant ecc. = 6.99 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =1,150 psf OK Allowable 1,500 psf, Soil Pressure Less Than Allowable ACI Factored @ Toe =0 psf ACI Factored @ Heel . =1,380 psf Footing Shear @ Toe =1.8 psi OK Footing Shear @ Heel =2.0 psi OK Allowable =75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force =137.4 lbs less 100% Passive Force= -156.3 lbs less 100% Friction Force = -460.6 lbs Added Force Reg'd =0.0 lbs OK ....for 1.5 : 1 Stability =0.0 lbs OK Load Factors Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic. E 1.000 C.,mkarna Ai,ar 6-|--1 n n nef Allow Soil Bearing =1,500.0 psf 1, 1 1 1 1 1 Equivalent Fluid Pressure Method Heel Active Pressure =30.0 ps#ft 1 . 1 1 11 1 11 1 1 , t JI 'V' 1. 1 ; '11 11.11 1Passive Pressure . =250.0 ps#ft · ,:, Soil Density, Heel - =110.00 pcf Soil Density, Toe =0.00 pef Footingl]Soil Friction -0.400 Soil height to ignore for passive pressure =12.00 in ' r,,- 7,'73'r3-71 ' 1 4 ,1 Lateral Load Applied to Stem Adjacent Footing Load 1 Lateral Load -0.0 #m Adjacent Footing Load =0.0 lbs ...Height to Tog =0.00 ft Footing Width =0.00 ft ...Height to Bottom =0.00 ft Eccentricity =0.00 in The above lateral load Wall to Ftg CL Dist =0.00 ft has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil = 0.0 ft Wind on Exposed Stem =0.0 psf at Back of Wall Poisson's Ratio -0.300 Fp / Wp Weight Multiplier =0.330 g Added seismic base force -171.2 lbs Seismic Self-Weight acts left-to-right toward retention side. Stem Construction Top SternStem OK Design Height Above Ftc ft =0.00 Wall Material Above "Ht" =Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing = 16.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa = --0.662 Total Force @ Section lbs =167.4 Moment....Actual ,ft-# =555.7 M6ment.....Allowable+ =839.5 Shear.....Actual psi=3.7 Shear.....Allowable psi=38.7 Wall Weight =111.7 Rebar Depth 'd'in =3.75 *LAP SPLICE IF ABOVE in =24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in =6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi =1,500 Fs psi = 20,000 Solid Grouting =Yes Use Half Stresses = n/a Modular.Ratio 'n' i = 21.48 Short Term Factor =1.000 Equiv. Solid Thick.in =7.60 Masonry Block Type =Normal Weight Masonry Design Method =ASD Concrete Data fc psi= Fy psi= RetainPro 10 (c) 1987-2011, Build 10.12.5.14 License : KW-06053109 License To : AMY QUACH Cantilevered Retaining Wall Design Dode: CBC 2010,ACI 318-08,ACI 530-08 Footing Dimensions & Strengths Footing Design Results Toe Width = 0.92 ft Heel Width =1.58 Total Footing Width =2.50 Footing Thickness =12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe =0.00 ft fc =2,500 psi Fy =60,000 psi Footing Concrete Density =150.00 pcf Toe Heel Factored Pressure = 0 1 ,380 psf Mu' : Upward - 0 0 ft-# Mu' : Downward = 3 3 ft-# Mu: Design = -3 3 ft-# Actual 1 -Way Shear =1.81 1.98 psi Allow 1 -Way Shear =75.00 75.00 psi Toe Reinforcing .None Spedd Heel Reinforcing , =None Spedd Key Reinforcing =None Spec'd Min. As % Cover @ Top 2.00 = 0.0018 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not reg'd, Mu <S*Fr Heel: Not reg'd, Mu <S*Fr Key: No key defined -Summag of Overturning & Resisting Forces & Moments .....OVERTURNING..........RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-#lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Seismic Stem Self Wt Total = Resisting/Overturning Ratio 33.8 0.50 16.9 -171.2 4.25 -727.5 -137.4 O.T.M.-710.6 = = 1.97 Soil Over Heel =50.4 0.46 23.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe =50.4 2.04 Surcharge Over Toe = Stem Weight(s) = 726.2 1.25 907.6 Earth @ Stem Transitions = Footing Weighl =375.0 1.25 468.6 Key Weight = Vert. component of active S.P. used for Overturning Resistance. = If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09, 1807.2.3. Total =1,151.5 lbs R.M.=1,399.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: AXIAL ENGINEERING GROUP, INC. SHEET: DATE:10/25/2012 PROJECr: CATALINA 7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN CANOGA PARK, CA 91303 TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@aeg-inc.net JOB No:212-013 ENGR: LQ FOUNDATION DESIGN Soil Bearing Pressure:1500 psf Width of(N) footing:12 in =>Capacity =[(1500 psf) x (12 in) / (12 in)] = Maximum uniform load on (N) footing @ shearline: 1500 #/' SW6.4 Roof Weight (DL): 18 psf Roof Weight (LL): 20 psf Wall Weight:16 psf Plate Height:11 ft Tributary Width:32 ft Roof =[(32 ft) x ((18 psf) + (20 psf))] =1216 #/' Wall =[(11 ft) x (16 psf)] =176 #/' 1392 #t < 1500 #/' => 12" wide footing OK Capacity of concentrated load on 12" wide continuous footing: Depth 18 in Width 18 in Cover 3.5 in P = [(18 in + 18 in + 4 in)/ 12 in] * (12 in/12 in) * 2 ksf =4.94 Kips ROOF AND FLOOR TRUSSES-INCLUDING 4X2 9845 SANTA FE AVE E.- P O BOX 402563 HESPERIA, CA 92340-2563 www.timcotruss.com ststimco@gmail.com (760) 949-2721 (760) 244-2532 FAX (760) 948-5330 1 -800-469-9449 JOB NUMBER:12889 DATE: OCTOBER, 24 2012 CUSTOMER: SYNERGY PROJECT NAME: CATALINA COMMERCIAL CEMTER PLANS /ELEVAT/ONS: COMMERCIAL JOB SITE:2102 N. TUSTIN AVE., SANTA ANA, CA 92705 TIMCO N 1 HESPERIA, CA W-NIA-E i COLA Fab. Lic. # 1682 S PREFABRICATED PER U.B.C., I.B.C., AND ANSI NATIONAL STANDARD LATEST REVISION QUALITY AUDITED BY NATIONAL INSPECTION ASSOCIATION, INC. REVISIONS: JAN 08, 2013, TT Il, TRUSSES "BJ1 & B04" UPDATED FOR DRAG LOADS. "BJ11" ADDED 3-27-2013, TT Il, NO CHANGE ONLY RESEALED WITH NEW STAM P DATED 3-31-2015. t 1,0-ILL 80'-4" 40·- 2" 0 77777;777777 \ rig 40'-2· 4411. illill .ill'll lillil 111111 llllll.1111111 *lilli,'111111 llllll 'llilli llllll 111111. - 111111.1111111 95 : 'lilli,.llllll 111111 ' 111111 -1111111 '111111 - '111111 ODE ////h ' 7///// llllll Ill'll. 111111* ' 1111111 .lilli,,Illll' lilill . 1 lilli. U..L.L.L.L 9 1-I.*. 9 7/U/, . ®C Q111111. 6 6 1 1 CD-6 k f////, 9CLULL --1«1*01 20 1 ! 1 91 11 28'- - 10"1 28'-0" r lilli i 48' 7/14= b 4 (760(949-2721 -#790) 244-2532 SPACING 2-0-0 JOB #32882_PLAN ELEVATION DATF OC I -24-2012 391* TOP.CHORD 2X4 JOB NAMF CATALINA COMMERCIAL CENTER REVISIONS.!8N:,2=2Qll.ILL END CUT ® p ADDRFRS 2102 N. TUSTIN, SANTA ANA DRAG I OADS AND ADDFD R. JII BRG. 917F 2*4 LOADING 20-15-0-5 CUSTOMER SYNERGY ROOF & FLOOR RUSS S PITCLL/12 TC CONTACT JOHN SIEBEL 9845 WETW4H583 .L/12 BC PHONE (EQQL-alizE331 (95L1-628:9.828-(FAX) 1760) 948-5330FAX (800) 469-9449 O.H. TYP. 30-DRAWN BY TIM TIMMERMAN 11 THIS LAYOUT AND HANGERS SHOULD ALWAYS BE REVIEWED BY BUILDING DESIGNER OR PROJECT ENGINEER AND IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO SEE THAT IT IS REVIEWED. ALL HANGERS ARE LABELED IN SIMPSON" NUMBERS UN.O, HANGERS ARE NOT INCLUDED UNLESS LISTED UNDER MISC. ITEMS ON THE BID SHEET. r MIl MiTek 4 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 12889 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Timco. Pages or sheets covered by this seal: R36138887 thru R36138912 My license renewal date for the state of California is March 31, 2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. C,016433 eiR 15 1r OF W March 27,2013 Tingey, Palmer The seal on these drawings indicate acceptance ofprofessional engineering responsibility solely for the truss components shown. The suitability and use ofthis component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. h Truss Truss Type Qty Pty R36138887 12889 A01 Timco Truss and Framing Supply, HESPERIA, CA. 92345 1 -2-6-0 1 7-4-0 24-0 7-4-0 CAL. HIP 7,11-11 10-84 j017-19 2-8-5 2 2 bob Reference (optional) 7.250 8 May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:20 2013 Page 1 ID:aWQIhHladRB41qyp2U4TlxysDYG-hE5QC3 NVaqq\A,hl8tQ,504TWOCZdGgmvqxEbzWkkb 14-0-0 17-4-0 20-0-5 2p-8-p 28-0-0 30-6-0 34-0 3-4-0 2-8-5 017-19 7-4-0 Plate Offsets (X,Y):Ill:0-4-0,Edgel LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Udefl Ud PLATES TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL)-0.23 11 >999 360 MT20 TCDL 20.0 Lumber Increase 1.25 BC 0.63 Vert(TL)-0.81 10-11 >406 180 BCLL 0.0.Rep Stress Incr NO WB 0.26 Hon(TL)0.21 8 n/a n/a BCDL 5.0 Code IBC2O09/TPI2O07 (Matrix)Weight: 232 Ib 2-6-0 Scale = 3%8 - GRIP 220/195 FT = 20% 1:54.7 3; 5,(8 " 4.00 fir 3x4 =1.5x4 Il 3*4 =5*8 22 ¥$ 15 4 5 6 16 17IRI 18 JAO -22 68 = 3x4 z=3*4 - 7-4-0 14-0-0 20-8-0 28-0-0 7-4-0 6-8-0 7-4-0 /2-1<-41 --817 22*41 0 12.. 11 -- 10 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except 4-0-0 oc purlins (4-6-11 max.): 3-7. Rigid ceiling directly applied or 9-9-7 oc bracing, REACTIONS (lb/size) 2=3011/0-5-8 (min. 0-1-10), 8=3011/0-5-8 (min. 0-1-10) Max Hon 2=-55(LC 4) Max Uplift 2=-818(LC 3), 8=-818(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-7439/1907,3-13=-7345/1927,3-14=-7031/1863,14-15=-7032/1863, 4-15-7033/1863,4-16-9034/2386,5-16=-9034/2386,5-17-9034/2386,6-17=-9034/2386, 6-18=-7033/1863, 18-19=-7032/1863, 7-19=-7031/1863, 7-20=-7345/1927, 8-20=-7439/1907 BOT CHORD 2-12=-1771/6936, 12-21=-2215/8475, 1 1-21=-2215/8475, 11-22=-2201/8475, 10-22=-2201/8475, 8-10=-1728/6936 WEBS 3-12=-220/1267, +12=-1890/561, 4-11=-133/834, 5-11=-788/232, 6-11=-134/834, 6-10=-1890/561,7-10=-220/1267 NOTES 1) 2-pty truss to be connected together with lod (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4- 1 rowat 0-9-0 oc. Bottom chords connected as follows: 2 X 4- 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at O-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL==3.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a reptangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 79) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 8-0-0 end setback. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 693 Ib down and 271 Ib up at 20-10-5, and 693 Ibdown and 271 Ib up at 7-1-11 on top chord. The design/selection of such connection device(s) is the resfollsiblitofgthers. EOFC 6rch 27,2013 15!mEgRaaWISnpcE/ainetegaxdREAD-NO7ESONMISANDIELUDED-*inEKREPEJ7£IYCEPAGEWI-747388/ORBUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicabinty of design parameters and proper incorporation of component b responsbility of building designer - not truss designer. Bractng shown is for lateral support of indMdual web members only. Additional temporary bracing to insure slabmty during construction b the responsibunly of the erector. Additional permanent bracing of the overan structure Is the responsibinty of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/,Pll Quality Crile,10. DSB-89 and SCSI Building Componen, Sofely Information available from Truss Plate Institute, 781 N. Lee Street, Suile 312, Alexandria. VA 22314. If Southern Pine{SP} tumber isip«ified, the design valusser, thois elective06/01/2013 by ALSC iTe 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 L -i Job Truss Truss Type Qty Ply R36138887 12889 A01 Timco Truss and Framing Supply, HESPERIA CA. 92345 CAL. HIP 2 2 |Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:20 2013 Page 2 ID:aWQII,HladRB41qyp2U4TlxysDYG-hE5O(3lf,Vaqq\Nhl8tQ!504TWbCZdGgmvqxEbzWkkb LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80,3-14=-80, 14-19=-191,7-19=-80,7-9-80,2-8=-24(F=-14) Concentrated Loads (lb) Vert: 3=-6937=-693 l 7 AWARNING ·Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REPERENCE PAGE MI!-7473 BEFORB USS Design valid for use only with MiTek connectors. This design b based only upon parameters shown. and is for on indMdual building component. ApplicabiBly of design parameters and proper incorporation of component is responsibBity of bunding designer - not truss designer. Bracing shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bractng of the overaO structure is the responsibmty of the building designer. For general guidance regarding MiTek* fabrication, qualily control storage, delivery, erection and bracing, consult ANSI/TP11 Qui[Hy Criteria, DSB-89 and SCSI BuOdtng Component 7777 Greenback Lane, Suite 109Safely Information available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria. VA 22314.Cdrus Heights, CA, 95610If South ern Pine (SP} lumber b specified, the disign values gre those e#active 06/01/2013 by ALSC . Job Truss Truss Type Qty Pty R36138888 12889 A02 CAL. HIP 2 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 1 -2-6-0 1 7-2-13 2-6-0 7-2-13 1 9-4-0 9-11-11 14-0-0 2-1-2 0-7-19 4-0-5 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc Wed Mar 27 10:03:22 2013 Page 1 ID:aWQIhHladREMIqyp2U4TlxysDYG-dd[)BdI<M_184YIDqgFHSmAD4SKI01Yly[)DJ21UzWkkZ ' 1= M? =2 1 1=7128-0-0 7-2-13 Scale = 6,06 - 6*6 = 3*4 -4.00 [iy 1.5x4 0 4 15 16 5014 rsa r---6 1.54 0 3)06 =11 10 5*8 .0 18-8-0 28-0-0 1:54.7 il O ,, /«1 LO 'LE J --lir r CZZ> 9 5 9-4-0 ' 9-4-0 Plate Offsets (X.Y):12:0-2-12,0-1-81,14:0-3-0,0-1-131.16:0-3-0,0-1-131.18:0-2-12.0-1-EL. 110:0-4-0,0-3-01 9-4-0 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL)-0.14 2-11 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL)-0.47 10-11 >704 180 BCLL 0.0 *Rep Stress Incr YES WB 0.24 Horz(TL)0.12 8 n/a rda BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 117 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except 2-0-0 oc purlins (4-4-14 max.): 4-6. Rigid ceiling directly applied or 9-3-2 oc bracing, REACTIONS (lb/size) 2=1296/0-5-8 (min. 0-1-8), 8-1296/0-5-8 (min. 0-1-8) Max Hon 2=63(LC 3) Max Uplift 2=-394(LC 3), 8=-394(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12-2541/566, 3-12=-2458/587, 3-13=-2250/534,4-13-2228/539, 4-14-2130/522, 5-14-2131/522, 5-15=-2131/522,6-15-2130/522,6-16-2228/539, 7-16=2250/534, 7-17=-2458/587, 8-17=-2541/567 BOT CHORD 2-11=-513/2321, 10-11=-520/2423, 8-10=-451/2321 WEBS 3-11=-462/149,4-11=-99/535, 5-11=-438/157, 5-10=-438/157, 6-10=-100/535, 7-10=-462/149 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opst BCDL=3.Opst h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psY bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 8) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard r - 1-15 7March 27,2013 \21.43 AWARNING ·Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREPERENCEPAGEM]1-7473 BEFORB USE Design valid for use only with Mfek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicabinly of design parameters and proper incorporation of component is responsiblity of bunding designer - not truss designer. Bradng shown Is for lateral support of IndMdual web members only. Additional temporaly bracing to Insure stabmty during construction b the responsibunly of the ereclor. Additional permanent bracing of the overall structure Is the responsibinty of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing. consult ANSI/Trll Quallty Crlterto, DSB-89 and BCSI Bunding Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. If Southern Plne (SP} tumberlsspecified, the disign valutieri those affective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 . Job Truss Truss Type Qty Ply R36138889 12889 A03 CAL. HIP 2 1 IJob Reference (optional) Timco Truss and Framing Supply, HESPERIA CA 92345 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:23 2013 Page 1 ID:aWQIhHladRB4lqypZU4TlxysDYG-5pnZq4NcnVCPNNPsp?z?jRTD8keymzt6SobqwzWkkY -2-6-0 7-2-13 9-4-0 11-11-11 14-0-0 16-0-5 18-8-0 20-9-3 28-0-0 2-6-0 7-2-13 2-1-2 2-7-11 2-0-5 2-0-5 2-7-11 2-1-2 7-2-13 1=01 Scale = 1:54.7 5*8 5 1.5*4 11 4.00 liF 1.5x4 || 10 11 275*8 4 11 3x4 - 'ELL Isa 28 1.5*44> 13 \24 25 26 12 -- 16 5,(8 - 18-8-0 9-4-0 20 5 7 4 21 2. 17 3)(8 - 14 94-0 28-0-0 11 1 tin - \-\--r*»25 5- 9-4-0 9-4-0 Plate Offsets (X.Y):12:0-2-12.0-1-81. 114:0-2-12.0-1-81. 116:0-4-0.0-3-01 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)1/den Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL)-0.14 2-17 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL)-0.48 16-17 >686 180 BCLL 0.0.Rep Stress Incr YES WB 0.27 Hon(TL)0.13 14 n/a rda BCDL 5.0 Code IBC2009/TP12007 (Matrix)Weight: 124 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No,1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except 2-0-0 oc purlins (4-4-8 max.): +12. Rigid ceiling directly applied or 9-1-8 oc bracing. REACTIONS (lb/size)2=1311/0-5-8 (min. 0-1-8),14=1311/0-5-8 (min. 0-1-8) Max Horz 2=70(LC 3) Max Uplift 2=-395(IC 3), 14=-395(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (It)) or less except when shown. TOP CHORD 2-18=-2587/571,3-18=-2503/591,3-19=-2296/540,4-19-2273/546,4-21=-2174/563, 6-21=-2174/563,6-22=-2175/563, 22-23=-2175/563,8-23=-2175/563,8-24=-2175/563, 24-25=-2175/563,9-25=-2175/563,9-26-2174/563,12-26=-2174/563,12-28=2273/546, 13-28=-2296/540, 13-29=-2503/592, 14-29=-2587/571 BOT CHORD 2-17=-525/2364, 16-17=-536/2485,14-16=-455/2364 WEBS 3-17=-466/135,4-17=-105/546,8-17=-483/186,8-16=-483/186,12-16=-105/546, 13-16=466/136,5-6--335/44 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf, BCDL=3.Opst h=258; Cal. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIMPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all 0 Panel points along the Top Chord, nonconcurrent with any other live loads. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASECS) Standard ?ROFESS/0., C 0 643 1-15 1 0F C arch 27,2013 AWARNING · Verify design parcmeters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with Mirek connectors. This design b based only upon parameters shown, and is for an individual building component. Appllcabinly of design parameters and proper incorporation of component b responsibility of bunding designer - not truss designer. Bracing shown Is for loteral support of indMdual web members only. Additional temporary bracing to Insure stabmly during constuction b the responsibnnly of the erector. Additional permanent bracing of the overall structure Is the responsibmly of the building designer. For general guidance regarding fabricallon. quality control storage, delively, creation and bracing. consult ANSIMP,1 Qually Crtleria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314, If Southern Pin,(SP) lumbe, is :perified. the design values gre those «Mective 06/01/201 3 by ALSC iTe * 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 t Job Truss Truss Type Qty Pty R36138890 12889 A04 COMMON 1 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 -2-6-0 1 7-4-14 Z2-6-0 7-4-14 14-0-0 6-7-2 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:24 2013 Page 1 ID:aWQIhHladREMIqyp2U4TlxysDYG-Zot-*2QOEYoKG_W_3NiUEFe0NXBzw'VRZFh48NMz\Nkle< 20-7-2 28-0-0 6-7-2 7-4-14 1 12# 1 5*«11 \X \7- m-- i 11 ./--0 9--11-11 18-0-5 28-0-0 9--11-11 8-0-9 9-11-11 Scale =1:530 5,<6 = 4 4.00 [E 11 d>97\X<Z>- 12 1.5*4 4 --9 1 \-1.5x4 4> 11 \X LO Ng/\Af/-\23< 316«=S =3»ZE I9 8 3x4 =66 = Plate Offsets (X.Y):13:0-3-0.Edael LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden 1/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL)-0.20 2-9 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.51 Vert(TL)-0.52 2-9 >635 180 BCLL 0.0 *Rep Stress Incr YES WE; 0.24 Horz(TL)0.11 6 rda n/a BCOL 5.0 Code IBC2009/TPI2007 (Matrix).Weight: 111 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 9-7-1 oc bracing. REACTIONS (lb/size) 6=1296/0-5-8 (min. 0-1-8), 2=1296/0-5-8 (min. 0-1-8) Max Hon 2=-82(LC 4) Max Upiift 6=-369(LC 6), 2=-369(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-2549/512,3-10=-2468/533,3-11=2150/439,4-11-2076/450,4-12=-2076/450, 5-12=-2150/439, 5-13=-2468/533, 6-13=-2549/512 BOT CHORD 2-9=-479/2331, 8-9=246/1609,6-8=-400/2331 WEBS 4-8=-113/585,5-8=-525/216,4-9=-113/585,3-9=-525/216 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph: TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11: Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) · This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASECS) Standard 05:ROFESS/OW 5 47*OFC 49191933 fl*INEER 27,2013 WARNING - Verin# design parameters and READ NOTESON THISAND INCLUDED BUTEK REPERENCE PAOBM!!·7473 BEFORB USE. Design valid for use only with Minek connectors. Ihis design is based only upon parameters shown. and is for an individual building component. Applkabmly of design parametels and proper incorporation of component b respons,buily of buding designer - not truss designer. Bracing shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stabinly during construction is the responsibnaly of the erector. Additional permanent bracing of the overall structure is theresponsibinly of the building designer. For general guidance regarding fabrication. quality control storage. delively, erection and bracing. consult ANSI/Till Quality Crnero, 038-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. If Southern Pine (SP} tumber b specified, ths design viluss *re thme •flactive06/01/2013 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138891 12889 Bol SLOPING FLAT Timco Truss and Framing Supply, HESPERIA, CA. 92345 MM?1 10:010 i Ft° 113-3-r I 19-4-9 1 2 Lob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:26 2013 Page 1 ID:aWQIhHladRB#lqyp2U4TlxysDYG-WOShT6PU4Qa_EqBRU7XiK35jix23zCzY81·IFRFzWkkV 23-11-6 28-4-5 3Mt" 1 40.2-0 2+U 4-8-13 4-0-11 J .+10 4.00 Iii 2x5 ||0.38 [i3 21--sA 2 4x5 5 3 4*4 = 8*10*z 1.5x4 || 5)<8 4 1.5x4 3x4 =:1.5x4 I I 1 24 5 25 6 26 7 27 8 28 9 29 10 4 i 19 18 17 16 15 14 13 5-10-13 Scale= 1:70.1 2 6,(8 = 11 6x16 == 30 11 E 12 2 1.-Z-£ 2,(4 ||.A. -8x12 MT20H =5,06 -4x10 -8)(12 MT20H -6*12 -5,06 11 2-2-12 1 mil = 1 1000 14·11-12 23-11-6 34·10-12 1 4020 14-6-0 4-11-12 8-11-10 10-11-6 5-3-4 0-2-12 Plate Offsets (X.Y):14:0-7-0,0-5-41, 19:0-4-0.0-3-01,111:0-5-12.0-3-01.112:Edae,0-3-81 113:0-2-12.0-3-01. 114:0-6-0.Edqel. 117:06,0,0*81 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 18.0 Plates Increase 1.25 TC 0.88 Vert(LL)0.53 14-15 >851 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.92 Vert(TL)-1.9314-15 >234 180 MT20H 165/146 BCLL 0.0 *Rep Stress Incr NO WB 0.82 Horz(TL)0.13 21 n/a n/a BCDL 5.0 Code IBC2009fTPI2007 (Matrix)Weight: 477 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 6 DF SSG *Except* 17-19: 2 X 6DF No.2 G WEBS 2 X 4 DF Std G *Except* 11-12,2-17,11-13: 2 X 4 DF No.1&Btr G OTHERS 2 X 8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10*0 oc bracing. WEBS 1 Row at midpt 4-17 REACTIONS (lb/size)18=5205/0-5-8 (min. 0-2-12), 21=4540/0-6-6 (min. 0-1-8) Max Horz 18=303(LC 5) Max Uplift 18=-604(LC 5), 21=-648(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-31/282, 4-16-118/1499, 3-4=-346/65, 4-24=-13173/1964, 5-24=-13164/1966, 5-25-15873/2287,6-25=-15869/2288, 6-26=-15872/2291,7-26=-15868/2292, 7-27-15892/2225,8-27=-15885/2226,8-28=15888/2230,9-28-15884/2231, 9-29=-7995/1104,10-29=-7989/1105,10-30=-7997/1111,1 1-30=-7989/1112, 12-20=-33/407,11-20=-33/407 BOT CHORD 17-18=-654/3367,16-17=-1988/12947, 15-16=-2142/14068,14-15=-2428/16237, 13-14=-1858/12509,12-13=145/815 WEEBS 2-18=-5510/655,2-17=-684/5347, 24=-3601/571,4-17=-10642/1482,5-15=-285/2545, 6-15=-359/89, 7-15-576/94, 7-14=-555/177,8-14=-418/111, 9-14=499/4033, 9-13=-5106/807,10-13=-559/169,11-13-1159/8320,1-18=-375/91,5-16=-1467/171, 11-21=-4930/709,20-21=-290/1928 NOTES 1) 2-ply truss to be connected together with 10! (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4- 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6-2 rows at 0-9-0 oc. 2 Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (ED face in the LOAD CASE(S) section. Ply to pty connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live foads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise) gable end zone; ' cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members Q C 6433 1 OF AU arch 27,2013 SHEER * Verin, design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REPERENCE PAGE MIl·7473 BEFORB USB Design valid for use only with M]Tek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicabinty of design parameters and proper Incorporation of component is responsiboily of bunding designer - not truss designer. Bradng shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stability durtng construction b the responsibnity of the erector. Additional permanent bracing of the overall structure is the responsibilly of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSIMPI 1 Quallty Criteria. DSB-89 and BCSI Bunding Component Safety Inforrnation available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. If Southern Pin, ISP} tumbe, 13 *pecified. the de,Ign values are those dictiv®06/01/2013 bvALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 3- . Job Truss Truss Type Qty Pty R36138891 12889 B01 Timco Truss and Franvng Supply, HESPERIA, CA 92345 SLOPING FLAT 1 2 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:26 2013 Page 2 ID:aWQIhH1 adRB#lqyp2U4TlxysDYG-WOShT6PU4Qa_EqBRU/XiK35jixZ3zCzYBA FRFzWkkV NOTES 10) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) Girder carries tie-in span(s): 10-0-0 from 000 to 39-6-12 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Regular Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-76, 4-11=-76, 12-19=-172(F=-162) AWARNING · Verity design parameters and READ NOTES ON THISAND INCLUDED MITEK REPERENCE PAGE M]!·7473 BEFORB USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an IndMdual building component. Applicabilily of design parameters and proper incorporation of component is responsibmty of building designer - not truss designer. Bradng shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stability during construction b the responsibunty of the erector. Additional pemlanent bracing of the overall structure is the responsibiNty of the building designer. For general guidance regarding fabrication. quality control. storage, delively. erection and bracing, consult ANSI/!Pll Quarily Criteria, DSB-89 and SCSI BundIng Component Safety Information available from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria, VA 22314. Il Southern Pine (SP) lumber i, specifi ed. the d,sign vatutiere those efTective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ..@ Job Truss Truss Type Qty Pty R36138892 12889 802 SLOPING FLAT 45 1 IJob Reference (optional) Tin= Truss and Frarning Supply, HESPERIA, CA 92345 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:27 2013 Page 1 ID:aWQIhHladR84!qyp2U4TlxysDYG-_b04gSQ64irrje2,2,(tHdtrivCidGiNVIp_hz\AckU 5-44 1 104-0 14-7-14 19-7-8 24-1-3 I 29*8 33-9-15 1 40-2-0 I 5,£ 3 1 4-7-10 4-7-14 4-11-11 4-5-10 4-3-7 6-4-1 Scale = 1:70. 4.00 Iii-2x4 zz 22 3 0.38 |Ti 4x10 & -6*8 = 0 1.5x4 ||6x16 = 21 1.5x4 |I 3x4 =1.5x4 Il 9 28 10 8x8 = 23 25 7 26 8 27 21120 18 17 16 15 14 13 12 11 2x4 || .... -6,66 =2(4 ||4x10 -6x16 MT20H -5x10 -3*4 || 2-2-12 1 62% 11 230 1 4-7-10 4-7-14 9-5-5 9-8-12 6-4-1 100-0 14-7-14 24-1-3 33-9-15 40-2-0 0-2-12 Plate Offsets (X.Y):14:0-2-8,0-3-81,18:0-3-0.0-3-01.110:0-5-12.0-3-01,112:0-1-12,0-2-El. 113:0-7-12,0-3-01. 116:0-2-8,Edqel LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL)-0.42 13-14 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL)-1.62 13-14 >279 180 MT20H 165/146 BCLL 0.0 *Rep Stress Incr NO WB 0.94 Horz(TL)0.18 20 n/a rda BCDL 5.0 Code IBC2009fTPI2007 (Matrix)Weight: 219 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G *Except* 1-3: 2XeDF No.2 G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G 'Except* 10-11,10-12: 2 X 4 DF No. 1&Btr G OTHERS 2 X 8 OF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. WEBS 1 Row at midpt 2-17,4-16 REACTIONS (lb/size)17=1885/0-5-8 (min. 0-2-0), 20=1687/0-6-6 (min. 0-1-8) Max Horz 17=270(LC 5) Max Uplift 17=-118(LC 5), 20=-166(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-23/280, 3-4=-366/52,4-23=-5551/629, 5-23=-5547/630, 5-24=-5553/635, 6-24=-5548/636,6-25=-5809/333,7-25=-5804/334,7-26-5811/339,8-26=-5805/340, 8-27=-2917/202,9-27=-2908/203,9-28=-2919/209, 10-28=-2912/209 BOT CHORD 16-17=-244/1123,15-16=-575/4253,14-15=-585/4311.13-14=-628/5964,12-13=-272/4504, 11-12=-58/283 WEBS 2-17=-2082/136,2-16-159/1625,2-4=-1183/213,4-16=-3508/409,4-14-122/1483, 5-14=-451/140,6-14=-619/0, 6-13=-327/309, 7-13=-610/0, 8-13=-129/1484, 8-12=-1950/36,9-12=-466/145, 10-12=-216/3059, 1-17=-381/67,10-20=-1853/191, 19-20=-100/775 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opst BCDL=3.Opst h=25ft; Cal. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 330.0lb AC unit load placed bn the top chord, 26-9-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 0) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green 10mber members. 8) Bearing at joint(s) 20 considers parallel to grain value using ANSITTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). tr S. 7/9 C 04 3 4 5 47*OF A Marr·h 97 Onl Q G\NEER * LOAD CASE(S) Standard Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCE PAGE MII·7473 BEFORE USE Design valid for use only with MiTek connectors. This design b based only upon parametels shown. and is for an individual building component. Applicabinly of design parameters and proper incorporation of component b responsibility of building designer - riot truss designer. Bradng shown Is for lateral support of indMdual web members only. Additional temporary bracIng to insure stability dudng construction b the responsibty of the erector. Additional permanent bracing of Ihe overall structure Is the responsibinity of the building designer. For general guidance regarding fabrication, qualily control. storage. delivery, erection and bracIng, consult ANSI/TPIl Qualify Crileria. DSB-89 and 8CSI Building Component Sofety Information available from Truss Plate Institute. 781 N. Lee Street. Suile 312. Alexandria. VA 223t4. If Southern Pine (SP} lumber 13 specified. the disign values *re those effective 06/01/1013 by ALSC MiTek 7777 Greer,back Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138892 12889 B02 SLOPING FLAT 45 1 Tin,co Truss and Framing Supply, HESPERIA CA 92345 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:27 2013 Page 2 ID:aWQIhHladRB#Iqyp2LMTIxysDYG-__004gSQ6'jirr_je2dxtHdtrivCidGiNVlp_hzWk<U LOAD CASECS) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-80(F=-10), 4-10=-70, 11-18=-10 Concentrated Loads (lb) Vert: 8=-1657=-165 f WARMING · Verify design parameters and READ NOTES ON THIS AND INCLUDED MIl'EK REFERENCE PAOB MI!-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and Is foran individual building component. Applicabinty of design parameters and proper incorporation of component b respons[bBity of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibmly of.the erector. Additional permanent bracing of the overall structure Is the responsibmly of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consutt ANSI/!Pll Quatily Crtle,la. DSB-89 and BCSI Building Componenl Salety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. If Southern Pine(SP) lumbe, 1, specified, the design values ire those effective 06/01/2013 by ALSC ie ' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138893 12889 803 SLOPING FLAT Timco Truss and Framing Supply, HESPERIA, CA. 92345 Mi?1 1.019 1 13-to 1 1,311 1 2 2 |Job Reference (optional) 7.250 8 May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:29 2013 Page 1 ID:aWC]thHladREMIqyp2U,1TlxysDYG-wz8q58RNNLyZ5lt0AG4PyijEx9amAZLqpVA,2azWkkS 19-4-9 23-11-6 28-4-5 33-10-13 40.2-0 4-0-U Z-4-U 4-4- ID 4.00 Hi 2x5 || 3 0.38 |i 2 4x4 = 224*5 5 8xl 04=1.5x4 || 5*8 =1.5x4 3x4 =1.5x4 Il 1 4 24 5 25 6 26 7 27 8 28 9 29 10 4 LE i 19 18 17 16 15 14 13 5-10-13 Scale = 1:70.' 11 6x16 == 30 11 12 ZI-Z-£ 2,(4 | |.A. --8x12 MT20H =5*6 -4x10 -8x12 MT20H -6x12 zz 5>06 || 2-2-12 1= 11 :2 1 100-0 14-11-12 23-11-6 4-6-0 4-11-12 8/11+10 34-10-12 46.2-0 J10-11-6 544 0-2-12 Plate Offsets (X.Y):14:0-7-0,0-5-41,19:0-4-0,0-3-01,111:0-5-12,0-3-01.112:Edge.0-3-81 113:0-2-12,0-3-01,114:0-6-0,Edqel. 117:0-6-0,0-4-81 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 18.0 Plates Increase 1.25 TC 0.88 Vert(LL)0.53 14-15 >851 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.92 Veil(TL)-1.93 14-15 >234 180 MT20H 165/146 BCLL 0.0.Rep Stress Incr NO WB 0.82 Hor'z(TL)0.13 21 rda nia BCDL 5.0 Code IBC2009fTPI2007 (Matrix)Weight: 477 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2X6 DFSSG *Except* 17-19: 2 X 6 DF No.2 G WEBS 2 X 4 OF Std G *Except* 11-12,2-17,11-13: 2 X 4 DF No.1 &Btr G OTHERS 2 X 8 OF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-17 REACTIONS (lb/size)18=5205/0-5-8 (min. 0-2-12), 21=4540/0-6-6 (min. 0-1-8) Max Horz 18=303(LC 5) Max Uplift 18=-604(LC 5), 21=-648(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22.-31/282,4-16-118/1499,3-4=-346/65,4-24=-13173/1964,5-24=-13164/1966, 5-25=-15873/2287,6-25-15869/2288,6-26-15872/2291,7-26=-15868/2292, 7-27=-15892/2225,8-27=-15885/2226,8-28-15888/2230,9-28=-15884/2231, 9-29=-7995/1104, 10-29=-7989/1105, 10-30=-7997/1111, 11-30=-7989/1112, 12-20=-33/407, 11-20=-33/407 BOT CHORD 17-18=-654/3367,16-17=1988/12947,15-16=-2142/14068,14-15=-2428/16237, 13-14=1858/12509, 12-13=-145/815 WEBS 2-18=-5510/655, 2-17=-684/5347, 24-3601/571, 4-17=-10642/1482, 5-15=-285/2545, 6-15=-359/89, 7-15-576/94, 7-14=-555/177, 8-14=-418/111, 9-14=499/4033, 9-13=-5106/807,10-13-559/169,11-13-1159/8320,1-18=-375/91, 5-16-1467/171, 11-21=4930/709.20-21-290/1928 NOTES 1) 2-pty truss to be connected together with 10! (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4- 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6-2 rows at 0-9-0 oc. f Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to pty connectjons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. ?ROFESS/0/1,<f'VERS. T//149 A \,9 +9.0 2 1 1. CD m m 30 * . -31-15 *4-490 L arch 27,2013 Verify design parameters and READ NOTES ON THIS AND INCLUDED BUTEK REFERENCE PAGE MH·7473 BEFORE USE.ik"!&&122 Design valid for use only with Murek connectors. This design Is based only upon parameters shown. and is for an IndMdual building component. Applicabinly of design parameters and proper incorporation of component is responsibnity of bunding designer - nol truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibinty of the building designer. For general guidance regarding fat,rication. quatily control storage. delvery. erection and bracing. consult ANSUIP 1 Quality Crite,la. DSB-89 and BCS! BundIng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Il Southern P ine {SP} lumbe, 13*pecified. the design valu,s Gre those effective 06/01/2013 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 7-2-ir Job Truss Truss Type Qty Pty R36138893 12889 803 Timco Truss and Frarning Supply, HESPERIA. CA. 92345 SLOPING FLAT 2 2 |Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:29 2013 Page 2 ID:aWQIhHladRB4lqyp2U4TlxysDYG-wz8q58RNNLyZ5ltoAG4PyijE.*gamAZi_qpvmazWkkS NOTES 10) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angte to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.Olb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) Girder carries tie-in span(s): 100-0 from 0-0-0 to 39-6-12 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3-76,4-11-76,12-19=-172(F=-162) WARNING · verify design parameters and READ NOTES ON TWISAND INCLUDED MITEK REPERENCE PAGB MH.7473 BEFORB USE. Design valld for use only with Mirek connectors. Thb design b based only upon parameters shown. and is for an individual building component. Applicabmly of design parameters and proper incorporation of component b responsibmty of buBding designer - not truss designer. Bracing shown is for lateral support of tndividual web membels only. Additional temporary bracing to insure stabmly during construction b theresponsibanty of the erector. Additional pemlanent bracing of the overall structure is theresponsibinly of the building designer. For general guidance regarding fabrication, quality control storage. deliver, erection and bracing. consult ANSI/TPI 1 QuaOty Criteria, DSB-89 and SCSI Bunding Componenl Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 31 2 Alexandria. VA 22314. Il Southern Pine ISP} tumber is specified, the disign values we those efTe,tive 06/01/2013 by ALK 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138894 12889 B04 Timco Tresa and Framing Supply, HESPERIA, CA. 92345 5-4-4 5-44 MONO TRUSS 9.11-2 I 4-6-14 1 2 bob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:30 2013 Page 1 ID:aWQIhH1 adR84!qyp2U#TlxysDYG-OAiCIUS?Be4QiRSDjzbfVvFPj'(2Sv0b83TGTa0z\Md* 14-0-7 18-5-9 22-10-12 28-0-0 4-1-4 4-5-3 4-5-3 5-14 Scale = 1:48.6 0.38 [E 8x10 MT20H =1.5)<4 || 1 13 2 14 1 BE*tIZII 1.5x4 Il 6><8 MT20H -1.5x4 I I ex8 MT20H 3x10 3 16 0 --kir/004717 191>0 u ,A A AA A A /fA #fAA/4 2x4 11 M = 10 9 8 12 11 6x8 =4x10 ==2x4 11 5-4-4 14-0-7 22-10-12 28-0-0 54-4 8-8-3 8-10-6 5-1-4 Plate Offsets (X,Y):11:Edge,0-3-81.15:0-3-4.Edael. 17:0-3-4.0-2-01.110:0-3-12.0-3-01 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL)-0.05 10 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.44 Vert(TL)-0.22 9-10 >941 180 MT20H 165/146 BCLL 0.0 *Rep Stress Incr NO WE3 0.78 Hon(TL)0.09 8 n/a rda BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 265 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, BOT CHORD 2 X 4 OF No.1&Btr G except end verticaIs. WEEBS 2 X 4 OF Std G *Except*BOT CHORD Rigid ceiling directly applied or 5-10-8 oc bracing. 1-12,7-8: 2 X 4 DF No.1&Btr G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THEREACTIONSAll bearings 5-6-0 except Ot=length) 8=Mechanical, 9=0-5-8.SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (lb) - Max Horz 12=296(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) except 12-855(LC 11), 8-597(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 8 except 12=944(LC 10), 1 1=6320(LC 9), 9=7020(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=all/852, 1-13=-1773/3748, 2-13=-1090/3226, 2-14=-633/2628, 3-14=-17/2154, 3-15=-6142/1407,4-15=-5674/915, +16=-5288/628,5-16=4783/105, 5-17=-1540/3873, 6-17=-665/3073, G-18=-572/2914, 7-18=-139/2575, 7-8=-149/616 BOT CHORD 11-12=-6023/6205,10-11=-2716/5959,9-10=-948/3490 WEBS 1-11=-4397/1851,2-11=-2452/0,3-11=-6990/916,3-10=-894/2484,4-10=2030/0, 5-10=-893/3347, 5-9=-6351/579, 6-9=-2346/0, 7-9=-3218/185 NOTES 1) 2-ply truss to be connected together with 10d (0.148"*3") nails as follows: Top chords connected as follows: 2 X 4- 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at O·9-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 4) All plates are MT20 plates unless otherwise indicated. 05) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 6000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-4-4 for 1120.6 pif. 12) Girder carries tie-in span(s): 13-0-O from 0-0-0 to 28-0-0 //22 /(r 7--March 27,2013 LOAD CASE(S) Standard Verify design parameters and READ NOTES ON TWIS AND INCLUDED MITEK REPERENCE PAGE MIt·7473 BEFORE USE Design valid for use only with Mirek connectors. This design b based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component b responsibility of building designer- not truss designer. Bradng shown Is for lateral support of indMdual web members only. Additional temporary bracing to insure stability during construction is the responsibmity of the erector. Additional pe,manent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Bunding Component Safely Informallon available from Truss Plate Institute. 781 N. Lee Sfreet, Suite 312. Alexandria, VA 22314. If Southern PineISP} timber is specified, the design values gre those effictive 06/01/2013 by ALSC 4iiCE!,ilkil 1-1 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138894 12889 B04 Tirnco Truss and Franing Supply, HESPERIA, CA. 92345 MONO TRUSS 1 2 |Job Reference (optional) 7.250 3 May 112011 MiTek Industries, Inc. Wed Mar 27 10:03:30 2013 Page 2 ID:aWQIhHladRBVIciyp2U#TlxysDYGOACIUS?Be4QiRSDjzbf*FPJY2Sv0b83TGTa0zWkkR LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-7=-442, 8-12=-10 AWARNING - Verify design parameters and READ NOTES ON TNISAND INCLUDED BUTEK REPERENCE PAGE !01-7473 BEFORB USB Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabinty of design parameters and proper Incorporation of component b responsibility of bunding designer - not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporaly bracing to Insure stabiBly during construction is the responsibnnly of the erector. Additional permanent bracing of Ihe overall structure Is the responsibinly of the building designer. For general guidance regarding fabrication, quality control storage. delivery. erection and bracing. consult ANSI/!Plt Quality Criteria, DSB-89 and SCSI Bunding Componen! Sately Information available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria. VA 22314. If Southern Pine ISP} tumbe, li :pecified, the disign vatues are those effective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Th Job Truss Truss Type Qty Pty R36138895 12889 805 SPECIAL 3 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 5-9-0 1 5-9-0 11-5-11 5-8-10 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:31 2013 Page 1 ID:aWQIhHladRB4lqyp2U4Tlx'yst)YG-sMGaWDTdvyCGKO0PHg6ul7004yOveTJH!7?07TzWkkQ 16-10-7 21-4-0 28-0-0 5-4-13 4-5-9 6-8-0 Scale: 1/4'61' 0.38 |iF 3,¢6 =3]a = 4=6==33&==A 1.5*4 ]1 5,6 =1.5x4 | I Bx10 MT20H - 17 5 18 19 6 315164 Ntl« 0 11 2x4 11 10 4x4 9 8 7 5)8 =48 =4*611 2-2-0 11-5-11 21-4-0 g 28-0-0 2-2-0 9-3-11 9-10-5 6-8-0 Plate Offsets (X,Y):M:0-3-0.0-3-01.16:0-36.Edgel, 17:Edge,0-3-81,19:0-4-0,0-3-01 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL)-0.17 8-9 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.43 Vert(TL)-0.35 8-9 >872 180 MT20H 165/146 BCLL 0.0 *Rep Stress Incr NO WB 0.81 Horz(TL)-0.03 7 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 130 Ib FT = 20% LUMBER TOP CHORD 2 X 4 OF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 OF Std G *Except* 6-7: 2X4DF No.1&Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc putlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 7-2158/Mechanical, 10=2576/0-5-8 (min. 0-2-12) Max Horz 10=91(LC 4) Max Upiift 7=-613(LC 5), 10=-780(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13-218/1576,2-13-219/1581, 2-14-911/1131, 3-14-906/1130, 3-15-911/1138, 15-16=-910/1138,4-16=-906/1137,4-17=-1033/891,5-17=-1027/890,5-18=-1035/898, 18-19=-1030/897, 6-19=-1029/897, 7-20=-2124/621, 6-20=-2124/621 BOT CHORD 9-10=-669/0,8-9-1150/1182 WEBS 1-10=-2248/369, 2-10=-1544/953, 2-9=-598/1325, 3-9=-341/266, 4-9=-411/122, 4-8-323/350,5-8=-351/268,6-8=-914/1064 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=5.Opst BCDL=3.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psY bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all $ panel points along the Top Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1536 Ib down and 103 Ib up at 0-1-12, and 1536 Ib down and 103 Ib up at 27-10-4 on top chord. The design/selection of such cnnection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-50,7-11=-10 Concentrated Loads (lb) Vert: 1--1536 6=-1536 52 ( C 0405 OFC larch 27,2013 £LWARNING · Verify design par€oneters and READ NOTES ON THIS AND INCLUDED BUTEK REPERENCE PAGE M]1·7473 BEFORB USE Design valid for use only with MITek connectors. Ths design Is based only upon parameters shown. and is for an individual building component. Applicabinly of design parameters and proper incorporation of component b responsibnity of building designer - not truss designer. Bracing shown is for lateral support of indMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibialy of the building designer. For general guidance regarding fabrication, quality control storage, deliver, erection and bracing. consult ANSI/!Pll Quality Criteria. DSB-89 and BCSI Building Component Safely tnformallon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. H Southern Pine(SP} lumber b specified, the design values gra thole aEactive 06/01/2013 by ALSC ie ' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Truss Truss Type Qty Pty R36138896 12889 806 SPECIAL 1 1 Tirnco Truss and Framing Supply, HESPERIA, CA. 92345 5-9-0 11-5-11 5-9-0 5-8-10 1 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:33 2013 Page 1 ID:aWQIhH1 adRB41qyp2U4TlxysDYG-oINUMARZT_ZvAr,P59M7YtulmzF6KRaIQU?BLzWkkO 22-2-7 27-10-4 36-1-101173-8-135-74 5-7-13 Scale = 1.61. 0.38 fii- 6,<8 1.5x4 I I 5x16 ==8*16 -1.5*4 Il 1.5x4 Il 22 5 23 624 25 7 26 8 4,6 =5*10 = 1 18 2 19 3 20 21 4- r. III 8 15 13 12 11 14 2)(4 ||6,6 =6*16 MT20H -8x12 MT20H -3x10 I I 2-2-02-4112 11-5-11 22-4-2 27-10-4 2-2-00-1212 9-0-15 10-10-7 5-6-2 Plate Offsets (X.Y):14:0-2-8,0-3-01,18:0-7-4.Edael. 110:0-5-12.0-3-121. 112:0-5-12.Ed( el. 116:0-2-4.0-3-01, 116:2-4-12.36-0-121 31-11-15 4-1-11 LOADING (psf)SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.99 TCDL 15.0 Lumber Increase 1.25 BC 0.88 BCLL 0.0.Rep Stress Incr NO WB 0.96 BCDL 5.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1 &Btr G *Except* 8-9: 2 X 4 DF Std G, 9-12: 2 X 6 DF SS G WEBS 2 X 4 DF Std G *Except* 8-16,6-11: 2 X 8 DF No.2 G, 2-13,8-10: 2 X 4 DF No.1&Btr G 1-ZI 10 9 316 -3,(4 | | 36-1-10 4-1-11 GRIP 220/195 165/146 DEFL in (loc)Uden Ud PLATES Vert(LL)-0.4312-13 >938 360 MT20 Veil(TL)-1.2412-13 >323 180 MT20H Horz(TL)-0.02 16 n/a rda Weight: 190 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 1 Row at midpt +13,6-10 REACTIONS (lb/size)14=3424/0-5-8 (min. 0-3-10),16=3520/0-6-6 (min. 0-1-8) Max Hon 14=99(LC 4) Max Uplift 14=-1003(LC 3), 16=-888(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-215/1571,2-18=-216/1576,2-19=-3893/1913,3-19-3888/1912,3-20=-3892/1919, 20-21=-3891/1919,4-21=-3887/1918,4-22=-6730/2325, 5-22=-6726/2324, 5-23=-6731/2332, 23-24=6726/2331,6-24=-6714/2337, 6-25=-3647/944, 7-25=-3641/945, 7-26=-3644/948,8-26=-3637/949,16-27=-3327/866,8-27=-3327/866 BOT CHORD 13-14=-879/875,12-13=-2339/5591,11-12=-1877/7168,10-11=1877/7167 WEBS 1-14=-2244/365, 2-14=-3001/1337, 2-13=-1101/3263, 3-13=-338/250, 4-13=1930/511, 4-12=0/1260,5-12=-362/275,6-12=-714/0,6-10-4323/1198,7-10=-379/88, 8-10=-1237/4849, 6-11=-558/2271 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psY bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSITTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIFTPI 1. 8) Load case(s) 1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23 has/have been modified. Buildlng designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in span(s): 8-0-0 from 28-0-0 to 36-0-12 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1536 Ib down and 103 Ib up at 0-1-12 on top chord, and 2000 Ib down and 529 Ib up at 28-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 101 1--March 27,2013 2 w...*G?E;2desiongairii,reteivaiidRIMDNO7FS-ONmiSANDINCLUDEDEEBREPERSVIEPAGEM7I-7473-8&/OREUSE2:011-': Design valid for use only with MUTek connectors. This design b based only upon parameters shown, and Is for an individual building component. Applicabity of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stabinly dudng construction is the responsibty of the erector. Additional permanent bracing of the overall structure is the responsibinly of the building designer. For general guidance regarding fabrication. quality control storage. deliver* erection and bracing. consult ANSI/,Pll Quamy Crite,10, DSB-89 and BCSI Bundlng Component Safety Infolmallon avattable from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria. VA 22314. H Southirn Pine (SP} tumbe, isip«ified, the disign values *re those ellective 06/01/2013 by Al.SC MiTek' 7777 Greentack Lane, Suite 109 Citrus Heights, CA, 95810 -2-2-ir Job Truss Truss Type Qty Pty R36138896 12889 E306 SPECIAL 1 1 Timco Truss and Framing Supply, HESPERIA, CA 92345 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:33 2013 Page 2 ID:aWQIhHladRB4lqyp2U4TlxysDYG-oINDMARZT_ZvAnP59MT(tulmzF6KRaIQU78LzWkkO LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-24-50,8-24-70, 11-15-10,9-11=-121(F=-111) Concentrated Loads (tb) Vert: 1=-1536 11=-2000(F) 24=-240 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Un Norm Loads (pif) Vert: 1-24=-10,8-24=30, 11-15-30,9-11=-85(F=-55) Concentrated Loads (lb) Vert: 1=-1212 11=-1500(F) 24=-240 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Untform Loads (pif) Vert: 1-24=47,8-24=27,14-15=14,11-14=-6,9-11=12(F=18)' Horz: 15-17=15, 1-8=-37, 9-27=20 Concentrated Loads (lb) Vert: 1 =103 11 =529(F) 24=-240 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-24=31,8-24=11, 11-15=-6,9-11=12(F=18) Hon: 15-17=-20,1-8-21,9-27-15 Concentrated Loads (lb) Vert: 1=-80 11=246(F) 24=-240 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-24=47,8-24=27,14-15=14,11-14=-6,9-11=12(F=18) Hon: 15-17=-19,1-8-37,9-27=19 Concentrated Loads (lb) Vert: 1=103 11=529(F) 24=-240 6) MWFRS 2nd Wind Parallel: Lumber Increase=1,33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-24=36,8-24=16, 11-15=-6,9-11=12(F=18) Horz: 15-17=-19,1-8=-26,9-27=19 Concentrated Loads (lb) Vert: 1--80 11=246(F) 24=-240 7) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-24=31,8-24=11,14-15=14,11-14=-6,9-11=12(F=18) Horz: 15-17=-19,1-8=-21,9-27=19 Concentrated Loads (lb) Vert: 1-157 11=128(F) 24=-240 8) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Verl: 1-24=26,8-24=6,11-15=-6,9-11=12(F=18) Horz: 15-17=-19, 1-8=-16, 9-27=19 Concentrated Loads (lb) Vert: 1=-196 11=68(F) 24=-240 9) 1 st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24-30, 11-15-10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-1188 11=-1000(F) 24=-240 10) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-24=-10, 8-24-30, 11-15-10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 11=-1000(F) 18=-300 24=-240 11) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24=-30, 11-15-10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 11=-1000(F) 19=-300 24=-240 12) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24-30, 11-15=-10,9-11-121(F=-111) Concentrated Loads (lb) . Vert: 1=-888 11=-1000(F) 21=-300 24=-240 13) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 · Uniform Loads (pif) Vert: 1-24=-10, 8-24=-30, 11-15=10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 11=-1000(F) 22=-300 24=-240 14) 6th Moving Load: Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24-30,11-15-10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 11=-1000(F) 23=-300 24=-240 ''=1259 Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M]1·7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibmly of bunding designer - not truss designer. Bracing shown is for lateral supporl of Individual web members only. Additional temporaly bracing to insure stabinly during construction h the responsibmy of the erector. Additional permanent bracing of the overaU structure Is the responsibialy of the building designer. For general guidance regarding fabrication. qualily control, storage, deliver* erection and bracing. consult ANSI/Trn Qually Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandfia. VA 22314. Il Southern Pine (SP} lumber i, specified,the design valuesere those effective 06/01/2013 by ALS< 1-1 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R36138896 12889 806 SPECIAL 1 1 Timco Truss and Franing Supply, HESPERIA CA- 92345 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Vkd Mar 27 10:03:33 2013 Page 3 ID:aWQIhH1 adREMIqyp2U#Tlxys[)YG-oINLKV\ARZT_ZvAnP59M7YtulmzF6KRaIQU/BLzWkkO LOAD CASE(S) Standard 15) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24=30, 11-15-10,9-11-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 11=-1000(F) 24=-240 25=-300 16) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-24-10,8-24-30, 11-15=10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 11=-1000(F) 24=-240 26=-300 17) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10, 8-24=-30, 11-15=-10, 9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 8=-300 11-1000(F) 24-240 18) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24=-30,11-15=-10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=4882=-30011 =-1000(F) 24=-240 19) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24=-30,11-15=-10,9-11=-121(F=-111) Concentrated Loads (lb) Veil: 1=-888 11=-1000(F) 20=-300 24=-240 20) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24-30,11-15-10,9-11=-121(F=-111) Concentrated Loads (lb) Veil: 1=-888 4=-300 11=-1000(F) 24=-240 21) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-24=-10,8-24=-30,11-15=-10,9-11=-121(F=-111) Concentrated Loads (lb) Vert: 1=-888 5=-300 11=-1000(F) 24=-240 22) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Veil 1-24=-10,8-24-30,11-15-10,9-11=-121(F=-111) Concentrated Loads (lb) Verl: 1=-8886=-300 11=-1000(F) 24=-240 23) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Verl: 1-24=-10,8-24=30,11-15-10,9-11-121(F=dll) Concentrated Loads (lb) , Vert: 1=-8887=-300 11=-1000(F) 24=-240 AWARNING · Verin, design pa,=neters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCE PAGE MI!-7473 BEFORB USE, Design valid for use only with Mmek connectors. This design Is based only upon parameters shown. and Is for an individual building component. Applicabmly of design parameters and proper incorporation of component b responsibnity of bunding designer - not truss designer. BracIng shown is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stabiaty during construction is the responsibaBly of the erector. Additional permanent bracing of the overall structure Is the responsibinly of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. creation and bracing. consult ANSI/TP11 Quality Critefla, DSB-89 and BCSI Building Component Safely Intormation available from Truss Plate Institute. 781 N. Lee Street Suite 312. Alexandia. VA 22314. 11 Southern Pine ISP) iumber Is specified, the design valu es *re those «ffective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty pty I R36138897 12889 B07 Tirnco Truss and Franling Supply, HESPERIA, CA. 92345 5-9-0 11-5-11 5-9-0 5-8-10 SPECIAL 1%1&7 1 2 2 Lob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Vmd Mar 27 10:03:34 2013 Page 1 ID:aWQIhHladR84lqyp2l.MTIxysDYGH048,*Ctbri331_ypgbllQC9AMirq3L4EginzWkkN 1 27-10-4 31-8-7 1 36-1-10 664 3--10-3 4-5-3 2-24 2-2-0 Plate Offsets (X.Y) 11-5-11 21-4-0 31-11-15 9-3-11 9-10-5 10-7-15 14:0-3-0,0-3-01.18:0-3-4,0-3-01,Ill:0-4-0,0-3-41112:0-4-12,0-3-01 115:0-2-4,0-3-01,115:2-4-12,36-0-121 36-1-10 4-1-11 GRIP 220/195 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATE! TCLL 20.0 Plates Increase 1.25 TC 040 Vert(LL)-0.2311-12 >999 360 MT20 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL)-0.6410-11 >631 180 BCLL 0.0.Rep Stress Incr NO WE; 0.81 Horz(TL)0.01 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 347 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No. 1&Btr G *Except* 8-9: 2 X 4 DF Std G WEBS 2 X 4 DF Std G *Except* 8-15: 2X8 OF No.2 G, 8-10: 2 X 4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)13=5416/0-5-8 (min. 0-2-14), 15=3394/0-6-6 (min. 0-1-8) Max Horz 13=100(LC 4) Max Uplift 13=-1540(LC 3), 15-930(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-659/3241,2-17=-660/3246,2-18-3363/1816,3-18=-3358/1815,3-19=-3362/1822, 19-20=-3361/1822,4-20=-3358/1821,4-21=-7097/2554,5-21=-7091/2552, 5-22=-7100/2561, 22-23=-7094/2560, 6-23=-7094/2560, 6-24=-4279/1169, 7-24=-4274/1170,7-25=-4278/1172,25-26=-4274/1172,8-26=-4270/1173, 15-27=-3362/927, 8-27=-3362/927 BOT CHORD 12-13=492/0, 11-12=-2399/5705, 10-11-2227/8039 WEBS 1-13=-4554/980,2-13-3567/1505,2-12-1327/3998,3-12=-338/264,4-12-2633/685, 4-11-143/1626, 5-11=-360/274, 6-11=1048/0, 6-10-4824/1416, 7-10=-391/63, 8-10=-1434/5358 NOTES 1) 2-pty truss to be connected together with 10d (0.148'93") nails as follows: Top chords connected as follows: 2 X 4- 1 row at 0-9-0 oc, 2 X 8-2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4- 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. •3) Wind: ASCE 7-05; 85mph; TCOL=5.Opst BCDL-3.Opst h=25ft; Cal. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has beer applied for the green lumber members. 7) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14,15, 16, 17, 18, 19, 20, 21, 22, 23 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.Olb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ?SOFESS/OA, *RS, 7/461 1-15 IL OFC March 27,2013 VeriA# design parwneters and READ NOTES ON THIS AND INCLUDED MIl'EK REFERENCE PAOB MIl-7473 BEFORE USE'AN?In#:4= Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper Incorporation of component b responsibnity of bunding designer - not truss designer. Bradng shown Is for lateral support of indMdual web members only. Additional temporary bracing to insure stability during construction Is the responsibOnly of the erector. Additional permanent bractng of the overan structure is theresponsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSUTPI 1 Quality Crteria, DSB-89 and BCSI Building Component Safely Inbrnation available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. If Southern Pine ISP) lumbe, is specified. the design values are those effective 06/01/2013 ty AUC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 acaie = 1:61.6 0.38 |EFF 6*8 = 1.5x4 ||4x4 -6x12 -1.5x4 || 1.5x4 I I 21 5 22 23 6 24 7 25 26 8 5,06 =4x5 = 1 17 L.. I--1 I Tl 821 14 12 11 1013 9 2x4 ||5x10 -6x10 -2x4 || 4x4 = 2-2-1-2 Job Truss Truss Type Qty Pty R36138897 12889 B07 Tirrco Truss and Franing Supply, HESPERIA, CA 92345 SPECIAL-2 2 bob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. WW Mar 27 10:03:342013 Page 2 ID:aWQIhHladREMIqyp2U4TlxysDYG-11,048rWCtbr831_ypgbfIQC9Al,ltrq3L#EginzWkkN NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3251 Ib down and 556 Ib up at 27-10-4, and 3251 Ib down and 556 Ib up at 0-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-6=-50,6-8=-70,9-14=-10 Concentrated Loads (lb) Vert: 1=-3251 6=-3251 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6-10,6-8=-30, 9-14-30 Concentrated Loads (lb) Vert: 1=-2498 6=-2498 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=47,6-8=27,13-14=14,9-13=-6 Horz: 14-16=15, 1-8=-37, 9-27=20 Concentrated Loads (lb) Vert: 1=556 6=556 4) MWFRS Wind Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=31,6-8-11,9-14=-6 Hon: 14-16=-20, 1-8=-21, 9-27=-15 Concentrated Loads (lb) Vert: 1=131 6=131 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=47,6-8=27, 13-14=14,9-13=-6 Horz: 14-16=-19, 1-8=-37, 9-27=19 Concentrated Loads (lb) Vert: 1=556 6=556 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33. Plate Increase=1.33 Uniform Loads (pif) Vert: 1-6=36, 6-8=16, 9-14=-6 Hon: 14-16=-19, 1-8=-26, 9-27=19 Concentrated Loads (lb) Vert: 1=131 6=131 7) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-6=31,6-8=11,13-14=14,9-13=-6 Hon: 14-16=-19, 1-8=-21, 9-27=19 Concentrated Loads (lb) Vert: 1 =-486=48 8) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=26,6-8=6,9-14=-6 Hon: 14-16=-19,1-8=-16,9-27=19 Concentrated Loads (lb) Vert: 1=-137 6=-137 9) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert: 1=-2046 6=-1746 10) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8--30,9-14-10 Concentrated Loads (lb) Vert: 1=-1746 6=-1746 17=-300 11) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-1746 6=-1746 18=-300 12) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8--30,9-14-10 Concentrated Loads (lb) Vert: 1%.1746 6=-1746 20=-300 13) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (pID Vert: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert: 1=-1746 6=-1746 21=-300 14) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-6=10,6-8-30,9-14-10 Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not tluss designer. Bradng shown is for lateral support of IndMdual web member; only. Additional temporary bracing to insure slabilly during construction b the responsibBity of the erector. Additional permanent bracing of the overall structure is the responsibinly of the building designer. For general guidance regarding fabrication, quality control. storage, denvery. erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Buiding Componenl Safely Information available from Truss Plate Institute. 781 N. lee Skeet, Suite 312, Alexandria. VA 22314. If Southe rn Pint (SP) tumbe, i,specified, the design values gre those affeclive 06/01/2013 by ALSC iTe 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 1 R36138897 12889 B07 Tin,co Truss and Framing Supply, HESPERIA, CA. 92345 SPECIAL 2 2|Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:34 2013 Page 3 ID:aWQIhHladREMIqyp2U4TlxysDYG-Hx48r·V\/Ctbr831_ypgbilQC9AMtrq3L4EgjnzWkkN LOAD CASE(S) Standard Concentrated Loads (lb) Ved: 1--1746 6=-1746 23=-300 15) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Ved: 1=-1746 6=-1746 24=-300 16) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-1746 6=-1746 26=-300 17) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-1746 8=-300 6=-1746 18) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-1746 2=-300 6=-1746 19) 11 th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-1746 6=-1746 19=-300 20) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Veil 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert: 1=-1746 4=-300 6=-1746 21) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Verl: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert: 1=-1746 6=-1746 22=-300 22) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8-30,9-14=10 Concentrated Loads (lb) Vert: 1=-1746 6=-2046 23) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6-10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-1746 6=1746 25=-300 ·t AWARNING · Verify design parameters and READ NOTES ONTNISAND INCLUDED MITEK REPERENCE PAGE MI!·7473 BEFORE USE, Design valid for use only with MiTek connectors. This design b based only upon parameters shown. and Is for an Individual building component. Applicabmty of design parameters and proper incorporation of component is responibnity of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stabinty during construction b theresponsib®ly of the erector. Additional permanent bracing of the overaO structure is the responsibinly of the building designer. For general guidance regarding fabrication. quality control storage. delivery. erection and bracing. consult ANSI/TPil Quality Criteria, DSB-89 and SCSI Building Component Sately InformaHon available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria. VA 22314. H Southern Pin*ISP} lumbar lsipecified. the disign valuel era those offective 06/01/2013 byALSC ie 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138898 12889 808 SPECIAL 6 1 Tinlco Truss and Framing Supply, HESPERIA, CA. 92345 5-9-0 11-5-11 5-9-0 5-8-10 =&7 1 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc Wed Mar 27 10:03:35 2013 Page 1 ID:aWQIhHladREMIqyp2U4Tlxys[)YG-In/5MBWBzBjipDIGWVWBqCzzF2ZelaEvt[)kzEGEzWkkM 21 -4-0 27-10-4 31-8-7 36-1-10 4-5-9 6-6-4 3-10-3 4-5-3 Scale = 1:61. 0.38 Ri- 6x8 = 1.5*4 ||4x5 3 1.5x4 I I 6x16 - 5<6 = 1.5x4 Il 21 5 22 23 6 24 7 25 26 8 4xe =4x10 - 18 3 19 20 4 1 17 2 7 5 1 T T I Cl 14 12 11 10 9 13 2*4 ||6x16 MT20H -6x16 MAOH 6x12 2x4 ||6,06 = 2-2-0 <11-5-11 21-4-0 < 31-11-15 1 36-1-10 302-2-0 9-3-11 9-10-5 10-7-15 4-1-11 Plate Offsets (X.Y):14:0-3-0,0-3-01, 18:0-7-4,0-3-01,115:0-2-4,0-3-01,115:2*12,36-0-121 LOA0ING (psf)SPACING 2-0-0 CSI DEFL in (loc)1/den 1/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL)-0.35 11-12 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL)-0.92 11-12 >438 180 MT20H 165/146 BCLL 0.0 *Rep Stress Incr NO WB 0.97 Horz(TL)0.03 15 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 173 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G *Except* 8-9: 2 X 4 OF Std G WEEBS 2 X 4 OF Std G *Except* 8-15: 2X8DF No.2 G, 2-12,8-10: 2 X 4 DF No.1&Btr G BRACING TOP CHORD BOT CHORD WEEBS Structural wood sheathing directly applied or 2-6-5 oc purlins, except end verlicals. Rigid ceiling directly applied or 4-7-12 oc bracing. 1 Row at midpt 6-10 REACTIONS (lb/size)13=3173/0-5-8 (min. 0-3-6), 15=2206/0-6-6 (min. 0-1-8) Max Horz 13=100(LC 4) Max Uplift 13=-947(LC 3), 15=-616(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-217/1571,2-17=-218/1575,2-18=-3009/1723,3-18-3004/1722,3-19=-3009/1729, 19-20=-3008/1729,4-20-3005/1728,4-21=-4967/1990,5-21=4960/1989, 5-22=-4969/1997,22-23=-4964/1996,6-23=-4963/1996,6-24=-2722/757,7-24=-2717/758, 7-25=-2721/760, 25-26-2717/761, 8-26-2713/762,15-27-2184/615, 8-27=-2184/615 BOT CHORD 12-13=-797/519,11-12=-2036/4331,10-11=-1410/4947 WEBS 1-13=-2243/369,2-13=-2564/1240,2-12=983/2691,3-12=-343/267,4-12=-1488/382, 4-11 =0/740, 5-11=-356/272, 6-11=-603/234,6-10=-2857/896, 7-10=-390/63, 8-10=-914/3392 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=5.Opst BCDL=3.Opt; h=25ft; Cal. It; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psY bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. - 6) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3,4,5, 6, 7, 8, 9,10,11, 12,13, 14,15, 16,17, 18,19, 20, 21, 22, 23 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1536 Ib down and 103 Ib up at 0-1-12, and 1536 Ib down and 103 Ib up at 27-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Ii*)*R s. 44>9'Ae-\\// 2? /41. .£\1-11 "2 /\111\l c -C '- -3 E * . -31-15 * 2.90 L arch 27,2013 94;4AUGGL4meters and READ NOTES ON THIS AND INCLUDED ETEK REPERENCE PAGE MI!·7473 BEFORE USSNM 'flim Design valid for use only with Milek connectors. Thb design is based only upon parameters shown. and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure stabiBly during construction Whe responsibillity of the erector, Additional permanent bracing of the overan structure istheresponsibinty of the building designer. For general guidance regarding fabrication. quality control storage, delery. erection and bracing. consult ANSI/TP11 Quality Critefla DSB-89 and BCSI Building Componenl Safety Information available from Truss Plote Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. If Southern Pin,(SP} lumber !3 *pecifitd. thi disign valu,s eri thos, effi,tive 06/01/2013 byALSC iTe * 7777 Greenback Lane, SuHe 109 Citrus Heights, CA, 95610 -2-2--ir Job Truss Truss Type . Qty Ply R36138898 12889 B08 SPECIAL 6 1 Timco Truss and Framing Supply, HESPERIA CA 92345 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc Wed Mar 27 10:03:35 2013 Page 2 ID:aWQII,HladREMIqyp2U#TlxysDYG-I7V5MBWBzBjipDKAVAMBqezzF2ZeLaEvtDkzEGEzWkkM LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-50,6-8=-70,9-14=-10 Concentrated Loads (lb) Vert: 1=-1536 6=-1536 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p If) Vert: 1-6-10,6-8=-30,9-14-30 Concentrated Loads (lb) Vert: 1=-1212 6=-1212 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-6=47,6-8=27,13-14=14,9-13=-6 Horz: 14-16=15, 1-8=-37, 9-27=20 Concentrated Loads (lb) Vert: 1=103 6=103 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=31,6-8=11,9-14=-6 Horz: 14-16-20,1-8-21,9-27=15 Concentrated Loads (lb) Vert: 1=-80 6=-80 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-6=47,6-8=27,13-14=14,9-13=-6 Horz: 14-16=-19,1-8-37,9-27=19 Concentrated Loads (lb) Vert: 1=103 6=103 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-6=36,6-8=16,9-14=-6 Horz: 14-16=-19,1-8=-26,9-27=19 Concentrated Loads (lb) Vert: 1=-80 6=-80 7) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (p If) Vert: 1-6=31,6-8=11, 13-14=14,9-13=-6 Hon: 14-16=-19,1-8=21,9-27=19 Concentrated Loads (lb) Vert: 1=-157 6=-157 8) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=26,6-8=6,9-14=-6 Horz: 14-16=-19,1-8=-16,9-27=19 Concentrated Loads (lb) Vert: 1 =-196 6=-196 9) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-10,6-8=-30,9-14=10 Concentrated Loads (lb) Vert: 1=-11886-888 10) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert: 1=-8886=-888 17=-300 11) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8-30,9-14-10 Concentrated Loads (lb) Vert: 1=-888 6=-888 18=-300 12) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-888 6=-888 20=-300 4 4 13) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p If) Vert: 1-6-10,6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-888 6=-888 21=-300 14) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert: 1=-888 6=-888 23=-300 Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and is foran individual building component. Applicabmly of design parameters and proper incorporation of component is responsibmly of building designer - not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure slabilily during construction b the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibmty of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing, consult ANSI/TPIl Quallty Criteria, DSB-89 and SCSI BuOding Component Safety Information available from Truss Plate Institute. 781 N. Lee Skeet, Suile 312, Alexandria. VA 22314. 11 Southern Pine ISP} lumber Is ipecified, ths design values *re those,flertive 06/01/2013 byALSC MiTek 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138898 12889 B08 SPECIAL 6 1 Timco Truss and Framing Supply, HESPERIA, CA 92345 IJob Reference (optional) 7.250 s May 11 2011 MiTek Incfustries, Inc. Wed Mar 27 10:03:35 2013 Page 3 ID:aWQIhHladRE,4lqyp2l.MT]xysDYG-In/5MBW8zBjipDIGWA,VBqCzzF2ZelaEvt[)kzEGEzWkkM LOAD CASE(S) Standard 15) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-6=10,6-8-30,9-14-10 Concentrated Loads (lb) Vert: 1=-888 6=-888 24=-300 16) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6-10,6-8--30,9-14-10 Concentrated Loads (lb) Veil: 1=-888 6=-888 26=-300 17) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert: 1=-888 8=-300 6=-888 18) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=10, 6-8=-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-888 2=-300 6=-888 19) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8-30,9-14=-10 Concentrated Loads (lb) Vert: 1=-888 6=-888 19=-300 20) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8--30,9-14-10 Concentrated Loads (lb) Vert: 1=-8884=-3006-888 21) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8=-30,9-14-10 Concentrated Loads (lb) Vert 1=-888 6=-888 22=-300 22) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-10,6-8=-30,9-14=10 Concentrated Loads (lb) Vert: 1=-888 6=-1188 23) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6-10,6-8--30,9-14-10 Concentrated Loads (lb) Vert: 1=-888 6=-888 25=-300 WARNING - Verifi# design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCB PAGE MI!·7473 BEFORE USS Design valid for use only with Mirek connectors. This design b based only upon parameters shown. and is for an individual building component. Applicabinly of design parameters and proper Incorporation of component b responsibnity of building designer - not truss designer. Bracing shown Is for lateral support of IndMdual web membeaonly. Additional temporaty bracing to insure stabinty during cons#uctionis the responsibunty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delively. erection and bracing. consult ANSI/TPH Quallty Criteria. DSB-89 and BCSI BuUdIng Component Safely Informallon available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Il Southern Pine(SP} lumber isipecified, the disign values are those «Mactive 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty ply R36138899 12889 B09 SLOPING FLAT 2 1 Timco Truss and Frarrung Supply, HESPERIA, CA. 92345 16-0 3-7.12 9-3-0 14-11-11 204-8 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:38 2013 Page 1 ID:aWQ[hliladREMIqyp2U4TlxysDYG-DJ3TZ)0(mkltrZQNvM4831UWQZz?NifOROinogz\Mdd- 24-10-0 31-4-4 ,35·06 40-2-0 3-6-0 0-1'-42 5-7-4 5-8-11 5-4-13 +S-8 6-6-4 342.5-1-10 Scale = 1:69.( 4.00 Ri 0.38 fir 1.5x4 Il 4x5 - 1.5*4 I I 2*5 11 23 2 5 5*6 =1.5x4 Il1.5x4 1 1 5x16 = 1 1.5x4 Il 31 32 12 33 13 11 //>-- 11. 25 8 29 9 30 10 26 7 27 28 20 18 17 16 15 1419 2 L-Z-€ 2*4 11 4x5 =6x16 MT20H =6x16 MT20H =6x10 ==3x4 11 3x5 - 3-7-12 1 =21: 1 11.3-15 9-10-5 10-2-6 5-1-10 14-11.11 24-100 3548 40-2-0 1 -5-0 Plate Offsets (X.Y):19:0-3-0,0-3-01.111:0-3-0.0-3-01. 113:0-5-12,0-3-01 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL)-0.4316-17 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL)-1.36 16-17 >332 180 MT20H 165/146 BCLL 0.0 I Rep Stress Incr YES WB 0.92 Horz(TL)0.15 22 n/a rda BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 198 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G *Except* 13-14: 2 X 4 DF No.1&Btr G OTHERS 2 X 8 DF No.2 G GRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. WEBS 1 Row at midpt 7-18 REACTIONS (lb/size)19=1813/0-5-8 (min. 0-1-15), 22=1471/0-6-6 (min. 0-1-8) Max Horz 19=159(LC 4) Max Uplift 19=-289(LC 4), 22=-389(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-24=0/342,4-24=0/343,4-25=0/346, 6-25=0/346,6-26-1021/282, 7-26-1013/284, 7-27-5069/1271,27-28=-5062/1272,8-28=-5062/1272,8-29=-5068/1278, 9-29=-5062/1279,9-30=-4839/1231,10-30=4830/1232,10-31=4842/1238, 11-31=-4834/1239, 11-32=2048/508,12-32=-2041/509, 12-33=-2049/513, 13-33=-2043/513,1-3=-359/16 BOT CHORD 18-19=-352/1013,17-18=-1014/3677,16-17-1412/5212,15-16=-909/3280 WEBS 6-19=-2045/323,6-18=-190/1243,7-18=-2896/720,7-17-347/1498,8-17=-464/160, 9-17=-359/249,9-16=-556/152, 10-16=-464/157,11-16=-413/1716, 11-15=-1614/472, 12-15=-419/106,13-15=-576/2267, 3-19-486/17, 24=-435/39,13-22=-1605/427, 21-22=-177/646 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=5.Opst BCDL=3.Opst h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,33 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ?ROF ESS/O/1/39,*R s. 4,1,+e4 »9 +632? 2-1- 1- CD m LLI Of .3 m * . -31-15 * 490 L arch 27,2013 Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M]!·7473 BEFORE USE'*?/7.twy, Design valid for use only with MHek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component b responsibnity of building designer - not truss designer. Bradng shown Is for lateral support of indMdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibnnly of the erector. Additional permanent bracing of the overall structure Is Ihe responsibinty of the building designer. For general guidance regarding fabrication, quality control. storage. deliver, erection and bracing. consult ANSI/,Pll Quality Criteria, DSB-89 and Bal Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine ISP} tumbir i, spe€ified, the disign values *re those affective 06/01/2013 by ALSC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 . Job Taiss Truss Type Qty Pty R36138899 12889 B09 SLOPING FLAT 2 1 Timco Truss and Framing Supply, HESPERIA, CA 92345 ' IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:36 2013 Page 2 ID:aWQIhHladREMIqyp2U4Tlxys[)YG-DJ3TZXXmkUrZQNvM4Ei3IUWQZz?j,lirOROjnogzWkkL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-80(F=-10), 3-4--10(F), 4-6=40(F=-10), 6-27=-80(F=-10), 13-27-70,14-20=-10 WARNING . Verify design parameters and READ NOTES ON TNISAND INCLUDED MITEK REPERENCE PAGB MII·7473 BEPORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicabmty of design parameters and proper Incorporation of component b responsibBity of bunding designer - not truss designer. Bracing shown is for lateral support of Individual web membed only. Additional temporary bracing to insure stabinty during construction b the responsibimly of the erector. Additional permanent bracing of the overall structure Is the responsibinly of the building designer. For general guidance regarding fabrication. quality control storage. deliver, erection and bracing. consult ANSI/!Pll Quality Criteria, DSB-89 and SCSI Building Component Safely Informallon available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. If Southern Pim (SP} lumber is specified, the disign values gre those effective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, SuHe 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 1 R36138900 12889 B10 Timco Truss and Framing Supply, HESPERIA, CA. 92345 3-6-0 3-7.12 9-3-0 SLOPING FLAT 14-11-11 ,20-4-8 1 3 Lob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:38 2013 Page 1 ID:aWQIhHladRB4!qyp2LMTIxysDYG-9iBE_DY0F65Hgg31Bele<qbbnzngdnd?JviCusZzWkkJ 25-11-7 ,31-44 ,35-0-6 40-2-0 6 3-GO 0-1812 5-7-4 5-8-11 5-4-13 5-6-15 4.00 ITy 1.5x4 Il 4x5 ==1.5x4 I I 2x4 11 23 2 5 5,6 =3x10 = 1.5*4 I I 1.5x 1 -- 11 25 -14 4 6 26 7 27 _28 8 20 19 18 17 1I 5-4-13 3-8-2 5-1-10 Scale = 1.6£ 0.38 Iii- 6*8 - 5,6 =5x16 == 4 11 1.5*4 || 33 12 34 13 15 14 2x4 11 4*6 =6x16 MT20H =6x16 MT20H =5x10 ==2x511 4x4 - 3-7-12 2-002-*02 14-11-11 25-11-7 3566 40.2-0 12-6.00-i-'12 11-3-15 10-11-12 9-0-15 5-1-10 1-5-0 Plate Offsets (X,Y):19:0-3-0.0-3-41. 111:0-2-12.0-3-01,113:0-5-12,0-3-01, 116:0-7-8,0-3-01,117:0-7-8,0-3-01 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL)-0.4316-17 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL)-1.6016-17 >283 180 MT20H 165/146 BCLL 0.0 *Rep Stress Incr NO WB 0.88 Horz(TL)0.16 22 n/a n/a BCOL 5.0 Code IBC2009fTPI2007 (Matrix)Weight: 594 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 OF Std G *Except* 13-14: 2 X 4 OF No.1&Btr G OTHERS 2 X 8 OF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 4-6 BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing, Except: 6-0-0 oc bracing: 19-20. REACTIONS (lb/size)19=5438/0-5-8 (min. 0-1-15), 22=3942/0-6-6 (min. 0-1-8) Max Hon 19=159(LC 4) Max Uplift 19=-414(LC 4), 22=-475(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD BOT CHORD WEBS 3-24=-70/254,4-24=-69/255,4-25=-67/257,6-25=-66/257,6-26=-3545/370, 7-26=-3518/371,7-27=-17736/1703,27-28=17710/1703,8-28=-17710/1703, 8-29-17734/1709,9-29=-17710/1710,9-30-15581/1556,30-31-15556/1556, 10-31=-15535/1557,10-32=-15582/1563,11-32=-15556/1563, 11-33=-5785/643, 12-33=-5781/644, 12-34=5784/648, 13-34=-5778/649, 1-3=-361/16 18-19=-440/3517, 17-18=-1339/13097, 16-17=-1870/18153, 15-16=-1136/10196, 14-15=-99/605 19=6405/477,6-18=-292/4109,7-18-10413/977,7-17=462/4988,8-17=-1596/196, 9-17=-569/117,9-16-2901/293,10-16-1665/199,11-16-541/6161,11-15=-5765/593, 12-15=-384/116,13-15=-732/6493, 3-19-318/165, 2-4=-434/39,13-22=-4259/516, 21-22=-203/1612 NOTES 1) 3-ply truss to be connected together with 1Od (0.148"xy') nails as follows: Top chords connected as follows: 2 X 4- 1 row at 0-7-0 oc.ROFESS/OW Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.44«*24%Webs connected as follows: 2 X 4- 1 rowat 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.//2/Q 1.\1.\ A i m Il3) Wind: ASCE 7-05; 85mph; TCOL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise).gable end zone;NW C 048*33 1%11cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) All plates are MT20 plates unless otherwise indicated.Ila-- ,1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.* E 1-15 4 h6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIFTPI 1.'D;rch 27,2013 10) Load case(s) 1,2,3,4,5,6,7,8, 9,10,11,12,13,14,15,16,17,18,19, 20,21,22,23, 24,25,26,27 has/have been modified. 7WRE=====wdf;ZiES'SWilliSANDIELUDEDMI7EKREFEREIVCEPAGEIMP/4738EF0RS-USS Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and Is for an individual building component. Applicabely of design parameters and proper incorporation of component b responsibmly of bunding designer - not truss designer. Bradng shown is forlateral supporl of IndMdual web members only. Additional temporary bracing to insure stability during cons#uction b the responsiblity of the erector. Additional permanent bracing of the overall structure is the responsibiuty of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/TPH Quality Crlieflo, DSB-89 and BCS! Building Component Safety Informalion available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. 11 Southern Pine{SP} turnber i, ipe€ ifted. ths de,ign values eri those dective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 -2-2-ir Job Truss Truss Type Qty Ply R36138900 12889 Blo Timco Truss and Framing Supply, HESPERIA, CA. 92345 SLOPING FLAT 1 3 Lob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:382013 Page 2 ID:aWQIhHladRB#Iqyp2U#TlxysDYG-9iBE DY0F65Hgo318el0(qbbnzngdnd?JviCusZzWkkJ NOTES 11) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with f,xed heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5-80(F=-10), 3-4=-10(F), 4-6=-40(F=-10), 6-27=-300(F=-50), 11-27-290(F=-40), 11-13=-70,14-20=-10 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=-40(F=-10), 3-4--10(F), 4-6=-40(F=-10), 6-27-215(F=-50), 11-27=-205(F=-40), 11-13-30,14-20=-30 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-2=17(F=-10), 2-5=12(F=-10), 3-4--10(F), 4-6=1(F=-10), 6-27=9(F=-50), 11-27=19(F=-40), 1 1-13=11,19-20=14,14-19=-6 Horz: 1-2=-37, 2-5=-32, 4-13=-21, 14-21=20, 3-20=15, 1-3=15 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=5(F=-10), 2-5=20(F=-10), 3-4--10(F), 4-6=17(F=-10), 6-27=25(F=-50), 11-27=35(F=-40), 11-13=27,14-20=-6 Hon: 1-2=-25, 2-5=-40, 4-13=-37, 14-21=-15, 3-20=-20, 1-3=-20 5) MWFRS 1 st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=17(F=-10), 2-5=12(F=-10), 3-4--10(F), 4-6=17(F=-10), 6-27=13(F=-50), 11-27=23(F=-40), 11-13=16,19-20=14,14-19=-6 Horz: 1-2=-37, 2-5=-32, +6=-37, 6-13=-26, 14-21=19, 3-20=-19, 1-3=-19 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: 1-2=6(F=-10), 2-5=21(F=-10), 3-4=-10(F), 4-6=6(F=-10), 6-27=-12(F=-50), 11-27-2(F=-40), 11-13=16,14-20=-6 Hon: 1-2=-26, 2-5=-41, 4-13=-26, 14-21=19, 3-20=-19, 1-3=-19 7) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: 1-2=1(F=-10), 2-5-4(F=-10), 3-4=-10(F), 4-6=1(F=-10), 6-27=-32(F=-50), 11-27=-22(F=-40), 11-13=6,19-20=14,14-19=-6 Horz: 1-2--21,2-5--16,4-6-21,6-13=-16,14-21=19,3-20-19,1-3=-19 8) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIf) Vert: 1-2=-4(F=-10), 2-5=11(F=-10), 3-4--10(F), 4-6=4(F=-10), 6-27=-38(F=-50), 11-27=28(F=-40), 11-13=6,14-20-6 Horz: 1-2--16,2-5--31,4-13-16, 14-21=19,3-20=-19,1-3--19 9) 1 st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=-40(F=-10), 3-4-10(F), 4-6=-40(F=-10), 6-27=-170(F=-50), 11-27=160(F=-40), 11-13-30,14-20-10 Concentrated Loads (lb) Vert: 1=-300 10) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-40(F=-10), 3-4-10(F), 4-6=-40(F=-10), 6-27=-170(F=-50), 1 1-27=-160(F=-40), 11-13=-30,14-20=-10 Concentrated Loads (lb) Vert: 23=-300 11) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5-40(F=-10), 3-4--10(F), 4-6--40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40),11-13=-30,14-20=-10 Concentrated Loads (lb) Vert: 5=-300 . 12) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-40(F=-10), 3-4=-10(F), 4-6=-40(F=-10), 6-27=-170(F=-50), 11-27=-160(F=-40), 11-13=-30,1+20=-10 Concentrated Loads (lb) Vert 26=-300 13) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pID Vert: 1-5=40(F=-10), 3-4-10(F),4-6=-40(F=-10), 6-27-170(F=-50), 11-27-160(F=-40), 11-13-30,14-20=-10 Concentrated Loads (lb) Vert: 28=-300 14) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-5=-40(F=-10), 3-4=10(F), 4-6=-40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40), 11-13=-30,14-20=10 Concentrated Loads (lb) Vert: 29-300 - 15) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Verl: 1-5=-40(F=-10), 3-4-10(F),4-6=-40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40), 11-13=-30,14-20-10 Concentrated Loads (lb) Vert: 30=-300 - 16) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5-40(F=-10), 3-4-10(F),4-6=-40(F=-10), 6-27-170(F=-50), 1 1-27=-160(F=-40), 11-13=-30,14-20-10 Concentrated Loads (lb) Vert: 32=-300 17) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Verinl design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE M!1·7473 BEFORE USB Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and is foran Individual building component. Applicabjty of design parameters and properincorporation of component bresponsibmly of bunding designer- not truss designer. Bradng shown is for lateral support of indMdual web member,only. Additional temporary bracing to Insure stabiaty during construction Es the responsibBity of the erector. Additional permanent bracing of the overatl structure Is the responsibinty of the building designer. For general guidance regarding fabrication. quality control. storage. delively. erection and bracing. consult ANSI/Tpll Quamy Criteria. DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. If Sowth«rn Pin,(SP} twinber is *p«ifitd. thide,ign values Gre those elective 06/01/2013 byALSC iTe 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty ply 1 R36138900 12889 Blo Tinlco Truss and Framing Supply, HESPERIA, CA 92345 SLOPING FLAT 1 3 Lob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:38 2013 Page 3 ID:aWQIhHladRB#lqyp2U4TlxysDYG-giBE_DY0F65Hggaleele<qbbningdnd?JviCusZzWkkJ LOAD CASE(S) Uniform Loads (pif) Vert: 1-5=-40(F=-10), 3-4--10(F), 4-6=-40(F=-10), 6-27=-170(F=-50), 11-27=-160(F=-40), 1 1-13=-30, 14-20=-10 Concentrated Loads (lb) Vert: 33=-300 18) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=40(F=-10), 3-4--10(F), 4-6=-40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40), 11-13=-30,14-20=-10 Concentrated Loads (lb) Vert: 34=-300 19) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5-40(F-10), 3-4--10(F), 4-6--40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40), 11-13=-30,14-20=-10 Concentrated Loads (lb) Vert: 13=-300 20) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5-40(F=-10), 3-4--10(F), 4-6=40(F=-10), 6-27-170(F=-50), 11-27-160(F=-40), 11-13-30,14-20-10 Concentrated Loads (lb) Vert: 2=-300 21) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5-40(F=-10), 3-4--10(F), 4-6=-40(F=-10), 6-27=-170(F=-50), 11-27=-160(F=-40), 11-13=-30,14-20-10 Concentrated Loads (lb) Vert: 5=-300 22) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5-40(F=-10), 3-4--10(F), 4-6=-40(F=-10), 6-27=-170(F-50), 11-27=-160(F=-40), 11-13-30,14-20=-10 Concentrated Loads (lb) Veil: 7=-300 23) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-5-40(F=-10), 3-4--10(F), 4-6=40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40),11-13=-30,14-20=-10 Concentrated Loads (lb) Veil: 8=-300 24) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-5-40(F=-10), 3-4-10(F), 4-6=-40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40),11-13=-30,1+20=10 Concentrated Loads (lb) Vert: 9=-300 25) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5-40(F=-10), 3-4--10(F), 4-6=40(F=-10), 6-27-170(F-50), 11-27=-160(F=-40), 11-13=-30,1+20=-10 Concentrated Loads (lb) Vert: 31 =-300 26) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=-40(F=-10), 3-4-10(F), 4-6=-40(F=-10), 6-27-170(F=-50), 11-27=-160(F=-40), 11-13=-30,14-20=-10 Concentrated Loads (lb) Ven: 11=-300 27) 19th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5-40(F=-10), 34-10(F),4-6=-40(F=-10), 6-27-170(F=-50), 11-27-160(F=-40), 11-13=-30,14-20=-10 Concentrated Loads (lb) Vert: 12=-300 WARNING - Verifw design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCB PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is foran individual building component. Applicabinly of design parameters and proper incorporation of component is responsibmly 01 bunding designer - not truss designer. Bradng shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stabioly during construction b the responsibUty of the erector. Additional permanent bracing of the overan structure Is the responsibigly of the building designer. For general guidance regarding fabrication. quality control storage. dervery. erection and bracing. consult ANSI/TPil Quanty Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. H Southern Pine ISP} tumber b specified. the design values are those .flactive 06/01/2013 by ALSC iTe 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 1 Job Truss Truss Type Qty Pty R36138901 12889 BJ1 MONO HIP 3 1 IJob Reference (optional) Timco Truss and Framing Supply, HESPERIA, CA. 92345 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:392013 Page 1 ID:aWQIhH1 adRB4lqyp2U4TlxysDYG<jutcBZZeOPE)8HqexIMGmMp70fB8KW33T-7MxRP?zWkkl 1-11-11 5-7-2 10-0-0 0-7-11 ¥7.7 4-4-14 4.00 [W exe=Scale = 1:22.21.5*4 Il 4 4,6 =3*5 5 13€1 10 23/ 1 XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX><XXXXXXXXX>000 7 2*4 11 5x8: 5 3x8 - 1-4-0 Z 10-0-0 I 1-4-0 8-80 Plate Offsets (X,Y):12:0-3-0,0-1-131 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL)rda -rda 999 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.33 Vert(TL)n/a -n/a 999 BCLL 0.0.Rep Stress Incr YES WB 0.96 Horz(TL)0.01 5 n/a n/a BCDL 5.0 Code IBC2009fTPI2007 (Matrix)Weight 56 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals, and 4-0-0 oc purlins (5-9-3 max.): 2-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb/size) 5=365/10-0-0 (min. 0-1-8), 7-77/10-0-0 (min. 0-1-8), 6=586/10-0-0 (min. 0-1-·8) Max Hon 7=108(LC 14) Max Uplift 5=-1041(LC 14), 7=-964(LC 26), 6=-236(LC 13) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav 5=1298(LC 26), 7=871(LC 14), 6=740(LC 10)LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-332/340, 2-9=490/514, 3-9-1315/1336, 3-10-1301/1308,4-10-503/505, 4-5=-363/43, 1-7=-908/903 BOT CHORD 6-7=-438/426, 5-6=-1405/1549 WEBS 2-6=-389/75, 3-6=-1978/1739, 3-5=-1947/1741, 1-6=-885/882 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opst h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any Other live loads. 10) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-0-0 for 300.0 pif. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlinh at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard /*OFESS/OA, f / 2? /47 C 04431 O AL March 27,2013 *EER WARNING · Verify design pa,emeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII·7473 BEFORB USE, Design valid for use only with MiTek connectors. This design b based only upon parameters shown. and is for an Individual building component. Applicabmly of design parameters and proper incorporation of componenl b responsibmly of bunding designer - not truss designer. Bradng shown is for lateral support of tndMdual web members only. Additional temporary bracing to Insure stabmly during cons#uction b the responsibnnly of the erector. Additional permanent bracing of the overan structure is the responsibinty of the building designer. Forgeneral guidance regarding ' fabrication. quality control. storage. delivery. erection and bracing. consult ANSI/TP,1 Quamy C,Ilerla. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. If Southern Pin, ISP} turnber b specified, the de,ign vatues are those dective 06/01/2013 by AUC MiTek 7777 Greenback Lane, SuRe 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138902 12889 812 MONO HIP 1 1 Tinlco Truss and Framing Supply, HESPERIA, CA. 92345 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:39 2013 Page 1 ID:aWQIhHladREMIqyp2U4TlxysDYG-·dulcE;ZZe0PD8HqexIMGmMp7w9BAAWFAT7MxRP?zVVIckl 4-0-0 3-2-4 3-11-11 n 10-0-0 I 3-2-4 0-9-7045 6-0-0 4.00 [E 4*10 S 4x4 | |Scale = 1:26.0 FIj 8 3IXI[5€ 7 12 3x4 S \ 3 15 1 // li i i 0 .af I -tr-01 6 4 1.5*4 Il 5 3x4 3x4 2-2-12 I 10-0-0 2-2-12 7-9-4 Plate Offsets (X,Y):13:Edge,0-3-81 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL)-0.07 4-5 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.21 Vert(TI)-0.13 4-5 >691 180 BCLL 0.0 *Rep Stress Incr YES WB 0.14 Horz(TL)0.00 4 n/a n/a BCOL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 56 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD JOINTS Strudural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals, and 4-0-0 oc purlins (6-0-0 max.): 2-3. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 3 REACTIONS (lb/size) 4=318/Mechanical, 5=556/0-5-8 (min. 0-1-8) Max Hon 5=134(LC 4) Max Uplift 4=-110(LC 4), 5=-146(LC 3) Max Grav 4=476(LC 14), 5=691(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=423/86 WEBS 2-5-476/119,1-5--332/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05, 85mph; TCDL=5.Opst BCDL=3.Opst h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.Olb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4*2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard /98*as. r//ID\%3##(2 <5\%\\ C 04843(3 Imll30 * E - -15 * GOF \9 arch 27,2013 4WARNING · Verify designparcmeters and READ NOTES ON THISAND INCLUDED ETEK REPERENCE PAGEM]1-7473 BEFORB USE. Design valid for use only with MiTek connectors. This design ts based only upon parameters shown, and Is for an Individual building component. Applicabmly of design parameters and proper incorporation of component is responsibDity of buading designer - nol truss designer. Bradng shown is for lateral support of IndMdual web membersonly. Additional temporary bracing to insure stability during construction Is the responsibiNHy of the erector. Additional permanent bracing of the overa U strudure is the responsibilly ol the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing consult ANSI/TP11 Quamy Crtelia. DSB-89 and SCSI Building Componen! Safety Infomnation available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. If Southern Pine (SP} tumber i, specified. ths disign values *re those *Mective 06/01/2013 b rALSC MiTek 7777 Greenback Lane, Sune 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138903 12889 8.13 MONO HIP 1 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 3-2-4 $ 3-2-4 4-0-0 0-9-12 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:40 2013 Page 1 ID:aWQIhHladREMIqyp2U4TlxysDYG-551_PuaGnjL?v_CB.13n?v005qaW}<FhecMOh?xRzWkkH 5-11-11 10-0-0 1-11-11 4-0-5 4.00 liT 3 Scale = 1:28.5 4x10 S 4x4 | | 2 3141//U> 7 1\4\ 4 60 11 // \41 3 O \U 7 *1 5 1.5„4 Il 6 3*4 - 3x4 zz 2-2-12 10-0-0 2-2-12 7-9-4 Plate offsets (X,Y):14:Edge.0-3-81 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc)1/den Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL)-0.07 5-6 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.22 Vert(TL)-0.13 5-6 >692 180 BCLL 0.0 *Rep Stress Incr YES WB 0.20 Horz(TL)0.00 5 rda n/a BCDL 5.0 Code IBC2009fTPI2007 (Matrix)Weight: 59 Ib FT = 20% LUMBER GRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except , BOT CHORD 2 X 4 OF No.1&Btr G end verticals, and 4-0-0 oc purlins (6-0-0 max.): 2-4. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at JHs): 4 REACTIONS (lb/size) 5=350/Mechanical, 6=621/0-5-8 (min. 0-1-8) Max Hon 6=166(LC 4) Max Uplift 5=-153(LC 4), 6=-180(LC 5) Max Grav 5=509(LC 14), 6=756(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-427/91 WEBS 2-6=-577/191, 1-6=-292/59 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opst h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psY bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIMPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. -?ROFESS/04, LOAD CASE(S) Standard U:( c o,b )-tr ' March 27,2013 AWARNING - Verifg designparameters and READ NOTES ON THISAND INCLUDED MITEK REPERENCEPAGE MIl-7473 BEFORB USE. Design valid for use only with Mrrek connectors. This design b based only upon parameters shown. and is foran individual building component. Applicabinly of design parameters and proper incorporation of component b responsibity of buUding designer - not truss designer. Bracing shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stabinly during conshuction is the responsibility of the erector. Additional pennanent bracing of the overaQ structure Is the responsibioty of the building designer. For general guidance regarding fabrication, quality control storage. dellvefy, erection and bracing, consult ANSI/[Pll Quality Critella. DSB-89 and BCSI Bunding Component Sately Informallon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Atexandia. VA 22314. If Southem Pin,(SP} turnber is ipecified, the design values gre those dictive 06/01/2013 by ALSC MiTek 7777 Greenback lane, Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Pty R36138904 12889 BJ4 MONO HIP 1 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 4-0-0 1 4-0-0 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:40 2013 Page 1 ID:aWQIhHladRB4Iqyp2U#Tlxys[)YG-55I_PuaGnil?v_C8J3n?vog5laWHFfl cMOh?xRzWkkH 7-2-4 -11-11 12 13-2-4 0-9-7 4*10 5 Scale= 1:34.0 1.5*4 Il 4.00 Iii-2 8 3 EO 7 8x10 MT20H & 1 U f-R I /1 3 O \M \21 13><51 6 CE| 4 53*4 = 1.5*4 | |3*4 zz 2-2-12 10-0-0 2-2-12 7-9-4 Plate Offsets (X.Y):11:Edge.0-2-01,12:0-2-4.0-2-01 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)1/den Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL)-0.07 +5 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.22 Vert(TL)-0.14 4-5 >648 180 MT20H 165/146 BCLL 0.0 *Rep Stress Incr YES WB 0.33 Horz(TL)0.00 4 rda n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 60 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G *Except* 1-6:2X4DF No.1&Btr G BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 4-0-0 oc purlins (6-0-0 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 3 REACTIONS (lb/size) 4=318/Mechanical, 5=556/0-5-8 (min. 0-1-8) Max Horz 5=188(LC 4) Max Uplift 4=-120(LC 4), 5=-168(LC 3) Max Grav 4=476(LC 14), 5=691(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-37/292,3-4=-298/73 WEBS 2-5=-366/103, 2-4-385/153, 1-5=-447/167 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opst h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semhrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) SUindard r 27,2013 WARNING · Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE, Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabmly of design parameters and proper incorporation of component is responsibuity of building designer - not truss designer. Bradng shown is for lateral support of IndMdual web members only. Additional temporary bracing to insure stability during construction is the responsibDuly of the erector. Additional permanent bracing of the overall structure is the responsibiBly of the building designer. For general guidance regarding fabrication. quality control storage. delively. erection and bracing. consult ANSI/TP11 Quatity Criteric. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. If Southern Pint (SP} lumbe r is specified, the design values gre those eflactive 06/01/2013 by AUC MiTek 7777 Greerback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 1 R36138905 12889 8 J5 MONOTRUSS 20 1 Tirnco Truss and Framing Supply, HESPERIA, CA. 92345 5-6-4 5-6-4 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:41 2013 Page 1 ID:aWQIhHladRB41qyp2U4TlxysDYG-ZHsMEEbvY1TsXBnl<tnIEREDLy_8_7glbgQYTtzWkkG 10-0-0 1 4-5-12 4.00 [fy 8 Scale=1:37.2 1.5x4 I I 3x4 5 2 7 3x4 S 31 0 \61/lAi I-I 6 1.5x4 Il 5 4 3x4 -3x4 - 2-2-12 10-0-0 2-2-12 7-9-4 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL)-0.08 4-5 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.25 Vert(TL)-0.17 4-5 >552 180 BCLL 0.0 *Rep Stress Incr YES WB 0.24 Horz(TL)0.00 4 rda n/a BCOL 5.0 •Code IBC2009/TPI2007 (Matrix)Weight: 59 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0,0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=318/Mechanical, 5-556/0-5-8 (min. 0-1-8) Max Hon 5=227(LC 4) Max Uplift 4=-125(LC 4), 5=-163(LC 3) Max Grav 4=476(LC 12), 5=691(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-50/274,3-4=-359/42 WEBS 2-5=434/147, 2-4=-299/140,1-5=-366/105 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opst h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.Olb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASECS) Standard /;koFESS/O 1/LU I 7-March 27,201 WARNING · Verifg design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFBRENCE PAGE 111·7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parametels shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bradng shown is for lateral support of indMdual web memben only. Additional temporary bracing to insure stability during construction is the responsibmly of the erector. Additional pennanerll bracing of the overan structure is the responsibinly of the building designer. For general guidance regarding fabrication. quality control storage. delvery. erection and bracing. consult ANSI/TP11 Quamy Criteria, DSB-89 and BCSI BuUdIng Component Safely Infolmation available from Truss Plate Institute. 781 N. lee Streel. Suite 312. Alexandria. VA 22314. If Southarn Pine ISP} tumbei lsipe€ ified. th, disign values gre those eflartive 06/01/2013 byALSC MiTek 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty ply I R36138906 12889 BJ6 MONOTRUSS 1 2 Lob Reference (optional) Tirnco Truss and Framing Supply, HESPERIA, CA. 92345 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:41 2013 Page 1 ID:aWQIhHladRB*Iqyp2U4TlxysDYG-ZHsMGEbvY1TsXBnl<tnIEREDMg_nW_4ulbgQYTtzWkkG 4-10-11 1040 4-10-11 5-1-5 3x4 ||Scale = 1:37.0 3 4.00 Bi 8 3*5 55 2 5« 7 4x5 5 i 1es L 0000<XXX 9 5 6 4 3,06 11 8)£ =5,6 = 4-10-11 100-0 4-10-11 5-1-5 Plate Offsets (X.Y)15:0-3-8,0-5-01 LOADING (psf)SPACING 2-0-0 CSI 0EFL in (loc)1/den Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL)-0.02 4-5 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.48 Vert(TL)-0.08 4-5 >999 180 BCLL 0.0 *Rep Stress Incr NO WB 0.42 Hon(TL)0.01 4 rda n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix)Weight: 145 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2 X 8 DF No.2 G end verticals. WEBS 2 X 4 DF Std G BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=3006/Mechanical, 6=1839/2-5-8 (min. 0-1-8) Max Hon 6=221(LC 4) Max Uplift 4=-333(LC 5), 6=-202(LC 3) Max Grav 4=3112(LC 12), 6=1945(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7-2021/208,2-7-1989/216,34-392/58,1-6=-1880/204 BOT CHORD 4-5=-255/1887 WEBS 2-5=-134/1785,2-4=-2407/301,1-5=-174/2080 NOTES 1) 2-pty truss to be connected together with 10d (0.148"xy') nails as follows: Top chords connected as follows: 2 X 4- 1 rowat 0-9-0 oc. Bottom chords connected as follows: 2 X 8-2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opst h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.Olb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Girder carries tie-in span(s): 28-0-0 from 3-0-0 to 10-0-0 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-80,6-9=-10,4-9=-589(F=-579) 44ERS. 7/46 511% 4 C 99;433 C k 9-7 On•IM * 2133193 March.,,£.w w WARNING - VeriA# design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REPERENCE PAOB MIl·7473 BEFORB USEL Desigh valid for use only with MiTek connectors. This design b based only upon parameters shown. and is for an Individual building component. Applicabmly of design parameters and proper incorporation of component bresponsibuily of bunding designer - not truss designer. Bradng shown is for lateral support of indMdual web members only. Additional temporaly bracing to Insure stabmly during construction b the responsibally of the erector. Additional permanent bracing of the overall structure is theresponsibinly of the building designer. For general guidance regarding fabrication. quality control storage. delhvely. erection and bracing. consult ANSI/TP11 Quatity Criteria. DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandia, VA 22314. 11 Southim Pine{SP} lumber b specified, the design values *re those effittive 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Job Truss Truss Type Qty pty I R36138907 12889 BJ7 MONO H]P 2 1 Timco Truss and Fraang Supply, HESPERIA, CA. 92345 Job Reference (optional) 7.250 5 May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:42 2013 Page 1 ID:aWQIhHladRE34!qyp2U4TlxysDYG-2TQIqabXJKNBIMWQUpT_RIRNOBjjYL-vqKA5?KzWkkF 4-0-0 3-2-4 3-11-11 I 10-0-0 3-2-4 0-9-70-6-5 6-0-0 4.00 Iii 4x10 5 4)(4 | |Scale = 1:26.0 2 7 3 2xs 11 9 IX'W 12- 1 £1/ 53 /0/\9\\ 3 I CEll 5 3x5 4*4 - 10-0-0 10-00 Plate Offsets (X,Y):13:Edge,0-3-81 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL)-0.25 4-5 >472 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(Tl)-0.48 4-5 >241 180 BCLL 0.0.Rep Stress Incr YES WB 0.34 Horz(TL)0.01 4 rda rda BCDL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 53 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2X4DFStdG BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 4-0-0 oc purlins (6-0-0 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 3 REACTIONS (lb/size) 4=437/Mechanical, 5=437/0-5-8 (min. 0-1-8) Max Hon 5=134(LC 4) Max Uplift 4-122(LC 4), 5-77(LC 3) Max Grav 4=543(LC 14), 5=543(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-424/85,1-5-359/54 BOT CHORD 4-5=-141/310 WEBS 2-5=-437/97, 2-4=-333/128 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opst BCDL=3.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 ps¥ bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard /*OFESS/OA, 11 59 /dr 17€OF A - March 27,2013 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCE PAGE M]!·7473 BEFORB USE Design valid for use only with MiTek connectors. This design ts based only upon parameters shown, and is for an individual building componenl. Appllcabilily of design parameters and proper incorporation of component : responsiblity of buOding designer - not truss designer. Bradng shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stabinty during construction b the responsibUnty of the erector. Additional permanent bracing of the overaU structure is the responsibinty of the builcfng designer. For general guidance regarding fabrication. quality control storage. deliver, creation and bracing. consult ANSIBPil Quatily Criferto, DSB-89 and BCS; BuOding Component mu:=D=&.r;:%=4::2=:Wei':NNAZ.:2=ma:2:14:of:YS.20dQ'4. MiTek 7777 Greenback Lane, SuRe 109 Citrus Heights. CA. 95610 Job Truss Truss Type Qty Pty R36138908 12889 BJ8 MONO HIP 2 1 IJob Reference (optional) Timco Truss and Framing Supply, HESPERIA, CA. 92345 7.250 s May 11 2011 MiTek Industries, Inc. Vkd Mar 27 10:03:42 2013 Page 1 ID:aWC]lhHladR84lqyp2l.I4TlxysDYG-2TQIqabXJKbj8IMWQUPT_RIRHOBbjX1vqKA5?KzWkkF 3-2-4 5-11-11 10-0-0 1I o-22 1 1-11-11 4-0-53-2-4 4.00 3 Scale=1:27.5 4xl 0 i -//3 4x4 11 4 7 2)(4 1| - 2 //93//[52]- 8 3 1 liB 4.// -ill i - CZY 6 M: 4x4 == 1 10-0-0 1 10-0-0 Plate Offsets (X.Y)14:Edae.0-3-81 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL)-0.25 5-6 >472 360 MT20 220/195 TCOL 20.0 Lumber Increase 1.25 BC 0.42 Vert(TL)-0.49 5-6 >240 180 BCLL 0.0 *Rep Stress Incr YES WB 0.43 Hon(TL)0.01 5 n/a n/a BCDL 5.0 Code I8C2009/TPI2007 (Matrix-M)Weight: 56 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 4-0-0 oc purlins (6-0,0 max.) 2-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 4 REACTIONS (lb/size) 6=488/0-5-8 (min. 0-1-8), 5=483/Mechanical Max Horz 6=166(LC 4) Max Upiift 6-104(LC 6), 5-171(LC 4) Max Grav 6=594(LC 11), 5=589(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-428/91, 1-6=-321/28 BOT CHORD 5-6=-217/380 WEBS 2-6=-555/199,2-5=-413/216 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL=3.Opst h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psY bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 Intemationat Building Code section 2306.1 and referenced standard ANSIFTPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with nxed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard /hP4FS.Tip s #*4t 1/2/11051 996133 *\,*531-78 C :h 27,2013 AWARNING · Verin, design parconeters and READ NOTES ON THISAND INCLUDED MITEK REPERENCE PAGEMII-7473 BEFORB USS. Design valid for use only with MiTek connectors. This design ts based only upon parameters shown, and Is foran Individual building component. Applicability of design parameters and proper incorporation of component b respons[bmly of buoding designer- not truss designer. Bradng shown is for lateral support of indMdual web members only. Additional temporary bracing to insure stabinty during construction is the responsibnnty of the erector. Additional permanent bracing of the overal structure is the responsibmly of the building designer. For general guidance regarding fabrication. quality control storage, delively. creation and bracing, consult ANSI/TP11 Quatity Crile,lo. DSB-89 and SCSI Building Component Safely Informallon available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria. VA 22314. If Southern Pine ISP} turnber is ipecified. the disign value, are those dective 06/01/2013 tby ALSC MiTek* 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Pty R36138909 12889 1319 MONO HIP 2 1 Timco Truss and Framing Suppty, HESPERIA, CA. 92345 7-2-4 7-2-4 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:43 2013 Page 1 ID:aWQIhHladRB4lqyp2U,ITIxysDYG-Wg_71wc94ejZrnRxi-CKixticToU0Sou22_vfYmzwkkE r-11-111 1222 10-9-7 4x10 5 Scale = 1:34.0 1.5x4 I I 4.00 Ri »49 7 3 6 5,£ 11 -.5.lili...11 6/3 3 § 22]/ 5 3)£ ' 8 9 4 3,6 = 10-0-0 1 10-0-0 Plate Offsets (X,Y):12:0-2-4,0-2-01 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL)-0.25 4-5 >468 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL)..0.49 4-5 >239 180 BCLL 0.0 *Rep Stress Incr YES WB 0.26 Hon(TL)0.00 4 n/a rda BCDL 5.0 Code IBC2009fTPI2007 (Matrix)Weight: 57 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G *Except* 1-5: 2X4DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 1 -7-8 oc purlins, except end verticals, and 4-0-0 oc purlins (6-0-0 max.) 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-5 JOINTS 1 Brace at Jt(s): 3 REACTIONS (Ib/size) 4=494/Mechanical, 5=465/0-5-8 (min. 0-1-8) Max Horz 5=188(LC 4) Max Uplift 4=-119(LC 4), 5=-94(LC 3) Max Grav 4=543(LC 14), 5=543(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4-301/70,1-5-467/131 WEBS 2-4=-460/164 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCDL==3.Opst h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psY bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 5.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4*2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard €OFC March 27,2013 £LWARNING · Verify design paremeters and READ NOTES ON THISAND INCLUDED MITEK REPERENCE PAGE M11.7473 BEFORB USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicabmty of design parameters and proper incorporation of component b responsibuity of buading deigner - not truss designer. Bradng shown is for lateral support of individual web members only. Additional temporary bracing to insure stabinly during construction b the responsibUlly of the erector. Additional permanent bracing of the overall structure is the responsibmly of the building designer. For general guidance regarding fabrication. qualily control storage. delively. creation and bracing, consult ANSI/TPI 1 Quatily Critefla, DSE-89 and BCS! Build Ing Component Safety Information available from Truss Plate Institute. 781 N. Lee S treet. Suite 31 2 Alexandria, VA 22314. If Southern Pin,(SP} tumber & specified, the design values Gre the, m eflactive 06/01/2013 by ALS<C MiTek* 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Pty R36138910 12889 BJ10 MONO TRUSS 31 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 5-64 5-6-4 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:43 2013 Page 1 ID:aWQIhHladR841qyp2l)4TlxysDYG-Wg_71wc94ejZmRxi_CIO)(fleWoVGS0e22_v·TYrnzWkkE 10-0-0 4-5-12 + 3x4 ||Scale= 1:36.9 3 4.00 [fi 3x4 cs 2 -* 6 5,6 11 3 *5 =23'h[:b 1 i 5 3x8 = 4 3,<6 - 10-0-0 1 10-0-0 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL)-0.16 4-5 >749 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.33 Vert(TL)-0.29 4-5 >397 180 BCLL 0.0 *Rep Stress Incr YES WB 0.28 Hon(TL)0.01 4 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix)Weight: 56 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEEBS 2 X 4 DF Std G *Except* 1-5: 2*4DF No.1&Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=437/0-3-8 (min. 0-1-8), 5=437/0-5-8 (min. 0-1-8) Max Hon 5=227(LC 4) Max Uplift 4=-130(LC 5), 5=-91(LC 3) Max Grav 4=543(LC 12), 5=543(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=369/45,1-5=-425/92 BOT CHORD 4-5=-140/294 WEBS 2-4=-405/160,2-5=-306/64 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=5.Opst BCDL=3.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has beer applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.Olb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4 3 - 1-15 0 AL March 27.2013 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCB PAGEMII·7473 BEFORE USE. Design valid for use only with M]Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabinly of design parameters and proper incorporation of component s responsibmly of bunding designer- not truss designer. Bracing shown is for lateral support of IndMdual web members only. Additional temporaty bracing to insure stabinty during construction b the responsibnnly of the erector. Additional permanent bracIng of the overall structure ls theresponsibilly of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing. consult ANSI/TP11 Quality Crile,la, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 31 2 Alexandria, VA 22314. Il Southern Pine ISP} tumber b *periflid. the de,ign values Gre those effective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Pty R36138911 12889 BJ11 MONOTRUSS 3 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 IJob Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:442013 Page 1 ID:aWQIhHladRB4lqyp2U4TlxysDYG-_sYVEEGdnryrQObWvYvnds,ve(;woBXPCHefC,1CzWkkD 3-6-0 3-6-0 4.00 R-3*4 51 Scale = 1:25.3 2 2-/«Ff 1.5*4 I I 1/ 0 4 3 3x4 =1.5x4 Il 3-6-0 3-6-0 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL)-0.00 3-4 >999 360 MT20 220/195 TCDL 20.0 Lumber Increase 1.25 BC 0.05 Vert(TL)-0.01 3-4 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.05 Hon(TL)0.00 3 n/a n/a BCOL 5.0 Code I8C2009/TPI2007 (Matrix)Weight: 24 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=144/0-3-8 (min. 0-1-8), 4=144/0-5-8 (min. 0-1-8) Max Hon 4=139(LC 4) Max Uplift 3=-100(LC 4), 4=-56(IC 3) Max Grav 3=380(LC 11), 4=380(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-364/110, 1-4=-364/59 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=5.Opsf; BCOL=3.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 0 6191arch 27.2013 WARNING · Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCB PAGE Mit·7473 BEFORB USE Design valid for use only with Mirek connectors. This design b based only upon parameters shown. and Is for an individual building component. Applicabinly of design parameters and proper incorporation of component b responsibUity of bugding designer- not truss designer. Bradng shown is for lateral support of indMdual web members only. Additional temporaly bracing to insure stabmly during construction b the responsibanty of the erector. Additional permanent bracing of the overal structure Is the responsibmly of the buiking designer. For general guidance regarding fabrication. quality control storage. delively. erection and bracing. consult ANS'/TPil Quatity Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria, VA 22314. H Southern Pine ISP} tumber i, Wecified. the design value, ire those efrective 06/01/2013 by ALSC MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Pty R36138912 12889 SB01 FLAT 1 1 Timco Truss and Framing Supply, HESPERIA, CA. 92345 Job Reference (optional) 7.250 s May 11 2011 MiTek Industries, Inc. Wed Mar 27 10:03:44 2013 Page 1 ID:aWQIhHladRB#lqyp;U#TlxysDYG...sYVEGdnry,·QObVWYvndsrqcCvt-BMZCHefC,1CzVAck[) -71-10 1-10-i 12 6,06 - 9 3 6 7 6/6 x4 11 1-10-7 1-10-7 Scale= 1:18.1 4 5x4 =5 LOADING (psf)SPACING 2-0-0 CSI DEFL in (loc)Uden Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL)-0.00 7 >999 360 MT20 220/195 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL)-0.00 7 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.75 Hon(TL)0.00 6 n/a n/a BCOL 5.0 Code IBC2009/TPI2007 (Matrix)Weight: 15 Ib FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD BOT CHORD JOINTS 4-0-0 oc purlins: 1-4, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 2, 3 REACTIONS (lb/size)7=67/0-3-0 (min. 0-1-13), 6=67/0-3-0 (min. 0-1-13) Max Horz 7=-319(LC 12) Max Uplift 7=-1729(LC 11), 6=-1729(LC 14) Max Grav 7=1692(LC 10), 6=1695(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7-1686/1735,2-9=-828/834,3-9=-469/474,3-6-328/24 BOT CHORD 6-7-762/768 WEBS 2-6=-1954/1954 NOTES 1) Wind: ASCE 7-05; 85mph; TCOL=5.Opsf; BCDL=3.opst h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 600 pif. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 600.0 pif. 9) "Pin all pitchbreaks" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard c O49'; E -5 17*OFC 27,2013 £WARNING · Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCE PAGE MII-7473 BEFORE USE Design valid for use only wilh MiTek connectors. This design ts based only upon parameters shown. and Is for an Individual building component. Appticability of design parameters and proper Incorporation of component b responsibility of buodIng designer - riot truss designer. Bradng shown is for lateral support of indMdual web membefs only. Additional temporary bracing to insure stability during construction b the responsibnuty of the erector. Additional permanent bracing of the overall structure is the responsibmty of the buildng designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consult ANSI/Tril Quamy Criteria. DSB-89 and BCSI Building Component Safely Informallon available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria. VA 22314. 11 South,rn Pin,(SP) tumber & sperified, thedesign valueiGre thosedective06/01/2013 by ALSC Mil. MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Symbols PLATE LOCATION AND ORIENTATION +! 5-13/4.Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss -AJ and fully embed teeth. For 4x2 orientation, locate plates 0- 92' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 soflware or upon request. PLATE SIZE The first dimension is the plate 4 x4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING 41<>Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint1 number where bearings occur. Industry Standards: ANSI/TPH: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89:Design Standard for Bracing. BCSI:Building Component Safety Information, Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses. Cl-2 C2-30-146'2 WEBS 0 4 N 3 U 0 4 Numbering System 6-4-8 I dimensions shown in ft-in-sixteenths 1 1 (Drawings not to scale) 1 2 3 TOP CHORDS C7-8 (6-7 C5-6 ¤ BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1,2013 © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MIl-7473 rev. 02/26/2013 M Tek® A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. . Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alte'rnative Tor I bracing should be considered. . Never exceed the design loading shown and never stack materials on inadequately braced trusses. . Provide copies of this truss design to the building designer. erection supervisor. property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type. size. orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use: 19. Review all portions of this design (front, back, words and pictures} before use. Reviewing pictures alone , is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. T-BRACE AND L-BRACE MIl/SAC - 23 8/27/2004 PAGE 1 . MITek Industries, Inc. Western Division L-Brace or T-Brace Size for One-Pty Truss Nalling Pattern L-Brace size.Nail Size Nail Spacing lx4 or 6 1 Od (0.148X3")8" o.c. 2x4,6, or 8 16d(0.162><3 1/29 8" o.c. Note: Nail along entire length of L-Brace or T-Brace (On Two-Plies Nail to Both Plies) Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 lx4 2x4 2x6·lx6 2x6 2x8 2x8 „* DIRECT SUBSTITUnON NOT APLICABLE. Nalls Nalls , Section Detail Nalls Web--1 \\---- Web L-Brace At --.-- SPACING T-Brace WEB *\%T-Brace or 1-Brace Size for Two-Ply Truss Specified Continuous... - L-BRACE or T-BRACE Rows of Lateral Bracing \\01 0\\4/-Web Size 1 2 (I-Brace) 2x3 or 2x4 2x4 ·2x4 2x6 2(6 2x6 2x8 2x8 2x8"dP/CIP7134« *xy- Nalls-..10d (0.148*3") @ 9" o.c 11 g /6,9\.gk < NO. C074486 7\ EXP. 12-31-13 Web 1-Brace MAR 1 4 2013 7 Nalls Sectlon Detail. Note: 1. L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind, Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. WAR.laNG · Ver-Uk daign parunictors andREAD NOTES ONTEIS AND INCLUDED MOTEX REFERENCE PAGE MII·7473 BEFORE USE.De,lon vand lor use oftly wilh MITek conneclars. Thk deign 13 based only upon paramel eri shown, and 15 lor o n IndMdual building componenl .Appicoblity of design poramenters and proper Incorporollon 01 component Is responslblity 01 buliding dedgner - nal trus5 destgner. Bracing shownk torkilerolsupport ollne[Mdual web members only. Addillonallemporary bracing to *weitabmly durhg con,truction ts Ihe retpon,[bdly of Iheereclor. Addltional permanerl brocing of the overoD slruclure U the responsib[Bly 01 Ihe buMIng designer. For general guidance regardinglablicollon, qually conlrol storage. delvery, erection and bracing, consuu ANSI/Tpll Quattly Crtledo, OSB-89 and BCS{1 Building Component50!oly Inforrnation ovalloble fromlruss Plate Inalitule, 583 D'Onofro Cdve, Modison. Wl 53719. 1 7777 Gruenback Lane I Suite 109 CUrus Heights, CA, 9581 9V --17¢.11.1 e DETAIL FOR COMMON AND END JACKS Mil/SAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (psf)SPACING 2-0-0 'ID TCLi 20.0 Plates Increase 1.15 BRACING .MiTek Industries, Inc. 1/ TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed.Western Division MINIMUM LUMBER SIZE AND GRADE 8CLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied.BCOL .10.0 TOP CHORD 2X4 HF, DF-L No.1 LENGTH OF EXTENSIONBOT CHORD 2X4 SPF, HF, DF-L No.2 AS DESIGN REG'D 20'-0" MAX SPUCE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131")<3.0" MIN) NAILS 3" O.C. 2 ROWS -2-0.0 8-0-01 1 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C.%9 SUPPORT AND CONNECTION BY OTHERS OR 2-18d COMMON WIRE (0.162DIA. X 3.57 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0- 0.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/316d COMMON WIRE (0.162'DIA. X 3.5- LGD TOE NAILS 1 CONN. W/216d COMMON WIRE (0552"DIA X 3.5- LGT) TOE NAILS 1 1 8-0-0 8-0-0 . 6-0-0 .1 EXT. 2-00 4-0-0 < 4 . 2-0-0 EXT. AY-T 2.0-0 ·4 *EXT.2-0-0 2-0-0 • . CONN. W/31,6d COMMON WIRE (0.162"DIA X 3.5" LGT) TOE NAILS 31 2-. BOTTOM CHORD LENGTH MAY BE 2'-0'3x4 =OR A BEARING BLOCK.CONN. W/216d COMMON WIRE(0.167'DIA X 3.57 LGT- TOE NAILS OR SEE DETAIL MID'SAC-7 FOR € 2-0-0 PRESSUREBLOCKING INFO.'219012!9,418-0.0 . .1 1 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT.00 % NO. C074436 EXP. 12-31-13 <42!YL,•re¥ZEF-C€19 MAR 1 4 2013 WARNING · VeriA; duign paramaters and READ NOTES ON 7HIS AND INCI,UDED MrrliK REFERENCE PAGE MII-7473 BEFORE USE. Design vaid for use only wi:h MiTek connectors. This design is based only upon paramelen shown. and h for an indvidual building component.Appicabiity of design paramenters and prope, incorporallon of component is responsibilly 01 building designer - not truss designe. Brccing shownis tor Ialerol support ol individuol web memben only. Additional temporary bracing lo insue ilobmly during construction b Ihe responsibilDy of fheereclor. Additional permanent bracing of the overabiructureis the responsibily ol the building designer. For general guidance regardingtabricotion, quaity conlrol storage. deivery. eeclion and bracing. consult ANSI/7'11 Quality Criteria, DSB.89 and BCSM BuM]ng ComponenlSality Informalion ovailable from Truu Plate institute. 583 D'Onobio Dlive. Modbon. Wl 53719. ureenoacK Lane Suite 109 Citnus Heights, CA, 9561 MiTek® CORNER RAFTER 8'-0" SETBACK MIl/SAC - 9 -8SB 20-18 3/31/2004 PAGE 1 -MI da MINIMUM GRADE OF LUMBER TOP CHORD:2X4 DF-G No. 1&BTR BOT CHORD:2X6 DF-G SS STR. INC.: LUMB = 1.15 PLATE = 1.15 REPETITIVE STRESSES NOT USED LOADING (PSF) L D TOP 20 18 SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 MiTek Industries, Inc. Western.Division NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. Alt PLATES ARE MITEK MT20 3-0-0 8'-0" SETBACK .EXTENSION - ··0.- ···+n·-- 1 SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 50-8" O.C. MAX 9 215 PLF -¥···¥ 1-4 4 4 4 4 4 4 4 iSPLICE MAY BE LOCATED iANYWHERE IN THE 12 |EXTENSION !3x10 splice- plates may be replaced2.83·· ·· 4.24 ·-·|with 22" 2x4 HF No.2 or btr. scab -R-- Flo one face with.131x3 min. nails i@ 3" o.c. 2 rows 3x8 r. ··.. . 3x6 (TYP.) UNIFORMLY | DISTRIBUTED SUPPORT 6.1.·3x10.:· -. --· - b 1/2"GAP MAXIMUM BETWEEN - SUPPORT AND END OF RAFTER SLPPORT . 2X6 DF-G SS LENGTH OF HEEL PLATE iP (MIN. 4") 11-3-12 Nob#BIC'724*ov d\%\r /0.. NO. C074486 .4w \ EXP. 12-31··13 j JACMb«9 MAR 1 4 2013 'WARNING · Vulj, disign pr.rantelers and READ ZVOTES ON THIS AND INCLUDED NOTSK REFERENCE PAGE 011-7473 BEFORE USE.! Design valid lor use only with Milek conneclon. This design h bosed oniy upon poramelers shown. and M tor on individua! building component.Appliccbmty of design paromenle's ond proper incorporolion ol componer,1 is responsibility of building designef - not ;russ designer. Brocing shown is for 10!eral suppon of individual web members only. Addi:ionci lemporary trocing loir.sure slcbility during consluction is theresponsibillity 0, ;heereclor. Addilional permoner,1 bracing 01 the overail s;ructure g :he responlibilily o! ;he building designer. For general guidance regardingi labrcation. quality cormot. slorage. denvery. efectior, and brocing. con.sull ANSIBPI ! Qualily Criteria, DSB+89 cand BCSI I Building ComponentSafely Informallon available from Truss Piate Inslitule. 583 D'Onofrio Drive. Modson. WI 53719. ! 7777 Greenback Lane --®!1 Suite 109 Citats Heights. CA. 9561r I i MiTek® L-* 28 E i zn e N 80'-4" 3100 LBS ORAG 4-4 28'-0"45'- 6" 1760) 949-2721 A (760) 244-2532 SPACING 2-0-0 JOB #12882___PLAN -ELEVATION- DATE -_- TOP CHORD-228 JOB NAME CATALINA COMMERCIAL CENTER REVISIONS JAN-9-2013 TT Il END CUT-®_2_ ADDRESS_21Q2-N:_IUSIINANIAANA DBAGIQADS..8ND.AQQED£L LOADING.i€EEED- CUSTolvIER-,8,INERGI - ROOF & FLOOR RUSS S PITCH-3-/12 TC PHONE (8QQL-812=231 (221632.ELBEEL(FAX)- CONTACTUQMNS' 8845 SANTA FE EAST - P.OBOX 402563 ESPERIA CA 82340-2583 1112 BC |94-8-5330 (800) 469-9449 | O.H TYP.-20. 1 DRAWN BYII.M..I[MMEEMAN-1. 1 -1 THIS LAYOUT AND HANGERS SHOULD ALWAYS BE REVIEWED BY BUILDING DESIGNER OR PROJECT ENGINEER AND IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO SEE THAT IT IS REVIEWED, ALL HANGERS ARE LABELED IN "SIMPSON" NUMBERS UN.0. HANGERS ARE NOT INCLUDED UNLESS LISTED UNDER MISC, ITEMS ON THE BID SHEET. £R 77'-0" 10'-0" 8<10'-0" LU926 LU825 iE 1* 40'- 2" 28'-0"11 1 19 1 1 8'-0"8'-0" A 28'- 0" 5 2 12'-0" A.I 44:h ROOF AND FLOOR TRUSSES-INCLUDING 4X2 9845 SANTA FE AVE E.- P O BOX 402563 HESPERIA, CA 92340-2563 www.timcotruss.com ststimco@gmail.com (760) 949-2721 (760) 244-2532 FAX (760) 948-5330 1-800-469-9449 JOB NUMBER:12889 DATE: OCTOBER, 24 2012 CUSTOMER: SYNERGY PROJECT NAME: CATALINA COMMERCIAL CEMTE DEC 1 0 2012 PLANS/ELEVAT/ONS: COMMERCIAL City of Santa Ana JOB S/TE: 2102 N. TUSTIN AVE., SANTA ANA, CA 92705 TIMCO N REVISIONS: 1 HESPERIA, CA W-NIA-E i COLA Fab. Lic. # 1682 S PREFABRICATED PER U.B.C., I.B.C., AND ANSI NATIONAL STANDARD LATEST REVISION QUALITY AUDITED BY NATIONAL INSPECTION ASSOCIATION, INC. mt-1 lili 77777,1- E---EF tr-13 1000108= 0.411 -5555951- ?1 0,4444- 444444- 6 78'- fy' mICIPI a 1780) 949-2721 ,0,k (760) 244-2532 SPACING.2.Q.. JOB #P AN 3 TIO DATE - - Top cHoRD-2*fl JOB NAME C REVISIONS- END curet ADDRESS-_21QZN.-ILlSI[bLEANIA-ANA - BRG SIZE--2*3..LOADNG-2Q:li=Qzi_ CUSTOMER-SINERGY - ROOF & FLOOR RUSS S PITCH_3_/12 TC CONTACT-JOHN_SIEBE- 8045 SANTA FEE EAST - P.080X 4102583 EEFETIA, CA 823401583 1-/12 BC PHONE (8QQL815=5331 (25L122.z:flaaa-(FAX)- (760) 948-5330 BOO} 489-9449 O.H. TYP. 39 DRAWN BY-I]M_IIMMEBMAN-J- THIS LAYOUT AND HANGERS SHOULD ALWAYS BE REVIEWED BY BUILDING DESIGNER OR PROJECT ENGINEER AND IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO SEE THAT IT IS REVIEWED, ALL HANGERS ARE LABELED IN SIMPSON NUMBERS UN.O. HANGERS ARE NOT INCLUDED UNLESS LISTED UNDER MISC. ITEMS ON THE BID SHEET. 0 . 80'_ 4': i , 40··„r mlurnT=TRTNT[=1TEEm i t . Insert Engineering Here - I T-BRACE AND L-BRACE Mll/SAC -23 8/27/2004 PAGE 1 MITek Industries,Inc. Westem Division Ifd - L-Brace or T-Brace SIze for One-Ply Truss Nailing Pattern L-Brace size Nail Size NaH Spacing lx4 or 6 10d (0.148X37 8" o.c. 2x4,6, or 8 16d(C.182X312")8" o.c. Note: Nail along entire length of L-Brace or T-Brace (On Two-Plies Nail to Both Plies) Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 lx4 2x4 2x6 1xa 2x8 2x8 2x8... - DIRECT SUBSTITUTION NOT APUCABLE. Nalls , Sedion Detail- 1 - lit\-0(' --1Nalls 11-25-1 #\ A- -,SPACING -*-- Web L-Brace T-Brace WEB 'll!n -0 U AUG 1 0 2012 4 cR S. T/A/G C046433 KP. 3-31-13 CNN j T-Brace or !-Brace Size for Two-Ply Truss L-BRACE or T-BRACE /3 Specified Continuous Rows of Lateral Gracing Web Size 1 2 (I-Brace) 2x3 or 2x4 2x4 2x4 2x6 2*62x6 2x8 alls.- Web 2x8 2x8 0 CEO --10d (0.148X37@ 9" O.C. 1-Brace Nalls Section Detail Note: 1. L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. 6 WARNING · Ver#,jy dulgapart,metbr= and,READ NOn,5 ON=£15 AND D,CLODED AUTSK REFERENCEPAOE Im·7473 BEPORD tiReDes'Cn voild for uze 0* wlth Mirek connecters. 1>Itt desly, 1; bosed only upon poranglots shown, and Is tar an IndMdual bulling compo,lani.Appkioblot, Of d=Ign pammenlen ond proper n=om€follon o! cor,ponerll 6 nl,par/Nity of bullang deslgrac - iloi trus• de*Insr, Brocing shownb lor Icileral :uppoll of k•iM,Ual wab mcmbecs onhf. Additional lem»UY burlng to Inwe ilabilly durk,g carollucllon 15 thg,exponsibjlly o! theGract,or. AddE]onal perrnonenl k,odng 01 the overal druclura ls the raspo,51#27,y il the bulang desnu. Fol g@,lamt Wu!{:!unce fawardIng!0tJrk:01!on, qually control Ilaage. davely. erecnon and brocing. con;La ANS:/!Pll Qually Cftlitto, DS:-89 und 5(2511 Bu*,g Corrpone,¢Sately Inforrnceon ovckible Iron-.lrus Mole trs![tute. 593 70nofrio Orke. Modion, Wl S3719. --0 i Suite 109 ;alrus Ilathts, CA, 956·1( 17l MiTek® lul UPLIFT TOE-NAIL DETAIL MIUSAC - 24 11/18/2004 PAGE 1 MITek Industries, Inc. NOTES:Western Division 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPAC]NG OF NAiLS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW TOP PLATE OF WALL i i 80.00. Ll INEAR SIDE ./-,+*- NEAR SIDE .\1 11 - i I --, - VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLYFAR SIDE TOE-NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/noil) DJAM.SYP DF 1·{F | SPF | SPF-S .131 56.5 46.1 31.6 20.8 60.3 47.5 32,6 307 72.3 57.0 39.1 36.8 .128 63.1 41.8 28.7 27.0 .131 54.3 42.8 29.3 27 J .14W3 61.4 48.3 .33.2 31.3 45.9 36.2 24,8 23.4 49.0 38.6 26.5 25.0 .131 50.1 39.5 27.1 25.6 148 56.6 44.6 30.6 28.9 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATjON OF LOAD INCREASES MAY BE APPLIED. 20.3 20.9 25.1 18.4 18.8 21.3 1 5.9 17.0 17.4 19.6 E*PNPE.. gl(31 - 16d NAILS (.162' diam. x 3.51 WITH SPF SPECIES TOP PLATE For Wind DOL of 1.333 (nails) X 36.8 (lb/nail) X 1.33 (DOL for wind) = 146.8!b Maxknurn Allowable Uplifl Reaction Due Tc Wind W < For Wind DOL of 1.60:3 (nalls) X 36,8 (lb/nail) X 1.50 (DOL for wind) = 176.5}b Maxinturn Allowable Uplift Reaction Due Tc Wind d. C:046433 EXP. 3-31-13 If the uplift reaction specified on the Truss Design Drawing Is more than 146.8 lbs {176.6 lbs) another mechanical uplift connection must be used. - USE (3) TOE-NAILS ON 2(4 BEARING WALL ... USE (4) TOE-NAILS ON 2)(6 BEARING WAI.L AUG 1 0 2012 WARN]NG · Varlht deal.gn pararnar• und READ NOWES ON TRIS AND INCLUDED 0:Tec AP.Ty.RENCE PAGE Ma·7473 BRFORR 188. Design vul.c .0, ube v:14 w.tr. Muek connecto,5. Ink detign h to:ec on}/ upor, pa-ornelen> Lho•,4. end b lul Ul, indvidcul buidin¥ Co,1990*,twi. Appicab-di4 01 dettrt pc:umenle,; und propen ittopolution 01 eumponer.1 6 respomiUily o' buiding desig r.er - noi tr uss dos·ine'. 0,0cing shown 8 1, latoral suppo,1 01 indvkclual wet fnembe,5 only. Addilional lernpo,or, U·ucing le irlst,c 5:abmy duling conslruction is the respcnsibilly 01 Inc efeclor. Addllord permaner,1 brodng of the Ovatal St,UCIUf@ i; Ihe respon:blity of the bullaing de,Igner. Fu: ,8,i.eful guk}or,ce (:9070:19 iat,ication, quoily contfol storoge. deS,ely. efection end broc:Ino. consul ANSI/Im Guatiy Cltherlo. DSB·69 and SCSIH BUidinfl Compinent Solely Inrotmciton avo:bble frorn Trus; Pbjee •15 lawle. 593 D'Cnof,io D ke. Modi,cn. Wl 517 19. 1 7777 Greenback Une -- *: 1 Sale 109 . Oks Wel@hin, CA. Stal i MiTek® 1 Mli .. , OCTOBER 1,2006 i WEB BRACING RECOMMENDATIONS I MIl/SAC-51 1P. . r-TE- 'a ·- --- Mil-ek Industnes, Chesterneld. MD Page 1 of 1 : i \/ M di !1 N i MAXIMUM TRUSS WEB FORCE (lbs.) (See note 7)i E-'17=:Z-.=a C==3==1 X-81CE 1 £ 4 2 1 1 4 • 24"O.C.480.C.72" O.C.w i BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE 1 MiTek Industries, Inc A]B:Ci D AiBCD C . D .10-0- 1610 1886 1885 2829 ; 12'-0»1342 1572 14'.0-1150 1347 1 160-01 1006 1179 18 0'894 1048 . lvIT 805 943 i *Bay otze shall be measured in beh 1 TYPE BRACING MATERIALS I 1 X 4 IND. 45 SYP A -OR 1 X402 SRB (DF, MF. SPF) B 2*3 13. STD, CONST (SPF. OF. HF, OR SYP) C 2Xd #3. STD, CONST (SPE. OF, HF, OR SYP) D 2 X 603 OR BETTER (SPF. OF, HF, OR Sm 1 --| 1572 2358 ;, · .1 3143 | 3143 t 4713 4715 1 7074 1347 2021 1179 1768 1 2358 i 2358 i 3536 3143 4715 943 1414 - | 1886 1880 | 2829 9 ' ¥een Ute centers of a pair of diagonals or x-bracing. GENERAL NOTES 1. OlAGONALSnACING IS REQI,RED TOTRANSFER ™E CUMULATIVE LATSUL BRACE FORCE INTO TMEROOFA NWORCOLINGO:APRABU.THE OUWaIRAGM IS TO 02 DESIGNED 07 A OUALIFIEDPROFESSIONAL, 2. THESECALCULATTONSAREBASEDONTERALBRACECARRYING 2%0#THE&%€BFORCE. 1 DtAGONALBRACINGMATERIALMUSTBE SAMESIZEAPOGRADEOR BETTER. ASTHE LATERAL-BRACE MATERIAL AND SMALL BE INSTALLED N SUCHAMAA#JERTHAT ITINTERSECTSWES MEMBERSALAPPROX. 45 CEGREESANDSMALL BENAILEDATEACH END ANDEACH INTERMEDIATE TRUSSWI™Z·ed <0.13,1GS)FOR 1.4 *RACES, 2-103{)131& 31 FOR 213 =*12:4 BRACES.ANO S-104 0.131-*31 FOR 2*6 BRACES 4 CONNECTLATERALBRACETOEACHTRUSSMTH 3-lad(0.131'X213·}NAiLSFOR,14 LATE#U;LeRACES. '2-*de.148'10, MNLS FOR Z,3 LATERAL BRACES,AND:Mod (0.1¢8·*31 FOR 2*4 -d MUTERAL BRACEa i lATERALBRACESHOLILDSECO,mNUOUSANDS,10(UOVERL•PATI£ASTONE TRUSSSPACEFOR CONYINVITY. 6. FORADOITIONALGUDANCE REGARDING OESIGNANDINSTALLATIONOPBRACAG, CONSULT 068·89 TEMPORARY BR ACING OF METAL,RATE CON NECTED WOOD TRUSSES AND 8CS 1 -03 GUN)ETO GOODPRACTICE FOR HANDUNG. INSTALUNG & BRACNG OF •ETAL PtATE CONNECTED WOOD TRUBSEa JOWn.Y PRODUCaRY WOOD TRUSS COUNCIL OFANERICA and TRUSS PLATED,STIME.-=.'u».com./d./.4Osi.gro 7, RELERTOSPECIFIC TRUSSOESIGNORAW}NG FORWEBMEMBERFORCE 8. TABULATENALOESAREBASEDONADOL..i.IS FOR STABIUZERS: FOR A WZING or 24-(10 OWLY.•ITEXSTADL¢ER-mUSS*RAC,IG SYSTENS CAN UESt,lanTUTEDFORTYPEA.e. CANODGUC-,MATERIAL. CROSS'.ORORSTABUZERSARE TODEPROVIDEDAT BAYSIZEIOCATEDABOVE W,GE GAPHRAGM BRACINGISREQURED ATMTCHBREAXASTABILIZERSYBEREPIACEDMFIWOODSLOCKING SEE -STASUZER-TRUSS BRACING *ISTALATIONGUI)EA,PRODUCT SPECIACATION DIAGONAL BRACE Col.--//t----/'-- 1 . 1 j ./0....%8 4 ..449€€CONTINUOUS LATERAL ·. BRACE - .% I .%- ·-,·. Mod NAILS . i0 .·' .1 : (SEE NOTE 4) t -*#- 1 V- 21 '\iF-.-9 Lt,42·,3.--1 ».·c.. \.\11 b / torth.- .j#itIK / 1 F&#PERS.##.AU 1 6-* --:·23·>c*. i ;7<1114'' L 1:k>713*'IN:: 5 , - ....... 01 4 4231 ..I'.46\ 1*75:«* i --**.28 1 . -*' 'F7<23>-uf· >:.K.2, b'4-0i.N....iy 1 Horizontal Blocking C0461 /**204·e. ,& i i /.., 1 EXP. 3-,Fc'1*7721122•Al iS SUFFICIENT.€3 70\ (ne |eg of X-bracing sho.vn d•.shed for drawing clarity. 9 3 This leg will require horizontal blocking TRUSS WE8 i.,hCNit447 : next to the top and bottom chord so it attaches to the brace plane.)MEMBERS· 'N@4912!33 4V gma<hilt h This information is provided as a recommendation to assist in the requirement for permanent bracing of the Individual truss web members. Additional bracing may still be required forthestability of the overall roof system. The rnethcd shown here is just one method that can be used to provide stability against web buckling.AUG 1 0 2012 Dc*gn valid for use Only wilh Milck conncc:ors. lhb de* 11 bosed only wpon gammeters shown, and a lor an incMdint bU]ding component. Ap©Ocabilly al deign poramenten and proper incor,=ation of componer,1 8 rewoni·billy 01 buidng des:gner - not hus designer. Gracing shown is fo, lateral support olinclvt dual web members or¢y. Aciftionol ternpolory brocing to insure statikdy during con,truction h Ihe responsionly 01 the MiTek erector. Addlionct permanent btocing 01 fhe overoll sluctice h Ike respombilly 01 the bulcing designer. Por generot guidance regorcing fob,lconon. quoity contro:.stologe. delvery. erection (X,d tfocing. cona,Ir ANS!/Tpll Quality Criteria. 038·89 and SCS,1 Building Component 7777 Greenback 1-n. Suito, 109SaloN Informollon nvolober, frorn Trut, Plate trt,lihile. En,yr,nnfric n., 0-Gu.n wl #710 -. V CORNER RAFTER 8'-0" SETBACK MIl/SAC - 9 -8SB 20-18 3/31/2004 PAGE 1 MiTek Industries, InctA MINIMUM GRADE OF LUMBER LOADING (PSF)Western Division BOT CHORD:2X6 DF-G SS TOP 20 18 TOP CHORD:2X4 DF-G No. 1&BTR L D STR. INC.: LUMB=1.15 PLATE=1.15 REPETITIVE STRESSES NOT USED SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 3-0-0 8'-0" SETBACK 1, . ·- . -EXTENSION SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8" O.C. W.X 215 PLF -VV V V V V V +V ¥ V SPLICE MAY BE LOCATED ANYWHERE IN THE 12 EXTENSION 3x10 splice plates may be replaced2.83' -4.24 1·with 22" 2*4 HF No.2 or btr. scab 7- 10 one face with. 131x3 min. nails @ 3" o.c. 2 rows 3x8 1 _ ._.. 3x6 (TYP.) UNIFORMLY k,·Mi ..,...··SUPPORT DISTRIBUTED - -- i.· 11/' ' ' 3*10 + 1·.7.. ·''', 2·*'0' i , 1/2" GAP MAXIMUM BETWEEN 1 , -SUPPORT AND END OF RAFTER SLPPORT LENGTH OF HEEL PLATE P (MIN. 4") 11-3-12 C046439' AlEXP. 3-31-13 7 UXCS' 2,0 AUG 101 ....:..:..'../.-.-:.-*.'*:./.=*.*.:.':'.I'.'-I.*il-- ly·'r'··Ae..=.9.7.-C.7.4,3·.-'2....0.»4· 1: .*·-cu /9-' -,U-*2'.·49'2·>'··r-;--1-7..ba ·• ·r.'·r,··45'·i•-.*.o-li-·'.··'el'.-'1/.U 'S··:''·.&-·· ,-·i.:.--·1,Z«· ?012 WARN™0 · Verifit design porno,clers anrt READ NOTES ON 7HIS AND INCLUDED MITEK REFERENCE PAGE %11-7473 BEFORE USE. Dedgn valid tor use only with Milek conneclon. Ihis design h baled only upon parameters shown. and h Ip on individual buading componenl.Applicabilily oldesign paromenters ond propefincomorolion of component h responsibility of building deigner - nol truss designer. Bracing showni B for lolerol supportolindividuciwebmembers only. Additionollemporary brocing lo insure stcbiuh, during ccnstructicn is the responsibmily ol theereclor, Addilional permonenl brocing 01 Ihe overol s;ruclure k Ihe responsibiny of Ihe buiding designer. For general guidance regardingi lob,zoilon. Quofily conlrot, storage. deivefy. efeclionond bacing, consult ANSIBpll Quanly Criterlo, DSB-89 and BC;11 Bunding Component· Safely Information ovoiloble from Truss Plate Inslitule. 583 [YOnotrio Drive. Madison, WI 53719. 7777 Greenback Lane Suite 109 Citfus Heights, CA. 9561 A Bil.1 N e 1 DETAIL FOR COMMON AND END JACKS Mll/SAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (p,9 SPACING ·240 MiTek Industries, Inc.Ar, TCLL 20.0 Plates Increase 1.15 BRACING I 'CY TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. .Western Division BCU 0.0 Rep Stress incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2X4 HF, DF-L No.1 LENGTH OF EXTENSIONBOT CHORD 2X4 SPF, HF, DF-L No.2 AS DESIGN REO'D 20'-0» MAX -2.0-0 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORDTO BE "2" MIN. SPACING= 24" O.C. / SPUCE CAN ETHER BE 3XS MT20 PLATE5 OR 27 LONG 2XA SCAB CENTERED AT SPUCE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE - .A W/ (.13173.0 MIN) NAILS @ y O.C. 2 ROWS 8-0-0 1 XYX /»5559 1/ / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE / (0.167DIA X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @4'-0- O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162-DIA X 3.5- LGT) TOE NAILS 3x4 = 3x4 2-0.0 CONN. Wt216d COMMON WIRE (0362"DIA X 3.5 LGT) TOE NAILS 1 840-0 8-0-0 6-0-0 .· EXT. /12-0-0 4-0-0 / I . 2-GO EXT. -- ' EXT.2-0-0 . ./ .1.EXT.2-0-0 240 4 . CONN. W/3 16d COMMON WIRE (0.162"O1A X 3.5" LGT) TOE NAILS BOTrOM CHORD LENGTH MAY BE 2'-e OR A BEARING BLOCK.CONN. W/2 16d COMMON WIRE(0.182'DIA X 3.5') LGT TOE NAILS OR SEE DETAIL MIl/SAW FOR PRESSUREBLOCKING INFO.-011 8-0-0 ! NOTE: NAIUNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. C046433 -<P. 3-31-13 9 42&-/2. AUG 1 0 2012 A waRKING ·v=,W de,tga paro,ndusandREAD NOTES ON nm AND ZNCLODED MmX.REFERENCEPAGE Mir-7473 REFORE USE. Design void for use orlly with Mirek cor,necton. Thb design is based only upon pararrelers shown. and h IC, an individual bunding component.Appicabmy of deden paramertlen and prope, incaporation of componerd h respormibmy of blmcing designer - not truss deligner. Brocing 5hownts lor blerat support oi Incividual web menlbels only. Addlional jemporory brucing to inswe stabioly duAng construdion 15 the lesponsibimly of Ihe efeclor. Addilional pertnanent bfacke of the ovefanitucturets therespor„!brity of the bulding designer. Forgeneral guidance regardingtab:kx,flon. qually conlrot. $1arooe. dekery. erection and bracing, consull ANSI/!211 Quallty Criteda, DSB·89 and BCS,1 Building ComponentSately Informalion ovanob:e trom Tam Plate bullute. 583 D'Onottto Drive. Madmon. Wl 53719. 7777 Greer,back Lane * Sulte 109 Cltrus Hedghts, CA. 9581 MiTek, 1 11 10'··, M I -Etttktmci=MOMmiSM=-141 4 11 1 1: liFi@-Swia-- 1 TOP CHORD-2*31 1 JOB NA ME --CATALI N A-SGOMMEB©AL_CEECCEE 1 REVISIONS- 1 END cuT-1-2 1 ADDRESS1¤2-hLIUSIINaNILAN8 1 - BRG SIZE-2*4LOADING.29:15:gni_ CUSTOMER-SINEBQI -ROOF&FLO PiTCLL/12 TC CONTACT--JOHN SIEBEL______- 98,5 04awl=:8 IL_/12 BC PHONE AQQL-Bli:5331 (211.ERREARL(FAX)- (7801 048-5330Fu (800) 489-9449 0}l TYP. 30- _DRAWN BY.Ilbd-IlhtlhdEBMAN--1_- THIS LAYOUT AND HANGERS SHOULD ALWAYS BE REVIEWED BY BUILDING DESIGNER OR PROJECT ENGINEER AND IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO SEE THAT IT IS REVIEWED. ALL HANGERS ARE LABELED IN -SIMPSON NUMBERS UN.O. HANGERS ARE NOT INCLUDED UNLESS LISTED UNDER MISC. ITEMS ON THE BID SHEET. , 9-