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HomeMy WebLinkAboutB17-1307 038-170-038Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 J U L 2`0 Main Phone 530.538.7601 Fax 530.538.7785 ,wxvw.buttecountv.net/ddsT, , L 1%,f �i. .� SEP, %T [CES FORM NO SBP -o6 PLAN CHANGA.1iCKOR R_XEJTURN Owner's Name:L- Contact Person Name: A��� Contact email: � d ec�P Contact Phone Number: �`�' � �7 X qj Date Submitted: , Permit Number�u l ! — `3 �' 7 Assessor's Parcel Number: ❑ COMPLETE SET OF PLANS ,0PARTIAL SET OR PAGES OF PLANS (LIST PAGES BLOW) Please check any that apply: .Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? El Is there additional square footage? D Is unfinished area being in -filled or completed? ❑ Other: LIST OF ITEMS SUBMITTED 'J_ 2. 6f2(J LS L Lf y Cut' o OAJ 147 0 3. 4. 5 -1yf I ,- Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ® Minimum $127.00 paid ® Additional Fee Amount Due: evisUd 7.20.E x'15 Page 1 of 1 Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY Property Address ��-,-71-17 PERMIT NO: . r 't SIN NO: City ,Location must not be in the city 7 i of Chico, Gridley, Oro4ille or Paradise, 1 http://gismaps:.buttecou6ty.bet/flexviewer/bcdatasearch/index.html (Policy Number (Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance r^nhin Alter DBP -1 lobile Home permits (other than installation, foundation, utilities & non-attached tructures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click elow to see Manufactured Home Alterations and Permit Guidelines at: http://www.hcd.ca.gov/codes/mhp/HCD Phone: ( Is this a Manufactured/Mobile Home (circle one) Yes / No qt V Living Area: vNui i r%I tea. f qtn irti irP Pi lilt withni it nPrmits r7 PrnnnSeri (.hnnne of nccunancv/Use - Note previous/current use below: reff.M.r.-MMOX Occupancy Permit Tecf *When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Revised 7.20.2015 Pap -e 1 of 1 Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 w«INw.buttecountv.net/dds IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building permit has been submitted inIL s, builder of the property improvements specified at �GIn6uv We are providing you with an Owner -Builder Acknowledgment and Information Verification •responsibilitiesma incur b `Qvin this For m to make you aware of your and possible risk you y y g permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice our name listi g yourself as the FORM NO DBP -43 unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION DIRECTIONS: Read and initial each statement below to signify that you unde7-stand oj- vej-ify this inf( Jnation. 1. I understand a frequent practice of unlicensed persons is to have the property owner o tAin an "Owner -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 2. I understand building permits are not required to be signed by property owners unless CD_ th y are responsible for the construction and are not hiring a licensed Contractor to assume this r6 ponsibility. C 3. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I uql erstand that I may protect myself from potential financial risk by hiring a licensed Contractor and1having the permit filed in his or her name instead of my own. 4- 4. I understand Contractors are required by law to be licensed and bonded in California and td list their license numbers on permits and contracts. T" 5. I understand if I employ or otherwise engage any persons, other than California licensed value of m construction is at least five hundred dollars($500), Go tl actors, and tl�e total va y in luding labor and materials, I may be considered an "employer" under state and federal law. 6. 1 understand if I am considered an "employer" under state and federal law, I must re,0s er with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. .i 7. I understand under California Contractors' State License Law, an Owner -Builder who - Odilds single-family residential structures cannot legally build them with the intent to offer them Ur / g Y sale unless all work isY erformed b licensed subcontractors and the number of structures P does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. Page 1 of 2 Revised 12.19.2016 19 8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I r y be held liable for any financial or personal injuries sustained by any subsequent owner(s) t at result frorn any latent construction defects in the workmanship or materials. 9. I understand I may obtain more information regarding my obligations as an "employer" the Internal Revenue Service, the United States Small Business Administration, the al fornia Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800- 321-CSLB (2752) or www.csib.ca.gov for- more information about licensed contractors. *ativ10. I am aware of and consent to an Owner -Builder building permit applied for In my name,' -ity nderstand that I am the party legally and financially responsible for propo ed construction at the following address: Z 4 7iS 11. I agree that, as the party legally and financially responsitTe for this proposed cls struction activity, I will abide by all applicable laws and requirements that govern Owner- iiu-ilders as well as employers. , 12. I agree to notify the issuer of this form immediately of any additions, deletions, or �Idtl_nges to any of the information I have provided on this form. Licensed contractors are tie ulated b laws designed to protect the public. If you contract with someone who does not have Y g p P a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only rernedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for darnages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you willbe responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented )vhejl-fire-pernlit is issued to verify the property owner's i sib nature.0 ' Si nature of ro p ert Y o ner: ate: g Note: The following Aiahor✓ ation F07 -m is t-eguired to be completed by the property oivner only when designating an a t of the property owner to apply for a construction permit for the 0i7ne7--BW1de7- . AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, Ihereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location -or Address: Name of Authorized Agent: Address of Authorized Agent: Tel No: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Property Owner's Signature: Revised 12.19.2016 Pave 2 of 2 Date: ' ...In . ,% IJ IF Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax PUBLIC WORKS National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment ILESS THAN I ACRE1 Reference Number: B17-1307 Date: 6/28/2017 Location: 8747 MIDWAY By: DAH Parcel Number: 038-170-038 Sub Type: PRIVATE GARAGE/SHOP Owner Name: PETERSON & BOEGER TRUST Phone: Description: METAL STORAGE (1500) NO ELEC/PLUMB BY signing si nin below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm q Water Permit from the State of California Regional Water Quality Board. Sign Date 6/28/2017 3U C iww6b t DEVELOPMENT SERVICES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: Make sure your application is complete. Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http•//municipalcodes.Icxisncxis.com/codes/buttcco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B17-1307 Date: 6/28/2017 Parcel Number: 038-170-038 Location: 8747 MIDWAY, DURHAM Phone: Owner Name: PETERSON & BOEGER TRUST Description: METAL STORAGE (1500) NO ELE.GIPLUMB Signature Date: 6/28/2017 i'_'~o�'' °v 5r) DEVELOPMENT SERVICES Department of Development Services 7 County Center Drive Oroville, California 95965 PETERSON & BOEGER TRUST RE: 038-170-038 Tim Snellings, Director Pete Calarco, Assistant Director T: 530.538.7601 Buttecountv.net/dds F: 530.538.7785 Permit No: B17-1307 To meet the requirements of Butte County Code Section 26-12 (available on line at httr)://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If constructionp lans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at httN ://www.buttecount .net/ ublicworks/divisions/landdevelo ment/im std.html ) with a minimum plan checking deposit of $690.40. Important Note: If im rovements in compliance with County Code Section 26 12 are required, any construction p plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in q p lieu feep rior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. IfYou have an questions, please contact the Land Development Division at (530) 538 7266, Monday y through Friday, 8:00 a.m. to 4:00 . I have read and understand the, abov requirements: Date: 6/28/2017 L, W40-111 71 Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B17-1307 Location: 8747 MIDWAY Parcel Number: 038-170-038 Owner Name: PETERSON & BOEGER TRUST Description: PTN LOT 11 HANLON TRACT 1 Date: 6/28/2017 By: DAH Sub Type: PRIVATE GARAGE/SHOP Phone: q To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: 0 Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Fullp Ian submittal to Butte County Development Services Building Division To request aninspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection p line, you will nee • d the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. have read and understand the above pre inspection requirements. Date: 6/28/2017 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecountv.net/dds Oroville, California 95965 F: 530.538.7785 Buildini! Permit checklist Name: PETERSON & BOEGER TRUST Location: 8747 MIDWAY, DURHAM Assessor's Parcel Number: 038-170-038 Permit Number: B 17-13 0 7 copies site plan sets building plans set energy calcs (if applicable) set truss calcs (if applicable) 1 set structural calcs (if applicable) v . 6 1"e Packet �../ , ! igned permit application owner builder (if applicable) c. notice to builders d.., ---,fee summary ire handout f. NPDES form data sheet `/h. PW Notification for 26-12 i. Haz"rous Material Form (commercial) -i //Accessibility Worksheet (commercial) �. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by: Date: DANIEL J. DOBBIE Professional Engineer Mail: P. O. Box 2156 Street: 15925 Renee Way Flournoy, CA 96029 530) 833-5423 Mobile:(530) 840-4741 dandobbiel <rr� mail.com July 21, 2017 Job No. 17019 -err Butte County Department of Development Services 0=1 7:T y 7 Count Center Drive Or -f ,T oville, CA 95965 JUL 2 HIT • 3 8-170-03 8 ,�E«�,oPMEN�' • Peterson Metal Building, APN 0 SERVICES Re . Pete ck # 1 • it No. B 17-13 07 Plan Che Building Perm Dear Building Official, Fog llowin are itemized responses to portion of work GENERAL COMMENTS: 2. 3. 4. Your plan check dated July ul 18 2017 as they pertain to my rndP references were added to sheet 1 as requested. / _ _� a �^„�rp The plans were amended to show occupancy group, Yp t e of construction and square 1V V a6%w v - A scope of work description has been added to sheet Sheet 1 has been signed by the designer. ARCHITECTURAL COMMENTS: G� 5. The plans have been amended to include a note concerning floor slopes shown on sheet � 6. A note has been added that the lot shall be graded to drain away from the building on sheet 1. Thank you for your review of this project. � Respectfully, Daniel J. Dobble, r.r-,. C42028 BUTTr COUNTY DEPARTMENT 01"DEVELOPMENT SERVICESS92BUILDING CONISTRUCTEON' DEBRIS RE,'COVERY PLAW: Pre -Construction - Building permit will not be issued until completed plan submitted APN: �3�_ Owner ame:J 11._.....��._ 11 Owner Maillinq Address: Jobsite Address: Job-site Coontact: /q'7 Brief des;cn'ption of project: Building l"Grmit �3 .� S -k-v i" Project Sq. Ft.. Submit completed form in person or by mail or fax to* Butte County Development Services- Bulldin 7 County Center Drive Orovllle, CA 95965 Phone: (5.30)538-7601 Fa.: (530)_538-214-g 0-vvner Phone: Project Tvpe:Construction i Demo'liti011 Company.- ....�_ Jobsit;e 'hone: � By signing below, I acknowledge that 6 am responsible for complying with the require tints of Ordinance 2006-3925 (Chapter 31 Article Vli related to recovery of construction an detnolition debiis and the sack of compliance rasa a .. ' . � � d y result in delays "r� 'ssuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant.- (Owner pplicant:(Owner / Contractor) Sp-11**Ztu�re: L(ji MATERIAL Inert Material (Concrete, asphalt) Lumber Plant/Tre-e Debris Dry Wall Metal Cardboard Other: Other: Date-, J_ Racycle Ijisp rA ILiT IESIsE '( iE PROVIDERS To BE USED I Recovery Pian approved: Date: (Building Division) 'lease refer to the Butte County online Recycling Directory for local retcycling seivice providers at:'% � .Rec 1eButt . e� l� � � tx . �,_....,�.,,�... DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5z?i BUTM COUMY JUN DEETLOPMEIVT SERVIGCS el -7-1202 PROJECT SCOPE: QFESS/ C 42028 t EXP. 03131118 �sr civ�� OFCA�\F�� Page 1 Job No. 17019 Date: June 2017 Peterson Metal Building Foundation PROVIDE STRUCTURAL FOUNDATION ENGINEERING FOR A NEW 30'x 50' METAL BUILDING. USE THE BUILDING COLUMN REACTIONS PROVIDED BY THE METAL BUILDING SUPPLIER FOR DESIGN OF THE COLUMN FOOTINGS. UTILIZE AVAILABLE SLAB DEAD LOAD TRIBUTARY TO THE COLUMN FOOTINGS TO RESIST UPLIFT FORCES. CHECK SOIL BEARING PRESSURE USING DEAD PLUS LIVE LOADING. DESIGN THE COLUMN ANCHORAGE PER AC1318-14 CHAPTER 17. DESIGN DATA: CALIFORNIA BUILDING CODE 2016 EDITION CONCRETE COMPRESSIVE STRENGTH (fc) 3000 PSI CBC TABLE 1808.8.1 FOR SEISMIC DESIGN CATEGORY D CONCRETE DESIGN STRENGTH (f c) 3000 PSI PER CBC SECTION 1705.3 EXCEPTION 1. FOR ISOLATED FOOTINGS < 3 STORIES &EXCEPTION 3. FOR NONSTRUCTURAL CONCRETFIS`LABS ON GRADE NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED V REINFORCING STEEL STRENGTH (Fy) ANCHOR BOLTS ALLOWABLE SOIL BEARING PRESSURE 60 KSI F1554 GRD 36 1500 PSF .s►, .Y�'' !� t _� f DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 2 Job No. 17019 Date: June 2017 Peterson Metal Building Foundation 611 SLAB RESITING UPLIFT • WIDTH OF 6" SLAB CAPABLE RESISTING UPLIFT FIS TRIBUTARY B TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLA BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr USE CONSERVATIVE VALUE TO PREVENT HINGE FROM FORMING DESIGN DATA: CONCRETE STRENGTH (f C) REINFORCING STRENGTH (Fy) WIDTH OF SECTION (b) THICKNESS OF SLAB (t) DEPTH OF REINFORCING (d) (t/2) WEIGHT OF CONCRETE BENDING STRENTH REDUCTION FACTOR (phi) LOAD FACTOR FOR WIND AREA OF REINFORCING STEEL (As) (#3 @ 18" o.c.) REINFORCING RATIO (p) = As /(b * d) MOMENT CAUSED BY WEIGHT OF SLAB HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (Wr) MOMENT CAUSED BY WEIGHT OF SLAB (Mw) Mw=.15*6/12"Wr^2/8 MOMENT CAPACITY OF SLAB (Mc): NOMINAL MOMENT CAPACITY OF SLAB (Mn) Mn =p * b * d * Fy * (d -.5 * p*d /.85 * Fy/fc) FIND REQUIRED WIDTH OF SLAB 3000 PSI 60 KSI 12 IN 6 IN 3 IN 0.15 KCF 0.9 1.6 0.073 IN A 2 0.002028 .009375*Wr^2 12.83 KIP IN 01 EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.009375 * Wr A2 Wr^2 = 60 * Mn Wr = (60 * Mn)^.5 ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr) USE CONSERVATIVE ALLOWABLE WIDTH 8.01 FT 8.01 FT 7.00 FT DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 3 Job No. 17019 Date: June 2017 Peterson Metal Building Foundation RIGID FRAME COLUMN FOOTING LINE (2) AT (A&C) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L) =1.4+1.1+4.5 7.0 HORIZONTAL OUTWARD (Rho) (D + C + L) =.3+.3+1.1 1.7-2.8 VERT UPLIFT (Rvu).6(D+C+W)=.6*(1.4+1.1-7.2) -2.8 HORIZ IN FORCE (Rhi).6(D+C+W)=.6*(.3+.3-2-9) -1.4 DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING l Ls EDGE OF SLAT FOOTING 1 SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING (WD THICKNESS OF FOOTING BELOW SLAB (Tfl WIDTH OF SLAB (Ws) = Wf + 7 THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt); 0.6*(D+C+W) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (ZD = =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH ft) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') AREA OF REINFORCING STEEL REQUIRED (Asreq"d) USE: 2 - #4 As = 0.40 IN"2 - 6" THICK x 3' - 0" LONG AT BOTT. & 6" SLAB OVER KIPS KIPS KIPS KIPS 0.15 KCF 2.17 FT 1.50 FT 9.17 FT 6.00 IN -2.8 KIPS -4.19 FT 3.00 FT 1.075 KSF 2.63 KIP FT 3000 PSI 60000 PSI 18.5 IN 0.9 1.5 3.9 KIP FT 0.000098 < pmin 0.000131 RIGID FRAME FOOTING LINE (2) AT (A&C): 2'-2"WIDE x1' W12-#4 CONT 0.063 INA2 i I DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 4 Job No. 17019 Date: June 2017 Peterson Metal Building Foundation ENDWALL COLUMN FOOTING LINE (1) AT (B) MAXIMUM COLUMN REACTIONS: 4.5 KIPS VERTICAL DOWNLOAD (Rvd) (D + C + L) =.6+.2+3.7 0.0 KIPS HORIZONTAL OUTWARD (Rho) (D + C + L) =0+0+0 KIPS VERT UPLIFT (Rvu) (.6(D+C+W)=.6*(.6+.2-4.2) 1.1 KIPS HORIZ IN FORCE (Rhi) (.6(D+C+W)=.6*(0+0+1.8) DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7' - 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls EDGE OF SLAB ICOL FOOTING I SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING fflfl THICKNESS OF FOOTING BELOW SLAB (Tfl WIDTH OF SLAB (Ws) = Wf + 7 THICKNESS OF SLAB (Ts) nFnn LOAD RESISTANCE TO UPLIFT (Zt): (0.6*(D+C) + .6*(WIND-LONGI)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zq = =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12'` Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH (fc) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') AREA OF REINFORCING STEEL REQUIRED (Asreq"d) USE: 1 - #4 0.15 KCF 1.00 FT 1.00 FT 8.00 FT 6.00 IN -2.0 KIPS -6.67 FT 5.00 FT 0.900 KSF 2.81 3000 60000 12.5 0.9 1.5 KIP FT PSI PSI IN 4.2 KIP FT 0.000503 < pmin 0.000670 0.101 IN A 2 As = 0.20 I N"2 FOOTING 1' - 0" WIDE x 1' - 0" THICK x 5' - 0" LONG ENDWALL LINE () B1 AT : W/ 1- #4 EACH WAY AT BOTT. & 6" SLAB OVER I DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 4A Job No. 17019 Date: June 2017 Peterson Metal Building Foundation RIGID FRAME COLUMN FOOTING LINE (3) AT (13) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L) =.6+.2+3.8 4.6 KIPS HORIZONTAL OUTWARD (Rho) (D + C + L) =0+0+0 0.0 KIPS VERT UPLIFT (Rvu).6(D+C+W)=.6*(.6+.2-4.3) -2.1 KIPS HORIZ IN FORCE (Rhi).6(D+C+W)=.6*(0+0-1.8) -1.1 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls U EDGE OF SLAI ICOL FOOTING /SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING (WD THICKNESS OF FOOTING BELOW SLAB (TD WIDTH OF SLAB (Ws) = Wf + 7 THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt): 0.6*(D+C+W) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (ZD = =.15 * Wf * Tf'` Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws * (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH (f c) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') AREA OF REINFORCING STEEL REQUIRED (Asreq"d) RIGID FRAME FOOTING LINE (3) AT (B): 0.15 KCF 2.17 FT 1.50 FT 9.17 FT 6.00 IN -2.1 KI PS -5.21 FT 2.00 FT 1.060 KSF 1.15 KIP FT 3000 PSI 60000 PSI 18.5 IN 0.9 1.5 1.7 KIP FT 0.000043 < pmin 0.000057 0.028 IN A 2 USE: 2 - #4 As = 0.40 I N"2 2'- 2" WIDE x 1' - 6" THICK x 2' - 0" LONG W12 - #4 CONT AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 5 Job No. 17019 Date: June 2017 Peterson Metal Building Foundation CORNER COLUMN FOOTINGS LINES (183) AT (A&C) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D+C+L)=.4+.1+2 2.5 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D+C+L) =0+0+0 0.0 KIPS VERTICAL UPLIFT (Rvu) 0.60*(D+C+W)=.6*(.4+.1-2.1) -1.0 KIPS HORIZONTAL FORCE (Rhi) 0.60'`(D+C+W)=.6*(0+0+3.5) 2.1 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING --/\ .r .%9 . r% FOOTING I SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF SQUARE FOOTING 2.00 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*DEAD +WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -1.0 KIPS FIND: REQUIRED THICKNESS OF FOOTING (Tfl WEIGHT OF FOOTING (Zfi� =.15 * Wf^2 * Tf WIDTH OF SQUARE SLAB (Ws) = Wf + 7 WEIGHT OF SLAB (Zs) =.15 * 6/12 * (Wf + 7)^2 TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED THICKNESS OF FOOTING (Tf) (SLAB SUFFICIENT) -7.46 FT USE: FOOTING THICKNESS (Tf) 1.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 0.625 KSF BENDING MOMENT IN FOOTING (M) 0.63 KIP FT CONCRETE COMPRESSIVE STRENGTH (fc) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 14.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 0.9 KIP FT REINFORCING STEEL RATIO (p) 0.000041 < pmin USE: REINFORCING STEEL RATIO (p') 0.000055 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.019 IN^2 USE: 2 - #4 As = .4 IN112 CORNER COLUMN FTGS 2' - 0" SQUARE x V- 0" THICK LINES (1 &3) AT (ASC): W/ 2 - #4 EACH WAY AT BOTTOM & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, qA 96029 Phone (530) 833-5423 Page 6 Job No. 17019 Date: June 2017 Peterson Metal Building Foundation TYPICAL HAIRPIN TIE DESIGN AT COLUMN ANCHOR ASSEMBLIES DESIGN DATA: LOAD CASE .6'(D+C+yY) AT RIGID FRAME MAX HOR. THRUST TO BOLTS (Fh) (D+C+L) 1.7 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #4 AREA OF REINFORCING (Ab) 0.20 IN^2 CONCRETE STRENGTH ft) 3000 PSI MAXIMUM ANGLE OF TIE LEGS FROM DIRECTION OF THRUST (w) 30 DEGREES STRESS CHECK: (ALLOWABLE STRESS DESIGN) HORIZONTAL THRUST TO BOLT PAIR @ONE TIE (Fh') 1.70 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) 0.6 LOAD DURATION FACTOR (Cd) 1.00 NORMAL ALLOWABLE TENSILE STRESS TO STEEL (Ft) 36.0 KSI ACTUAL TENSILE STRESS TO TIE STEEL (ft) 4.9 KSI OK TENSION REINFORCING DEVELOPMENT DATA: REINFORCING BAR SIZE (#) # 4 NOMINAL BAR DIAMETER (db) 0.500 IN CLEAR SPACING OF BARS 12.00 IN CLEAR COVER OF BARS 1.00 IN MINIMUM SPACING OR COVERING (c) 1.00 IN IS 12" OF CONCRETE BELOW REINFORCING? NO EPDXY-COATED BARS? NO LIGHTWEIGHT CONCRETE? NO DESIGN DATA: REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCEMENT LOCATION FACTOR (alpha) 1.00 COATING FACTOR (beta) 1.00 REINFORCEMENT SIZE FACTOR (omni) 0.80 LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) 1.00 TRANSVERSE REINFORCEMENT INDEX (Ktr) 0.00 DEVELOPMENT LENGTH (Id): CHOOSE GOVERNING EQUATION PER ACI 12.2.2: 1 Id = fy'' alpha *beta * lamda * db / (25* (fc)^0.5) 21.91 IN Id = fy *alpha *beta * lamda * db / (20* (fc)^0.5) Id = 3 * fy *alpha'` beta * lamda * db / (50* (fc)^0.5) Id = 3 * fy *alpha *beta * lamda * db / (40 * (fc)^0.5) CHECK MINIMUM Id PER ACI 12.2.3: IS (c+Ktr)/db>2.5? NO Id = 3/40*fy/(fc)^0.5*alpha'`beta*omni*lamda"db/(((c+Ktr)/db)or2.5) 16.43 IN CHECK MINIMUM Id PER ACI 12.2.1: 12.00 IN MINIMUM BASIC DEVELOPMENT LENGTH (Id) 21.91 IN TYP. HAIRPIN TIES 1 - ##4 HAIRPIN TIES W14' - 9" MIN. LEGS AT RIGID FRAME 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE ANCHORS: 1" MINIMUM CONCRETE COVER AT SLAB DANIEL J. DOBBIE . Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 7 Job No. 17019 Date: June 2017 Peterson Metal Building Foundation 314" RIGID FRAME ANCHOR BOLTS >Nua ANCHOR BOLT DESIGN (STRENGTH METHOD) KIPS FOR COMBINED SHEAR AND TENSION AT LINES (2) AT (A&C) .6(D+C+W) 2016 CBC SEC 1901.3 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE KIPS & ACI 318-14 CHAPTER 17 SOURCE OF SHEAR LOAD? (D+Lq WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw) 2•$ DESIGN WIND SHEAR LOAD TO BOLT GROUP (Vw) 1.4 SEISMIC TENSION LOAD TO BOLT GROUP (Ts) 0.00 SEISMIC SHEAR TO BOLT GROUP (Vs) 0.00 WIND ULTIMATE LOAD FACTOR (Fw) = 1.0/0.6 1.67 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/0.7 1.43 DESIGN FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 4.7 DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 2.3 FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts 0.00 FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.00 DESIGN FACTORED TENSION LOAD (Nua) = Tw' = 4.7 DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 2.3 NUMBER OF ANCHORS IN THE GROUP (n) 4 NOMINAL BOLT TENSILE _ (phi*Nn) _ (phi*Nsa*n) = 96.7 NOMINAL CONCRETE TENSILE _ (phi*Nn) _ (phi*Ncbg) = 33.4 NOMINAL BOLT SHEAR = (phi*Vn) _ (phi*Vsa*n) = 217.6 NOMINAL CONCRETE SHEAR = (phi*Vn) _ (phi*Vcbg) = 174.4 COMBINED TENSILE AND SHEAR LOADS 479 iN-rFRncTicN of TENSILE AND SHEAR LOADS KIPS KIPS KIPS KIPS KIPS KIPS KIPS KIPS KIPS KIPS KIPS >Nua OK KIPS >Nua OK KIPS >Vua OK KIPS >Vua OK 17.6.3 SHEAR -TENSION INTERACTION ON BOLT BOLT hiNsa +Vua/ hi*Vsa) = 0 O6 <1.2 OK Nua/ (P* ) (p 17.6.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nual hi*Ncb +Vua/ hi*Vcbg) = Ow 15 <1.2 OK DESIGNED ANCHORAGE: 4 - 314" F1554 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 314" SQ.x.3125" PLATE WASHER ADEQUATE FOR COMBINED SHEAR & TENSION MINIMUM EDGE DISTANCE =11 112" 17.3.3 STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i TENSION LOADS 0.80 ) 0.75 ii) SHEAR LOADS c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.85 0.75 ii) TENSION LOADS 0.85 0.75 17.4.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE Page 8 Professional Engineer P.O. Box 2156 Job No. 17019 15925 Renee Way Date: June 2017 Flournoy, Ca 96029 Peterson Metal Building Foundation Phone (530) 833-5423. ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT. 77.4.1.1 NOMINAL STRENGTH OF SINGLE ANCHOR IN TENSION (Nsa) 17.4.1.2 Nsa = Ase,N*futa 30.2 KIPS YIELD STRENGTH OF ANCHOR (fya) (171554 GRADE 36) 36 KSI TENSILE STRENGTH OF ANCHOR (futa) 68 KSI futa = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR BOLT DIAMETER (do) 0.75 IN AREA OF ANCHOR BOLT (Ase,N) 0.442 IN^2 17.4.2 CONCRETE BREAKOUT STRENGTH IN TENSION 17.4.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Anco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 44.6 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (cal +s1 +1.5*hef)*(ca2+s2+1.5+hef) 676 INA 2 EFFECTIVE EMBEDMENT DEPTH (hef) (SEE D.5.2.3) 12 IN BOLT SPACING X AXIS (s1) 3 IN BOLT SPACING Y AXIS (s2) 3 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 11.5 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (ca2) 11.5 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Anco = 9*hef^2 529 IN ^2 17.4.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc*(f C)^.5*(hef)^1.5 27.9 KI PS COEFFICIENT FOR CAST -IN ANCHORS (kc) 24 COMPRESSIVE STRENGTH OF CONCRETE (fc) 3000 PSI 17.4.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: YES USE: EFFECTIVE EMBEDMENT DEPTH (hef) 7.67 IN 17.4.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (YecN) 1.0 17.4.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 1.00 Y AXIS Yed, N = .7+.3*ca 1/(1.5*hef} . 1.00 X AXIS 17.2.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.25 17.4.2.7 MODIFICATION FACTOR CAST -IN ANCHORS, UNCRACKED (Ycp,N) 1.0 17.4.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION 17.4.3.1 NOMINAL PULLOUT STRENGTH OF ANCHORS (Npn) Npn = Yc,P*Np 239.2 KIPS 17.4.3.4 PULLOUT STRENGTH OF SINGLE HEADED BOLT (Np) N p = 8*Abrg*f c 170.9 KIPS BEARING AREA OF HEADED BOLT (2 3/4" SQ. - Ase) 7.. I N 17.4.3.6 MODIFICATION FACTOR FOR UNCRACKED ZONES (Yc,P) 14 .4 17.5.1 STEEL STRENGTH OF ANCHORS IN SHEAR 17.5.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) Vsa = n*.6*Ase,V*futa Ase,V = Ase,N 72.5 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 1.0 17.5.2 CONCRETE BREAKOUT STRENGTH IN SHEAR 17.5.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco*Yec,V*Yed,V*Yh,V*Vb 232.5 KIPS. PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+sl)*ha 900 IN^2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*cal^2 595 IN^2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 8*(le/do)^.2*do^.5*fC^.5*cal^1.5 22.4 KIPS CHECK ALTERNATE CONCRETE BREAKOUT STRENGTH (Vb') Vb'= 9*fc^.5*cal ^1.5 19.2 KIPS WHICH IS LESS, Vb OR Vb'? VB' IS LESS USE Vb' LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 6.0 IN 17.5.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 17.5.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = :7+. 3*cat/(1.5*ca 1) 0.9 17.5:2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yh,V) 1.4 BUTTE COUNTY JUN 2 9, 201,11 DEVELOPMENT SERVIGES X317-1307 DESIGN CALCULATIONS FOR ABC JOB W17GO151 Jim & Jan Peterson 8747 Midway Durham, CA 95938 p" rRMITt' J -3U -91 -TE COUNTY k�� �''n �. �a-r`.a r. f t �. .:-�.. y.•�� rrrm.w- r"'K ,yah -� k:� .+w r r �,.�u �, ij r � '�r ••,a� �_ r;wtr: A } �...,.�i t' 4 t t P DA �r DES CHK DATE RM 5/19/17 NO. REVISIONS DES CHK DATE AMERICATST RYLTCS A 1"4L J=r=rte CX' mPANY Modesto Service Center 2260 Tenaya Drive Modesto, Califomia 95354 (209) 236-0580 Date: ABC Job Number: Builder Name: Builder Mailing Address: Builder City, State, & Zip: Builder Telephone Number: Customer Name: Job Site City, State, & Zip: Building Description: May 19, 2017 W17GO151A Elite Steel Building System 3275 Heritage Road Oroville, CA 95966 Jim & Jan Peterson Durham, CA 95938 GB 3014-25x50 (1:12) This is to certify that the metal building components manufactured by the metal building manufacturer for the referenced building have been designed in accordance with the information specified to the metal building manufacturer on the order documents and summarized by the loading information shown below. The metal buildings manufacturer's design and fabrication facilities have attained accreditation from the Intemational Accreditation Services (IAS), an International Code Council subsidiary, evidence that the personnel and quality system maintained by the metal building manufacturer are in compliance with both the IAS AC472 criteria and the requirements of Chapter 17 of the International Building Code. In addition to the dead load, D, of the building components, the members are designed to the following design basis: BUILDING RISK CATEGORY�I l SEISMIC ANALYSIS PROCEDURE Equivalent Lateral Force 4,0/ Site Classification D COLLATERAL DEAD LOAD, C 1.0 PSF ROOF LIVE LOAD, L, 20.0 PSF Reducible (Note: Roof Live Load Is Reducible as Permitted by Code) GROUND SNOW LOAD, Pg Flat -Roof Snow Load, Pf Thermal Factor, Ct Snow Exposure Factor, Ce Snow Importance Factor, Is WIND VELOCITY, Vot (3 -second gust) WIND VELOCITY, Vasd (3 -second gust) Wind Exposure Category Enclosure Classification Internal Pressure Coefficient Design Suction / Pressure for Wall Components and Cladding Not Designed or Provided By ABC 0.0 PSF 0.0 PSF 1.20 0.90 0.80 100.0 MPH 77.5 MPH C Enclosed +/-0.18 -26.22 PSF +19.66 PSF Short Period Spectral Response Acceleration, Ss 1 Sec Period Spectral Response Acceleration, S1 Seismic Importance Factor, le Seismic Design Category Spectral Response Coefficient, SDS Spectral Response Coefficient, SD1 Basic Transverse Seismic -Force Resisting System Basic Longitudinal Seismic -Force Resisting System Transverse Seismic Response Coefficient, Cs Longitudinal Seismic Response Coefficient, Cs Transverse Response Modification Coefficient, R Longitudinal Response Modification Coefficient, R 61.10% 27.20% 1.00 D 0.534 0.337 ORDINARY MOMENT FRAMES"" CONCENTRIC BRACED FRAMES"" 0.15 0.16 3.50 3.25 NOTE: Seismic Design Data is shown for Reference Only. Per Section 1613.1, seismic loading is not required for Low Hazard Ag Storage Buildings. No vertical or horizontal mezzanine (floor) loads have been considered in the design of this building unless specifically otherwise stated in this document. You, the End User, and Engineer of Record for the Project should carefully review the design criteria described in this letter to confirm that they satisfy your requirements for the building. Any changes or deviations from the requirements of your purchase order specifications or building requirements should be reported immediately by written notice to the metal building manufacturer's assigned Customer Service Representative. The metal building manufacturer will rely upon your acceptance or lack of exception to this Certification as a basis for proceeding with design and fabrication of the metal building system components as provided in this Certification. Note: This project is designed as an Enclosed Building. Accessories (doors, windows, etc.) by others must be designed as "components and cladding" in accordance with the specific wind provisions of the referenced building code. Please note that unless otherwise specified on your Purchase Order, the metal building manufacturer's Serviceability, Standards will be used for design and fabrication of your order. The above design loads and criteria are all applied in accordance with the 2016 California Building Code The design is in general accordance with AISC 360-10 and the 2012 NASPEC. This certification is limited to the structural design of the framing and covering parts manufactured by the metal building manufacturer and as specified in the contract. Accessory items such as doors, windows, lowers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by the metal building manufacturer such as foundations, masonry walls, mechanical equipment, structural connections by others, and the erection and inspection of the building. Failure of the excluded items to satisfy their required loads will impair the building design and invalidate this certification. The metal building manufacturer is American Buildings Company (ABC). The building should be erected in accordance to the ABC General Erection Guide and ABC's erection drawings for the referenced job. The undersigned engineer is employed by the metal building manufacturer and does not serve as or represent the Engineer of Record for the overall project. Sincerely, , PE sign Letter of Certification 10:17 AM E, :� ��`..3 il! 1► ! �' 1 ABC Design Calculations Pamphlet LNAN 01�, O� 7 Gin � r3n� SECTION 1, General Introduction 1.1 Figure 1 — Clear Span Rigid Frame Building 1.2 Selected References 1.3 SECTION 2, Rigid Frame Rigid Frame Explanation and Method of Analysis 2.1-2.3 Lateral Deflection of Frames 2.4 Rigid Frame Analysis SECTION 3, Endwalls and Bracing Endwall and Bracing Explanation and Method of Analysis 3.1 Figure 4 — Column and Beam Endwall Bracing 3.2 Figure 5 — Column and Beam Endwall Tension Bracing 3.3 Nomenclature 3.4 Endwall Frame Analysis SECTION 4, Purlins and Girts Section Properties 4.1 Puffin and Girt Analysis SECTION 5, Panels Panel Profiles and Engineering Properties (Longspan III) 5.1 Panel Profiles and Engineering Properties (Architectural III) 5.2 Panel Profiles and Engineering Properties (Architectural "V" Rib AVN) 5.3a Panel Profiles and Engineering Properties (Architectural "V" Rib AVK) 5.3b Panel Profiles and Engineering Properties (Standing Seam II) 5.4 Panel Profiles and Engineering Properties (Standing Seam 360) 5.5 Panel Profiles and Engineering Properties (Shadow) 5.6 Panel Profiles and Engineering Properties (16" Loc -Seam) 5.7 Panel Profiles and Engineering Properties (12" Loc -Seam) 5.8 Panel Profiles and Engineering Properties (Multi -Rib) 5.9 SECTION 6, Miscellaneous Standard Specifications 6.1 031BC S CT ON I . ............... Job#: W17G0151A Page LOAD -1 Wed May 17 12:37:32 2017 Ver. 47.4 AMERICAN BUILDINGS COMPANY GENERAL DESIGN LOADING INFORMATION Building Code: 2015 International Building Code Roof Dead Load: 1.500 psf Collateral Load: 1.000 psf Roof members not supporting other materials State: Alabama Alaska Arizona Arkansas © California Colorado Connecticut Delaware District of Columbia Florida Georgia Hawaii Idaho Illinois Indiana Iowa Kansas Kentucky Louisiana Maine Maryland Massachusetts Michigan Minnesota Mississippi Missouri Montana Nebraska Nevada New Hampshire New Jersey New Mexico New York North Carolina North Dakota Ohio Oklahoma Oregon Pennsylvania Rhode Island South Carolina South Dakota Tennessee Texas ceiling but supporting sprinklers, lighting, or Utah. Vermont Virginia Washington West Virginia Wisconsin Wyoming County: n Butte Risk Category of Building: E7 I. Buildings and other structures that representa low in the event of failure and are agricultural buildings incidental human occupancy I. Buildings and other structures that represent a low 11 the event of failure but not agricultural buildings r hazard to human life intended only for hazard to human life intended only for in incidental human occupancy and other structures except those listed in Risk II. All buildings Categories I, III, and IV and other structures that represent a substantial hazard to III. Buildings human life in the event of failure including those with high occupancies or hazardous materials not in Risk Category IV ildin s and other structures designated as essential facilities IV. Bu g Exposure (Surface Roughness ). Category B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger & extending at least 2600 ft from site less L7 C . open terra in with scattered obstructions having heights generally 1 than 30 feet & where Exposures B or D do not apply D Flat unobstructed areas and water surfaces outside hurricane -prone , regions & extending at least 5000 ft from site Uniform Roof Live Load Not To Be Less Than: Value As Defined By Selected Code Uniform Roof Snow Load Not To Be Less Than: Value As Computed In Compliance With Selected R f Ex osure Condition: Code 0o p Partially Exposed: All roofs except as indicated [7 Fully Exposed: Roofs exposed on all sides with no terrain, higher structures or trees Sheltered: Roofs located tight in among conifers obstructions Thermal Condition: indicated below below shelter afforded by that qualify as All structures except as Structures kept just above freezing and others with cold, ventilated roofs � E7 Unheated and open air structures . Structures intentionally kept below freezing Ground Snow Load: 0.000 Psf Ultimate Design Wind Speed (3 -second gust): 100.000 mph 'ceabilit Design Wind Speed (3 -second gust): 72.000 mph Servi Y Enclosure Classification: open Buildings Partially Enclosed Buildings ❑ Enclosed Buildings 0.2s Short Period Spectral Response Acceleration 1.0s Spectral Response Acceleration S(1): 27.200 Site Classification: A. Hard rock B. Rock C. Very dense soil and soft rock 0 D. Stiff soil E. Soil clay soil F. Soils requiring site response analysis i S (s) g % 0 61.100 %g Deflection Limits for Roofs: C2 FRAMES PURLINS Live Load: L/180 L/150 Snow Load: L/180 L/180 Wind Load: L/180 L/180 Roof Load: NONE NONE Deflection Limits for Walls: FRAMES GIRTS Wind Load: L/120 L/ 90 Wall Load: NONE NONE PANEL L/ 60 L/ 60 NONE L/ 60 PANEL L/ 60 L/ 60 Maximum Limiting Check Ratio: 1.03 (at 1:10 -year recurrence) (any combination of loads) (at 1:10 -year recurrence) (any combination of loads) Plate/Bar Yield Strength: 55.00 ksi Main Frame Windforce Distributions: C1 C2 C3 C4 Case#1. 0.000 0.000 0.000 0.000 Case#2 0.000 0.000 0.000 0.000 Case#3 0.000 0.000 0.000 0.000 Case#4 0.000 0.000 0.000 0.000 C, DESIGN NOTES W17G0151 1. The frame at left endwall (FL.1) and the frame at the right endwall (FL.3) are not designed to accommodate any future additions. 2. New structure by ABC is designed as an Enclosed Building. 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. 4. ABC has provided anew structure according to the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. ' 5. 1.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on the frames. (7 American Buildings Company Minimum Seismic And Wind Forces Calculation Job Number: W 17GO 151 Engineer: RM Building Geometry Information 3.00 920 = 3.00 920 = 2.00:.. Building Width = 30.00 ft. Roof Weight D + C = 5.00 psf Building Length = 50.00 ft. Roof 0 % Snow for Seismic = 0.00 psf FSW Eave Height = 14.00 ft. Weight of Sidewall = _ 3.00 _ psf Ridge From FSW = 15.00 ft. Weight of Endwall = 3.00 psf Roof Pitch= 1 /12 Longitudinal Partition WT. = 0.00 psf Canopy Width @ FSW = 0.00 ft. Quantity of Longitudinal Part. = 0 Canopy Width @ RSW = 0.00 ft. Transverse Partition WT. = 0.00 psf Max. Interior Bay Trib. = 31.25 ft. Quantity of Transverse Part. = 0 Building End Bay Trib. _ -13.00 ft Longitudinal Special Weight = 0.00 kips Transverse Special Weight = 0.00 kips Regular Structure: Yes • Flexible Diaphragm: Yes >� Seismic Information Risk Category = I t Transverse Direction(interior): Transverse Direction(End): Longitudinal Direction: SS(%) = 61.10% R - 3.50 R = 3.25 R = 3.25 S1(%) = 27.200/o 920 = 3.00 920 = 3.00 920 = 2.00:.. Seismic Factor IE = 1.00 Fa = 1.31 FV = 1.86 SMs = 0.80 Seismic Design Category = X nd Information qh=0.00256KhKZtKdV2 = ! 18.30 psf Transverse GCpf- GCp; = 0.96/1.44 SDs = 0.53 Site Class = I p Ta = 0.23 Ta = 0.14 Ta = 0.14 SM1 = 0.50 SD1 = 0.34 Longitudinal GCpf- GCpf = 0.69/1.04 1NindSesmic Forces :in Transverse Direction Interior Bay Tributary Width = 31.25 ft 1. Wind Load Total Load = P,,* B* 1-1/2 = 4.2 flips 2. Seismic Load Redundancy Factor p =' 1.30 W = 6.00 Kips CS = 0.15 V = QE = 0.92 Kips Eh= p*QE = 1.2 Kis EV = 0.2Sos*D = 0.5 Kips Em=52O*QE = 2.7 Kips End Bay Tributary Width = 13 ft 1. Wind Load Total Load = P,,,* B* 1-1/2 = 2.6 Kips 2. Seismic Load Redundancy Factor p = 1.30 W = 2.50 Kips CS = 0.16 V = QE = 0.41 Kips Eh =p*QE = 0.5 Kips EV=0.2Sps*D = 0.2 Kips Em =no* QE = 1.2 Kips rd/Se'e ismic,'Forces .in . ongrtudina �rectlon 1. Wind Load Total Load = P,,*B* H/2 = 3.3 Kips 2. Seismic Load (Accidental Torsion Included if not flexible diaphragm) Redundancy Factor p = 1.30 W= 8.8 Kips Cs = 0.16 V = QE = 1.4 Kips Eh =p*QE = 1.9 Kips Em =QO*QE = 2.9 Kips Version 6.0 Author: WW E„=0.2Sps*D = 0.8 Kips Quality And Service Every Time ... All The Time 8:48 AM5/19/2017 ABC Design Calculations Pamphlet IQ�'I 0 D U C1 I I f�0 �I The information contained within this pamphlet is a technical description of an American Buildings Company metal building system. It represents an application of the most modern methods of mathematics and engineering to the design of a building system. Its purpose is to provide interested reviewers with necessary design calculations and other documentation required to readily verify the structural integrity of a building system. American building system, illustrating typical load carrying Figure 1 is a drawing of an Ame g Y span endwalls purlins, girts, bracing and panels. A clear p members, i.e., rigid frames, � rigid frame building was selected for this purpose, however, any of American's other Company Standard the American Buildings standard designs, as described i Specifications, could have • - been used to illustrate these basic building components. • AISC or NASPEC specifications, as applicable. The All designs are in accordance with all load carrying members are obtained by the most appropriate stress distributions in rY g to indeterminate universal) accepted elastic theory as applied methods of the Y computer is used for many of the complex and laborious design A structures. calculations. � designed to meet the most severe American's building systems are de conditions of loading gloads ' din code. The combinations and applications of as set forth by the specified building into the design of a building and its components as required. are incorporated i g one of our standard ll special design conditions cannot Occasionally, t be handled through p design formats. In these cases, special hand calculations will be included. ort resent detailed design calculations and necessary I Subsequent sections of this rep p nand Beam explanations. These are: Section 2,'Rigid Frame; Section 3, Colum pSection 5 Endwall; Section 4, Purlins and Girt s' , , Roof and Wall Panels; and Section 6, and I MiscellaneousSpecial Conditions. 031BC Section 1 Page 1 ABC Design Calculations Pamphlet E LJ��3 �?L�nf ILG� ��Z�Q � o v ri o o 03IBC 0 O�N & 0�� 00� �Npv FIGURE 1 Section 1 Page 2 ABC Design Calculations Pamphlet 11 Pig '�2�M[Uxc�= L V�M 9 1) American Institute of Steel Construction. Steel Construction Manual. Chicago, III: American Institute of Steel Construction. 2) American Iron and Steel Institute, and Canadian Standards Association. North American Specification for the Design of Cold -Formed Steel Structural Members. Washington, D.C.: American Iron and Steel Institute. 3) Fritz Engineering Laboratory and Lynn S. Beedle. Structural Steel Design. New York: Ronald Press Co, 1964. 4) Griffiths, John D. Single Span Rigid Frames in Steel. New York: American Institute of Steel Construction, 1948. 5) Metal Building Manufacturers Association. Metal Building Systems Manual. Cleveland, Ohio: Metal Building Manufacturers Association. 031BC Section 1 Page 3 r T -z ,�� *1: At it, I I WTI I TV I I k ABC Design Calculations Pamphlet �_n TP��ua3�����1!�s.D�'u���-�DC��AA��"� 0 Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be performed for steel frames. Following is a brief description of this program. The program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. This is made possible through the use of computers. The processing speed of the modern computer permits the use of complex mathematical methods which would be impractical in hand computations. These techniques, along with a completely rigorous structural theory approach, give technically precise and accurate results. The program consists of seven segments: 1) Geometry Input 2) Loading Input and Stiffness Computation 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member Force Computation 6) Strength Analysis 7) Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Figure 2. It shows a gable frame with vertical sidewalls and a roof sloping downward on both sides of the ridge. Rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments with "I" shaped cross-sections that may be prismatic or tapered. Interior columns must be prismatic, but may be "I" sections or pipes. Bases of sidewall and interior columns may be at different levels. Left and right sidewall heights and roof slopes may be unequal. �7VCJC l3*�! �I,V,�,Vlaf-1lV vG;v vltlsn v v,;�d! v v,i;r u►i. Section 2 Page 1 r,_ ABC Design Calculations Pamphlet iZ cop L�v_►io3M��G�1�sf�n9�!►~in�it_�� ni ini 1K I FIGURE 2 Typical Configuration of Frame Support and Loadings: Column bases may be specified pinned, free, sliding, rolling, or fixed. Tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed loads are considered to be transmitted to the frame by girts and purlins, which are at specified locations. Concentrated forces and moments may be applied at any location on the frame, thus permitting the inclusion of overhang loads, crane loads, bracket loads, etc. Input: ro Input to the ram consists of information on building geometry, web depths at critical p program locations, column locations, girt and purlin locations, load intensities and combinations, material properties, deflection limits, and stress criteria. If only analysis is required, member cross-section details are also input. If the frame is to be designed, inventories of flange sizes, web material, W -shapes, and pipe sizes are employed. Section 2 Page 2 ABC Design Calculations Pamphlet Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical and shear stresses along each member are computed, and checked against allowable criteria according to AISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a frame is determined by an iterative process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. Output: The output may be requested at various levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions, member end reactions, Nodal displacements, member sizes, criteria checks, bolted connections, anchor bolts and base plates. More exhaustive information may be extracted if desired. Section 2 Page 3 U ABC Design Calculations Pamphlet I Dtq 2ffi�AA L,6A ry - As noted in Section 1.3.4.8 of Metal Building Systems Manual, 2012 Edition: "Many metal building systems are designed with moment -resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral drift of the frames under wind loading is far less than predicted by the usual static analytical procedures." These factors unquestionably account for most of this apparent anomaly: 1) Drift calculations are traditionally based on full design loads. 2) Moment -rotation stiffnesses of "pinned" bases are taken as zero. 3) The usual analytical procedures are based on "bare" frames (skin action of roof diaphragms and endwalls is neglected) thus load sharing has not been taken into account. 4) The static analysis used does not take into account the dynamic effects of the applied load and the mass effects of the structure. Theoretical bare frame deflections are given on the computer printout for each -�,node point. Lateral deflection limits are based upon American Buildings ,_ .. Company Serviceability Policy unless specified otherwise. Section 2 Page 4 AMERICAN BUILDINGS COMPANY A r4UCC7IR COMPANY MSA 47.4 Page Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A 05/16/17 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD BY THE 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS WITH STABILITY DESIGN BY THE DIRECT ANALYSIS METHOD BUILDING DESCRIPTION - - W17G0151A FRAME WIDTH BAY SPACING ROOF SLOPES 30.000 ft. 25.000 ft. 2 LEFT WALL SLOPE W/VERT. --------------- 0.000/ 12.0 W17G0151A 1 of 24 12:42:42 INT. COLUMNS MEMBERS NODES 0 4 5 GIRT DEPTH GIRT SPACINGS) 8.00 in. 1 @ 90.00 in. 1 @ 78.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 10.000 in. PINNED EAVE 2 14.000 ft. 12.000 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 1.000/ 12.0 8.00 in. 51.80 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 2 -0.000 ft. 12.000 in. RIGID RIGHT END 3 15.000 ft. 12.000 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -1.000/ 12.0 8.00 in. 51.80 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 3 15.000 ft. 12.000 in. RIGID RIGHT END 4 30.000 ft. 12.000 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACING (S) --------------- -0.000/ 12.0 8.00 in. 1 @ 90.00 in. 1 @ 78.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 4 14.000 ft. 12.000 in. RIGID BASE 5 0.000 ft. 10.000 in. PINNED MSA 4 7. 4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 174.6 55.4 2 194.5 40.9 3 194.5 55.4 4 174.6 Total: 738.2 151.8 Page 2 of MEMBER SIZES 05/16/17 OUTER FLANGE WEB INNER FLANGE MEMBER WIDTH THICKNESS THICKNESS WIDTH THICKNESS 0.1250 (inches) (inches) (inches) 1 5.00 X 0.2500 0.1345 5.00 X 0.2500 2 5.00 X 0.2500 0.1345 5.00 X 0.2500 3 5.00 X 0.2500 0.1345 5.00 X 0.2500 4 5.00 X 0.2500 0.1345 5.00 X 0.2500 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 174.6 55.4 2 194.5 40.9 3 194.5 55.4 4 174.6 Total: 738.2 151.8 Page 2 of 24 05/16/17 12:42:42 (inches) WEB -TO -FLANGE YIELD STRESS WELD FLANGE WEB (inches) (ksi) (ksi) 0.1250 NS 55.0 55.0 0.1250 NS 55.0 55.0 0.1250 NS 55.0 55.0 0.1250 NS 55.0 55.0 MSA 47.4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A NODE COORDINATES NODE X of Y 05/16/17 X OUT OF PLUMB (in.) (in. ) (0.003xY) (in.) 1 13.50 0.00 +/- 0.0000 2 14.50 154.66 +/- 0.4640 3 180.00 168.45 +/- 0.5053 4 345.50 154.66 +/- 0.4640 5 346.50 0.00 +/- 0.0000 Page 3 of 24 05/16/17 12:42:42 MSA 47.4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A LOAD CASE 1 : D No Stress Check; No Deflection Limits Page 4 of 24 05/16/17 12:42:42 DEAD LOAD = 2.50 psf ----------------------------------------------------------------------------------- LOAD CASE 2 : D+C No Stress Check; No Deflection Limits DEAD LOAD = 5.50 psf ----------------------------------------------------------------------------------- LOAD CASE 3 : L -- No Stress Check; L/180 Vertical Deflection Limit LIVE LOAD = 12.00 psf ----------------------------------------------------------------------------------- LOAD CASE 4 : WLA No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 20.37 psf C1= -0.63; C2=' -0.87; C3= -0.87; C4= -0.63 ----------------------------------------------------------------------------------- LOAD CASE 5 : WLX+A No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 20.37 psf C1= -0.63; C2= -0.87; C3= -0.87; C4= -0.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 13.83 Neutral Axis 0.00 -0.95 0.00 -1.85 (out -of -plane) 2 4 13.83 Neutral Axis 0.00 -0.95 0.00 -1.85 (out -of -plane) ----------------------------------------------------------------------------------- LOAD CASE 6 WLX-~ No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 20.37 psf C1= -0.63; C2= -0.87; C3= -0.87; C4= -0.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 0.50 Neutral Axis 0.00 0.95 0.00 -1.85 (out -of -plane) 2 4 0.50 Neutral Axis 0.00 0.95 0.00 -1.85 (out -of -plane) --------------------------------------------------------------------------------- LOAD CASE 7 : Wl-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 20.37 psf C1= 0.58; C2= -0.51; C3= -0.19; C4= -0.11 -------------------------------------------------------------------------- LOAD CASE No Stress 8 : Wl<- Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 20.37 psf C1= -0.11; C2= -0.19; C3= -0.51; C4= 0.58 ------------------------------------------------------------------------ LOAD CASE 9 : W2-> Page 5 of 24 MSA 47.4 W17G0151A.01A 05/16/17 12:42:42 Job:Wl • 7G0151A No Stress Check; H/25 Horizon C:\ABCP\FRAMES\W17G0151A-01A Deflection Limit; L/76 Vertical Deflection Limit tal De WIND LOAD = 20.37 P sf C1= -0.27; C2= -0.51; C3= -0.19; C4= -0.27 -------------- -------------------------------------------------------------- - -- ------------------------------------ LOAD CASE 10 W2<- No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 20.37 P sf C1= -0.27; C2= -0.19; C3= -0.51; C4= -u.Zi -------------- --------------------------------------------------------- - -- ----------------------------- -------- LOAD CASE 11 W3-> flection Limit; L/76 Vertical Deflection Limit No Stress Check; H/25 Horizontal De WIND LOAD = 20.37 P - sf C1= 0.22; C2= -0.87; C3= -0.55; C4= -u.4i --------------- ------------------------------------------------------------- LOAD CASE 12 W3<- eflection Limit; L/76 Vertical Deflection Limit No Stress Check; H/25 Horizontal D WIND LOAD = 20.37 P sf C1= -0.47; C2= -0.55; C3= -0.87; C4= u.Zz -------------------------------------- ------------------ - - ------------------------------------------------------ LOAD CASE 13 : W4-> ' flection Limit; L/76 Vertical Deflection Limit No Stress Check; H/25 Horizontal De WIND LOAD 20.37 P sf C1= -0.63; C2= -0.87; C3= -0.5 _ -U-b-5 = -------------- ------- ------------------------------ LOAD CASE 14 : W4<- ' flection Limit; L/76 Vertical Deflection Limit i No Stress Check; H/25 Horizontal De WIND LOAD - 20.37 psf C1= -0.63; C2= -0.55; C3= -0.87; C4= -0.63 _--------- - -- -------------------------------------------- LOAD CASE 15 : E-> No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * LOAD COMPONENTS TION FLG SIDE * MOMENT LOAD NO. LINE NO. * LOCA HORIZONTAL VERTICAL (ft . ) (kips) kiP s ) (kips ) (kip -ft) * 00 Neutral Axis 0.07 0.00 0.00 1 1 14. 0.00 4 14.00 Neutral Axis 0.07 0.00 2 0.00 0.00 3 1 14.00 Neutral Axis 0.55 0.00 0.55 0.00 4 4 14.00 Neutral Axis --- ------------------------------- ------------------ ---- ----------------- --------------------------------------- --- LOAD CASE 16 E<- Deflection Limit No Stress Check; H/25 Horizontal CONCENTRATED LOADS * * LOAD COMPONENTS * ON FLG SIDE * HORIZONTAL VERTICAL MOMENT LOAD NO. LINE NO. LOCATION * * (kips) (kips) (kip -ft) (ft.) 0 .00 0.00 1 1 14.00 Neutral Axis -0.07 0.00 14.00 Neutral Axis -0.07 0.00 2 4 0.00 0.00 3 1 14.00 Neutral Axis -0.55 0,00 14.00 Neutral Axis -0.55 0.00 4 4 ---- ------------------------------------------------ ------- LOAD CASE 17 ELX+^ No Stress Check; H/25 Horizontal Deflection Limit s * * LOAD COMPONENTS CONCENTRATED LOAD FLG SIDE * MOMENT LOAD NO. LINE NO. * LOCATIONHORIZONTAL VERTICAL * (kips ) (kip -ft) * (ft.) � (kips) 0.00 1 1 13.83 Neutral Axis 0.00 -0.65 r� MSA 47.4 Page 6 of 24 Job:W17G0151A LOAD NO. LINE NO. C:\ABCP\FRAMES\W17G0151A.01A 05/16/17 12:42:42 FLG SIDE * HORIZONTAL -1.26 (out -of -plane) 2 4 13.83 Neutral Axis 0.00 -0.65 0.00 -1.26 (out -of -plane) ----------------------------------------------- LOAD CASE 18 ELX No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 0.50 Neutral Axis. 0.00 0.65 0.00 -1.26 (out -of -plane) 2 4 0.50 Neutral Axis 0.00 0.65 0.00 -1.26 (out -of -plane) ---------------------------------------------- LOAD CASE 19 : f2E - > No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (ft.) (kips) * (kips) (kips) (kip -ft) 1 1 14.00 Neutral Axis 0.16 0.00 0.00 2 4 14.00 Neutral Axis 0.16 0.00 0.00 3 1 14.00 Neutral Axis 1.27 0.00 0.00 4 4 14.00 Neutral Axis 1.27 0.00 0.00 LOAD CASE 20 : f2E< - No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL * (ft.) * (kips) (kips) 1 1 14.00 Neutral Axis -0.16 0.00 2 4 14.00 Neutral Axis -0.16 0.00 3 1 14.00 Neutral Axis -1.27 0.00 4 4 14.00 Neutral Axis -1.27 0.00 ------------------------------------------ LOAD CASE 21 : f2ELX+A No Stress Check; No Deflection Limits MOMENT (kip -f t) 0.00 0.00 0.00 0.00 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 13.83 Neutral Axis 0.00 -1.00 0.00 -1.94 (out -of -plane) 2 4 13.83 Neutral Axis 0.00 -1.00 0.00 -1.94 (out -of -plane) -------------------------------- LOAD CASE 22 QELX No Stress Check; No Deflection Limits CONCENTRATED LOADS LOAD NO. LINE NO. 01 2 1 0 * * LOAD COMPONENTS * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 0.50 Neutral Axis 0.00 1.00 0.00 -1.94 (out -of -plane) 0.50 Neutral Axis 0.00 1.00 0.00 -1.94 (out -of -plane) MSA 47.4 Page 7 of 24 Job:W17G0151A ----------------------------------------------------------------------------------- Special C:\ABCP\FRAMES\W17G0151A.01A 05/16/17,12:42:42 in this load case = 0.252 LOAD CASE 23 : D+C + L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.717 ----------------------------------------------------------------------------------- LOAD CASE 24 D+C + L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.717 ----------------------------------------------------------------------------------- LOAD CASE 25 : 1.07D+C + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.397 ----------------------------------------------------------------------------------- LOAD CASE 26 : 1.07D+C + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.403 ----------------------------------------------------------------------------------- LOAD CASE 27 : 1.07D+C + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.403 ----------------------------------------------------------------------------------- LOAD CASE 28 : 1.07D+C + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.397 LOAD CASE 29 1.07D+C + 0.70ELX+A CASE nL : 0.89D+C ASD; No Deflection Limits nL ASD ----------------------------------------------------------------------------------- Special Highest check ratio achieved in this load case = 0.252 ----------------------------------------------------------------------------------- LOAD CASE 30 1.07D+C + 0.70ELX+A nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.252 ----------------------------------------------------------------------------------- LOAD CASE 31 1.07D+C + 0.70ELX-A nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.244 ----------------------------------------------------------------------------------- LOAD CASE 32 1.07D+C + 0.70ELX-A nR ASD; No Deflection Limits Highest check ratio achieved ----------------------------------------------------------------------------------- in this load case = 0.244 LOAD CASE 33 : 0.89D+C + 0.5852E-> nL ASD ----------------------------------------------------------------------------------- Special Seismic; No Deflection Limits LOAD CASE 34 : 0.89D+C + 0.5852E-> nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 35 : 0.89D+C + 0.5852E<- nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 36 : 0.89D+C + 0.5852E<- nR ASD Special Seismic; No Deflection Limits LOAD CASE 37 0.89D+C + 0.58QELX+A nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 38 0.89D+C + 0.58QELX+A nR ASD Special Seismic; No Deflection Limits MSA 47.4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A Page 8 of 24 05/16/17 12:42:42 ASD Special Seismic; No Deflection Limits ------------------------------------------------- -------------- ------------ LOAD CASE 39 . 0.89D+C + 0.58S2ELX-A nL ASD Sp ecial Seismic; No Deflection Limits ----------------------------- -------------- --------------------------------- LOAD CASE 40 : 0.89D+C + 0.58S2ELX-A nR ASD Special Seismic; No Deflection Limits ------------------------------------------------- -------------- --------- LOAD CASE 41 : D+C + 0.45WL'**' + 0.75L nL ASD; No Deflection Limits = ratio achieved in this load case 0,344 Hi hest check g - ---------------- ------------- --- ------------------------------------------ LOAD CASE 42 : D+C + 0.45WL*" + 0.75L nR ASD; No Deflection Limits 0.344 i hest check ratio achieved in this load case = Highest --- -------------------------- ---------------------------------------- LOAD CASE 43 : D+C + 0.45WLX+A + 0.75L nL ASD; No Deflection Limits 0.350 Hi hest check ratio achieved in this load case = g ------------------ --------------- ------------------------------------------- LOAD CASE 44 : D+C + 0.45WLX+A + 0.75L nR ASD; No Deflection Limits se =.0,350 ratio achieved in this load ca Highest check --------------------------- -- - ------------------------------ - --- ------------ LOAD CASE 45 : D+C + 0.45WLX-A + 0.75L nL ASD; No Deflection Limits = ratio achieved in this load case 0.344 Highest check ----------------- - ----- -- ------------------------------ ----- ------------------ LOAD CASE 46 : D+C + 0.45WLX-A + 0.75L nR ASD; No Deflection Limits ratio achieved in this load case = 0344 .- Hi hest check i --_ ----------------------------- _g-------------------------------------------------- ------------------------------------------- LOAD CASE 47 : D+C + 0.45W1-> + 0.75L nL ASD; No Deflection Limits ratio achieved in this load case = 0,657 Highest check -- ---- -- ------------------------------ --- ------------------------------------------ --------------------------------- LOAD CASE 48 : D+C + 0.45W1-> + 0.75L nR ASD; No Deflection Limits ratio achieved in this load case = 0.667 Highest check -------------------------------- ------------------------------ --- ------------ LOAD CASE 49 : D+C + 0.45W1<- + 0.75L nL ASD; No Deflection Limits ratio achieved in this load case = 0.667 _----- Highest check ------------------------- ------ ------------------ _---- ---------------- LOAD CASE 50 : D+C + 0.45W1<- + 0.75L nR ASD; No Deflection Limits this load case ratio achieved inse ' = 0,657 Highest check LOAD CASE 51 : D+C + 0.45W2-> + U.'/5L nL ASD; No Deflection Limits Se = 0,490 Highest check ratio achieved in this load ca ------------------------------ g------------------------------------------ --- LOAD CASE 52 : D+C + 0.45W2-> + U.'/5L nn ASD; No Deflection Limits Highest---- check ratio achieved in this load case = 0.479 -------- -------------------- ---------------------------------- LOAD CASE 53 : D+C + 0.45W2< - ASD; No Deflection Limits Highest check ratio achieved in + 0.75L nL this load case = 0.479 MSA 4 7 .4 Page 9 of 24 Job:W17Go151A ----------------------------------------------------------------------------------- C:\ABCP\FRAMES\W17G0151A.01A 05/16/17 12:42:42 LOAD CASE 54 : D+C + 0.45W2<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.490 ----------------------------------------------------------------------------------- LOAD CASE 55 : D+C + 0.45W3-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.576 ----------------------------------------------------------------------------------- LOAD CASE 56 : D+C + 0.45W3-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.583 ----------------------------------------------------------------------------------- LOAD CASE 57 : D+C + 0.45W3<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.583 ----------------------------------------------------------------------------------- LOAD CASE 58 : D+C + 0.45W3<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.576 ----------------------------------------------------------------------------------- LOAD CASE 59 : D+C + 0.45W4-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.410 ----------------------------------------------------------------------------------- LOAD CASE 60 D+C + 0.45W4-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.403 ----------------------------------------------------------------------------------- LOAD CASE 61 : D+C + 0.45W4<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.403 ----------------------------------------------------------------------------------- LOAD CASE 62 : D+C + 0.45W4<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.410 ----------------------------------------------------------------------------------- LOAD CASE 63 0.60D + 0.60WLA nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.182 ----------------------------------------------------------------------------------- LOAD CASE 64 : 0.60D + 0.60WLA nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.182 ----------------------------------------------------------------------------------- LOAD CASE 65 0.60D + 0.60WLX+A nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.180 ----------------------------------------------------------------------------------- LOAD CASE 66 0.60D + 0.60WLX+A nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.180 ----------------------------------------------------------------------------------- LOAD CASE 67 0.60D + 0.60WLX nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.182 ----------------------------------------------------------------------.------------- LOAD CASE 68 : 0.60D + 0.60WLX nR MSA 47.4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.0IA Page 10 of 24 05/16/17 12:42:42 ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.182 --------------------------------------------------------------------------------- LOAD CASE 69 : 0.60D + 0.60W1-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.219 ---------------------------------------------------------------------------- LOAD CASE 70 : 0.60D + 0.60W1-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.218 ----------------------------------------------------------------------------- LOAD CASE 71 : 0.60D + 0.60W1<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.218 ----------------------------------------------------------------------- LOAD CASE 72 : 0.60D + 0.60W1<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.219' ---------------------------------------- ------------------------------------------- LOAD CASE 73 : 0.60D + 0.60W2-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.060 ------------------------------------------------------------------- LOAD CASE 74 : 0.60D + 0.60W2-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.061 ------------------------------------------------------------------ LOAD CASE 75 : 0.60D + 0.60W2<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.061 ----------------------------------------------------------- ----------------------- LOAD CASE 76 : 0.60D + 0.60W2<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.060 -------------------------------------------------------------- LOAD CASE 77 : 0.60D + 0.60W3-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.308 ------------------------------------------------------------ LOAD CASE 78 : 0.60D + 0.60W3-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.305 ---------------------------------------------------------- LOAD CASE 79 : 0.60D + 0.60W3<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.305 ------------------------------------------------------------ LOAD CASE 80 : 0.60D + 0.60W3<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.308 ------------------------------------------------------ LOAD CASE 81 0.60D + 0.60W4-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.149 ---------------------------------------------------- LOAD CASE 82 : 0.60D + 0.60W4-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.152 MSA 47.4 Page 11 of 24 Job:W17G0151A ----------------------------------------------------------------------------------- C:\ABCP\FR.AMES\W17G0151A.01A 05/16/17 12:42:42 LOAD CASE 83 : 0.60D + 0.60W4<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.152 ----------------------------------------------------------------------------------- LOAD CASE 84 : 0.60D + 0.60W4<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.149 ----------------------------------------------------------------------------------- LOAD CASE 85 : 0.53D + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.228 ----------------------------------------------------------------------------------- LOAD CASE 86 : 0.53D + 0.70E-> nR -ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.230 ----------------------------------------------------------------------------------- LOAD CASE 87 : 0.53D + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.230 ----------------------------------------------------------------------------------- LOAD CASE 88 : 0.53D + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.228 ----------------------------------------------------------------------------------- LOAD CASE 89 : 0.53D + 0.70ELX+10% nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.081 ----------------------------------------------------------------------------------- LOAD CASE 90 : 0.53D + 0.70ELX+� nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.081 ----------------------------------------------------------------------------------- LOAD CASE 91 : 0.53D + 0.70ELX nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.074 ----------------------------------------------------------------------------------- LOAD CASE 92 : 0.53D + 0.70ELX nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.074 ----------------------------------------------------------------------------------- LOAD CASE 93 : 0.44D + 0.5852E-> nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 94 : 0.44D + 0.5852E-> nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 95 : 0.44D + 0.5852E<- nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 96 : 0.44D + 0 . 5852E<- - nR ASD Special Seismic; No Deflection Limits LOAD CASE 97 : 0.44D + 0.5852ELX+A nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 98 : 0.44D + 0.5852ELX+"` nR ASD Special Seismic; No Deflection Limits r� MSA 4 7. 4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A Page 12 of 24 05/16/17 12:42:42 ----------------------------------------------------------------------------------- LOAD CASE 99 0.44D + 0.58f2ELX nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 100 0.44D + 0.58S2ELX nR ASD Special Seismic; No Deflection Limits 0 MSA 47.4 Job W17G0151A C:\ABCP\FRAMES\W17G0151A.01A SUMMARY OF MAXIMUM MEMBER CHECK RATIOS Page 13 of 24 05/16/17 12:42:42 FLANGE * OUTER OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.2500 0.1345 5.00 0.2500 0.341 48 0.094 23 0.717 24 2 5.00 0.2500 0.1345 5.00 0.2500 0.412 23 0.315 24 0.388 49 3 5.00 0.2500 0.1345 5.00 0.2500 0.412 23 0.315 24 0.388 49 4 5.00 0.2500 0.1345 5.00 0.2500 0.341 48 0.094 23 0.717 24 MSA 47.4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A SPLICE PLATE DESIGN BY DESIGN GUIDE 16- A325 BOLTS SNUG TIGHT Page 14 of 24 05/16/17 12:42:42 B DIA ND IO WID THK DEPTH B DIA NB GA ROW BSP CSE MOMENT AXIAL SHEAR LR in in in in in 0 I in kip -ft kips kips 2 OL 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 49 -21.4 -5.0 -2.4 2 OR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 49 -21.5 -4.3 -2.0 2 IL 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 77 16.7 3.3 1.6 2 IR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 77 16.7 2.8 1.3 3 IL 5.0 0.375 12.5 0..750 2 3.0 2 2 3.0 23 20.6 -1.7 -0.1 s 3 IR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 24 20.6 -1.7 0.1 ' 3 OL 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 65 -7.5 2.6 -0.0 3 OR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 66 -7.5 2.6 0.0 4 OL 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 48 -21.5 -4.3 2.0 4 OR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 48 -21.4 -5.0 2.4 4 IL 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 80 16.7 2.8 -1.3 4 IR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 80 16.7 3.3 -1.6 0.65 0.67 0.61 0.60 0.62 0.62 0.28 0.28 0.67 0.65 0.60 0.61 MSA 4 7. 4 Job:W17G0151A SPLICE PLATE WELD DESIGN C:\ABCP\FRAMES\W17G0151A.01A ND I/O WELD MOM AX SHR RATIO CSE L/R kip -ft kips kips 2 O/L CJP -21.4 5.0 -2.4 N/A 49 2 WEB FWS2 -21.4 5.0 -2.4 0.94 49 2 I/L FWD3 16.7 -3.3 1.6 0.95 77 2 O/R CJP -21.5 4.3 -2.0 N/A 49 2 WEB FWS2 -21.5 4.3 -2.0 0.94 49 2 I/R FWD3 16.7 -2.8 1.3 0.95 77 3 O/L FWD3 -7.5 -2.6 -0.0 1.00 65 3 WEB FWS2 20.6 1.7 -0.1 1.00 23 3 I/L FWD3 20.6 1.7 -0.1 1.00 23 3 O/R FWD3 -7.5 -2.6 0.0 1.00 65 3 WEB FWS2 20.6 1'.7 0.0 1.00 23 3 I/R FWD3 20.6 1.7 0.0 1.00 23 4 O/L CJP -21.5 4.3 2.0 N/A 48 4 WEB FWS2 -21.5 4.3 2.0 0.94 48 4 I/L FWD3 16.7 -2.8 -1.3 0.95 80 4 O/R CJP -21.4 5.0 2.4 N/A 48 4 WEB FWS2 -21.4 5.0 2.4 0.94 48 4 I/R FWD3 16.7 -3.3 -1.6 0.95 80 0 Page 15 of 24 05/16/17 12:42:42 MSA 47.4 Job:W17Go151A C:\ABCP\FRAMES\W17G0151A.01A FRAME SUPPORTS * BASE PLATE * THICKNESS WIDTH SUP. * NODE (in.) (in.) 1 1 0.375 6.000 � 1 i 2 5 0.375 6.000 5 r-_ Page 16 of 24 05/16/17 12:42:42 * ANCHOR BOLTS LENGTH * NO. DIAMETER AREA (in. ) * (in.) (in2) 11.000 4 0.750 1.767 11.000 4 0.750 1.767 MSA 47.4 Job:W17G0151A CASE 1 : D SUPPORT NODE HORIZONTAL (kips) 1 1 0.29 2 5 -0.29 CASE 3 : L SUPPORT NODE HORIZONTAL (kips) 1 l 1.11 2 5 C:\ABCP\FRAMES\W17G0151A.01A SUPPORT REACTIONS VERTICAL MOMENT (kips) (kip -ft) 1.38 -0.00 1.38 0.00 VERTICAL MOMENT (kips) (kip -ft) 4.50 0.00 4.50 0.00 Page 17 of 24 05/16/17 12:42:42 2.51 0.00 CASE 2 : D+C SUPPORT NODE HORIZONTAL (kips) 1 1 0.57 2 5 -0.57 CASE 4 : WL"' SUPPORT NODE HORIZONTAL (kips) 1 1 -0.77 2 5 0.77 VERTICAL MOMENT (kips) (kip -ft) 2.51 -0.00 2.51 0.00 VERTICAL MOMENT (kips) (kip -ft) -6.65 -0.00 -6.65 -0.00 CASE 5 WLX+A CASE 6 WLX-A SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -0.76 -5.69 0.00 1 1 -0.77 -7.60 0.00 -1.85 (out -of -plane) -1.85 (out -of -plane) 2 5 0.76 -5.69 0.00 2 5 0.77 -7.60 0.00 -1.85 (out -of -plane) -1.85 (out -of -plane) CASE 7 Wl-> CASE 8 W1< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -2.68 -4.44 0.00 1 1 0.71 -0.90 -0.00 2 5 -0.71 -0.90 -0.00 2 5 2.68 -4.44 0.00 CASE 9 W2-> CASE 10 W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -0.18 -3.23 -0.00 1 1 -0.39 -2.12 0.00 2 5 0.39 -2.12 0.00 2 5 0.18 -3.23 -0.00 CASE 11 W3-> CASE 12 W3< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -2.86 -7.19 0.00 1 1 0.53 -3.65 0.00 2 5 -0.53 -3.65 -0.00 2 5 2.86 -7.19 -0.00 CASE 13 W4-> CASE 14 W4< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -0.36 -5.98 0.00 1 1 -0.57 -4.87 0.00 2 5 0.57 -4.87 -0.00 2 5 0.36 -5.98 -0.00 CASE 15 E-> CASE 16 E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -0.62 -0.57 0.00 1 1 0.62 0.57 -0.00 2 5 -0.62 0.57 0.00 2 5 0.62 -0.57 -0.00 CASE 17 ELX+A CASE 18 ELX-A SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 0.00 0.65 0.00 1 1 -0.00 -0.65 0.00 -1.26 (out -of -plane) -1.26 (out -of -plane) 2 5 -0.00 0.65 0.00 2 5 0.00 -0.65 0.00 MSA 47.4 Page Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A 05/16/17 -1.26 (out -of -plane) -1.26 (out -of -plane) CASE 19 : 92E-> SUPPORT NODE HORIZONTAL (kips) 1 1 -1.43 2 5 -1.43 VERTICAL MOMENT (kips) (kip -ft) -1.33 -0.00 1.33 0.00 CASE 21 QELX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.01 1.00 -0.00 -1.94 (out -of -plane) 2 5 -0.01 1.00 -0.00 -1.94 (out -of -plane) CASE 20 : QE < - SUPPORT NODE HORIZONTAL (kips) 1 l 1.43 2 5 1.43 18 of 24 12:42:42 VERTICAL MOMENT (kips) (kip -ft) 1.33 0.00 -1.33 -0.00 CASE 22 : QELX-A SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.00 -1.00 0.00 -1.94 (out -of -plane) 2 5 0.00 -1.00 0.00 -1.94 (out -of -plane) MSA 47.4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A CASE 1 : D VERTICAL Horizontal (in.) Vertical 0.000 HORIZONTAL NODE (in.) l 0.000 2 -0.009 3 0.000 4 0.009 5 0.000 CASE 3 : L VERTICAL Horizontal (in.) Vertical 0.000 HORIZONTAL NODE (in.) 1 0.000 2 -0.035 3 0.000 4 0.035 5 0.000 NODAL DISPLACEMENTS Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 0.000 -0.002 -0.001 -0.120 0.000 -0.002 0.001 0.000 -0.000 CASE 5 WLX+� VERTICAL Horizontal (in.) Vertical 0.000 HORIZONTAL NODE (in.) 1 0.000 2 0.040 3 -0.000 4 -0.040 5 0.000 CASE 7 : Wl-> VERTICAL Horizontal (in.) Vertical 0.000 HORIZONTAL NODE (in.) 1 0.000 2 1.033 3 1.007 4 0.982 5 0.000 CASE 9 : W2-> Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.127 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 0.002 -0.006 -0.003 -0.453 0.000 -0.006 0.003 0.000 -0.002 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 -0.002 0.007 0.003 0.560 -0.000 0.007 -0.003 0.000 0.002 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 -0.010 -0.001 -0.001 0.309 0.001 0.008 -0.005 0.000 -0.007 Page 05/16/17 19 of 24 12:42:42 Deflection Limit: CASE 2 : D+C None (in.) Horizontal None 0.001 Vertical -0.001 -0.233 HORIZONTAL -0.003 NODE (in.) -0.001 1 0.000 5 2 -0.018 3 0.000 4 0.018 5 0.000 CASE_ 4 WLR None Horizontal L/180 Vertical HORIZONTAL NODE (in.) 1 0.000 2 0.040 3 -0.000 4 -0.040 5 0.000 Page 05/16/17 19 of 24 12:42:42 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 0.001 -0.003 -0.001 -0.233 0.000 -0.003 0.001 0.000 -0.001 CASE 6 WLX-^ H/25 Horizontal L/76 Vertical NODE HORIZONTAL NODE (in.) 1 0.000 2 0.040 3 -0.000 4 -0.040 5 0.000 CASE 8 : Wl<- H/25 Horizontal L/76 Vertical VERTICAL HORIZONTAL NODE (in.) 1 0.000 2 -0.982 3 -1.007 4 -1.033 5 0.000 Deflection Limit: H/25 Deflection Limit: L/76 VERTICAL ANGULAR (in.) (rad.) 0.000 0.000 0.005 0.002 w w w w CASE 10 : W2< - Deflection Horizontal VERTICAL Vertical 0.000 HORIZONTAL NODE (in.) 1 0.000 2 0.158 .3 0.143 4 0.127 5 0.000 CASE 12 : W3< - Deflection Limit: Deflection Limit: VERTICAL ANGULAR 0.000 (in.) (rad.) 0.003 0.000 -0.002 0.009 0.009 0.003 0.002 0.561 -0.000 0.009 -0.003 0.000 0.002 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 -0.002 0.009 0.003 0.561 -0.000 0.009 -0.003 0.000 0.002 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 0.007 0.008 0.005 0.309 -0.001 -0.001 0.001 0.000 0.010 Deflection Limit: Deflection Limit: VERTICAL ANGULAR. (in.) (rad.) 0.000 -0.002 0.002 0.000 0.223 0.001 0.005 -0.002 0.000 -0.000 None None H/25 L/76 H/25 L/76 H/25 L/76 H/25 L/76 MSA 47.4 Page 20 of 24 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A 05/16/17 12:42:42 Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.011 1 0.000 0.000 0.007 2 1.048 0.003 0.000 2 -0.968 0.011 0.006 3 1.007 0.524 0.001 3 -1.007 0.524 -0.001 4 0.968 0.011 -0.006 4 -1.048 0.003 -0.000 5 0.000 0.000 -0.007 5 0.000 0.000 0.011 CASE 13 W4-> CASE 14 W4<- Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 ---' Vertical Deflection Limit: L/76 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 0.000 1 0.000 0.000 -0.002 2 -0.113 0.009 0.003 2 0.173 0.005 0.002 3 -0.143 0.438 -0.001 3 0.143 0.438 0.001 4 -0.173 0.005 -0.002 4 0.113 0.009 -0.003 5 0.000 0.000 0.002 5 0.000 0.000 -0.000 CASE 15 E-> CASE 16 E<- Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.004 1 0.000 0.000 0.004 2 0.497 -0.002 -0.002 2 -0.497 0.002 0.002 3 0.497 -0.000 0.001 3 -0.497 0.000 -0.001 4 0.497 0.002 -0.002 4 -0.497 -0.002 0.002 5 0.000 0.000 -0.004 5 0.000 0.000 0.004 CASE 17 : ELX+A CASE 18 : ELX-A Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.000 1 0.000 0.000 0.000 2 0.000 -0.001 0.000 2 -0.000 0.000 -0.000 3 0.000 -0.001 -0.000 3 0.000 0.000 0.000 4 -0.000 -0.001 -0.000 4 0.000 0.000 0.000 5 0.000 0.000 0.000 5 0.000 0.000 -0.000 CASE 19 QE - > 2E<- CASE 20 92E<- Horizontal Horizontal Deflection Limit: None Horizontal Deflection Limit: None Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.009 1 .0.000 0.000 0.009 2 1.147 -0.006 -0.004 2 -1.147 0.006 0.004 3 1.147 -0.000 0.002 3 -1.147 0.000 -0.002 4 1.147 0.006 -0.004 4 -1.147 -0.006 0.004 5 0.000 0.000 -0.009 5 0.000 0.000 0.009 CASE 21 : QELX+A CASE 22 : s2ELX-A Horizontal Deflection Limit: None Horizontal Deflection Limit: None Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR MSA 47. 4 Page 21 of 24 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A 05/16/17 12:42:42 NODE (in.) (in.) (rad.) NODE (in.) (in. ) (rad. ) 1 0.000 0.000 -0.000 1 0.000 0.000 0.000 2 0.000 -0.001 0.000 2 -0.000 0.000 -0.000 3 0.000 -0.001 -0.000 3 0.000 0.000 0.000 4 -0.000 -0.001 -0.000 4 0.000 0.000 0.000 5 0.000 0.000 0.000 5 0.000 0.000 -0.000 MSA 47.4 Job:W17G0151A C:\ABCP\FRAMES\W17G0151A.01A WEIGHT OF BUILT-UP MEMBERS = WEIGHT OF W SHAPE MEMBERS = WEIGHT OF PIPE MEMBERS = WEIGHT OF SPLICES = WEIGHT OF BASE PLATES = WEIGHT OF STIFFENERS = TOTAL WEIGHT = 736.3 22 lbs 0.0 05/16/17 lbs 0.0 lbs 54.7 lbs 14.0 lbs 0.0 lbs 805.0 lbs Page 22 of 24 05/16/17 12:42:42 MSA 47.4 Job:W17G0151A. SEQ# P/G# LEFT COLUMN BASE 1 1 2 2 LEFT EAVE 12:42:42 3 1 4 2 5 3 6 4 ROOF SLOPE CHANGE 7 1 8 2 9 3 10 4 RIGHT EAVE 11 1 12 2 RIGHT COLUMN BASE C:\ABCP\FRAMES\W17G0151A.01A FLANGE BRACE LOCATIONS READ? No Yes (Eave Frame Brace Req'd) Yes (Eave Frame Brace Req'd) No Yes Yes (Ridge) Yes (Ridge) Yes No Yes (Eave Frame Brace Req'd) Yes (Eave Frame Brace Req'd) No Page 23 of 24 05/16/17 12:42:42 NOTE: FLANGE BRACES ARE ON ONE SIDE AT THE LOCATIONS SPECIFIED (SINGLE SIDED). PDELTA ANALYSIS RATIOS iWebOptCycle = 999 icy = 1 Stable All Load Combinations MSA 47.4 Job:W17Go151A C:\ABCP\FRAMES\W17G0151A.01A ERROR AND WARNING MESSAGES WARNING: Eave Frame Brace Req'd at Left Knee! or... Consider Relocating Either a Purlin or Girt WARNING: Eave Frame Brace Req'd at Right Knee! or... Consider Relocating Either a Purlin or Girt Page 24 of 24 05/16/17 12:42:42 t t r'' 031BC ABC Design Calculations Pamphlet a �� o�� U LO vac o� c' Calculations providing for the structural integrity of the endwall framing and tension bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns and interior columns. In addition, the analysis contains designs for roof and sidewall tension bracing. Figure 4 of this section illustrates these members schematically along with the loadings imposed on them. Endwall framing and tension bracing is designed for specific load combinations. Roof beams are designed using moments for a continuous beam. Corner columns are typically designed with pinned bases and a top connection that can be either pinned or fixed while interior columns are typically designed with pinned connections at both the base and the top. Wind forces exerted on the sidewalls are resisted, where possible, by tension bracing, moment connections at the knees, or by the wall diaphragm. Roof bracing consists of tension members which transfer wind forces on the ends of the buildings to the eaves where the sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. Page 4 of this section provides definitions for nomenclature used in the computer printouts that follow. The printouts list results of the stress analyses on the above building members along with column base plate and splice plate information. Allowable stresses are based on yield stresses of 50 ksi for hot -rolled mill sections and 55 ksi for cold -formed and factory built-up sections. Section 3 Page 1 FRE ABC Design Calculations Pamphlet I D C I" oc a.R-Ac LOADING RHA RH_q RI -2 RL 1 RLQ RI -2 RLCC R 4 RV2 RV RV, RV2 RV4 LIVE + DEAD WIND + DEAD WIND ON SIDEWALL FIGURE 4 COLUMN AND BEAM ENDWALL BRACING WIND + DEAD WIND ON ENDWALL WSUBJEG:, F40jGGI` ANGE 1/l/IT�YO.UT�iJVOT�GE . Ei71SED3M 8�2008M i Section 3 Page 2 I 1' -6" T V-619 031BC ABC Design Calculations Pamphlet L'I L� /Ut~�I� 1�D�_�'� BLDG � RWF I t (3) RW I (2) I RWF (2) RWF (3) PLAN ENDWALL ELEVATION QL RIGID FRAME (� RIGID FRAME (� RIGID FRAME (� RIGID FRAME FIGURE 5 COLUMN AND BEAM ENDWALL TENSION BRACING Section 3 Page 3 z 0 Q w w J Q W D a I AN ANG T T T Txx RWF I t (3) RW I (2) I RWF (2) RWF (3) PLAN ENDWALL ELEVATION QL RIGID FRAME (� RIGID FRAME (� RIGID FRAME (� RIGID FRAME FIGURE 5 COLUMN AND BEAM ENDWALL TENSION BRACING Section 3 Page 3 z 0 Q w w J Q W D a ABC Design Calculations Pamphlet NOMENCLATURE A BLT ROW -Quantity of 2 -bolt rows and diameter of anchor bolts required at column base A TEN -Allowable tension force in cable or rod bracing BAY SPA -Bay spacing BC —- Bracing cable BEND RT -Ratio of actual to allowable bending moment BN -Bay number BN MOM -Bending moment BR_ -Bracing rod BXW -Longitudinal bracing design report CB FOR -Calculated tension force in cable or rod bracing CT -Connection designation for the top of the column D -Uniform dead load D+C -Uniform dead load including uniform collateral load DN -Number of purlins required at a strut purlin location E -Earthquake (seismic) load HZ FOR -Wind or seismic shear at the top of vertical bracing tier L -Uniform roof live load LEW -Left endwall LP -Roof live load applied in pattern configuration M HORZ -Maximum horizontal reaction at column base M VERT -Maximum vertical reaction at column base PG - Purlin or girt line number PIPE CONN -Pipe strut connection designation REW -Right endwall S -Uniform roof snow load S -Roof snow load applied in pattern or unbalanced configuration SHR RT -Ratio of actual to allowable shear forces SP BLT ROW Number of horizontal rows and diameter of splice bolts ST FOR -Strut force So -Vertical Bracing location (RSW) not at FSW or RSW TIER HT -Height (From base) to the top of the vertical brace member TN FOR -Calculated Tension force in brace member W- -Wind load with negative internal coefficient applied to strong axis of column W+ -Wind load with positive internal coefficient applied to strong axis of column WL -Wind load from wind blowing left-to-right WN FOR - Wind or seismic force resisted by tension bracing WR -Wind load from wind blowing right-to-left Section 3 Page 4 MN EVISEDJMa 8,11008,E Beam and Column Endwall Design American Buildings Company Job Name: W17GO151A Job Part: Ver. 47.4 1 LEW Page 1 Tue May 16 14:25:12 2017 BUILDING TYPE IS SINGLE GABLE LOAD FACT GROUP ENDWALL TYPE IS POST AND BEAM 1 1.000 D+C BUILDING WIDTH = 30.000 ft BUILDING LENGTH = 50.000 2 ft LEFT HEIGHT = 14.000 ft RIGHT HEIGHT - 14.000 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 D :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 1.000 ft 1 BUILDING 0.600 WTX+ 5 CODE: D 0.600 WTX- 6 1.000 D+C 2015 International Building Code W+ 7 1.000 DESIGN SPECIFICATION: D+C 0.450 W- 2010 AISC 360 ' 0.600 D 0.600 -10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: 2012 AISI NASPEC North American Cold -Formed Steel Specification RISK CATEGORY OF BUILDING: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy ROOF EXPOSURE CONDITION: Fully Exposed: Roofs exposed on all sides with no shelter afforded orded by terrain, higher structures or trees ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (SURFACE ROUGHNESS) CATEGORY: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 0.900 SNOW IMPORTANCE FACTOR = 0.800 SLOPED ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 100.000 mph SEISMIC DATA: Structure is exempt from seismic design! *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 L 2 1.000 D 0.600 W+ 3 1.000 D 0.600 W- 4 1.000 D 0.600 WTX+ 5 1.000 D 0.600 WTX- 6 1.000 D+C 0.450 W+ 7 1.000 D+C 0.450 W- 8 0.600 D 0.600 W+ 0.750 L 0.750 L Beam and Column Endwall Design American Buildings Company Job Name: W17G0151A Job Part: Ver. 47.4 Page 2 Tue May 16 14:25:12 2017 1 LEW *** DESIGN LOAD COMBINATIONS (continued) CASE LOAD FACT GROUP => 9 0.600 D 0.600 W- 10 0.600 D 0.600 WTX+ 11 0.600 D 0.600 WTX- *** LOADS GROUP TYPE M FM TO FL START ft -------- D+C ---- UNIF - R -- 0 -- 0 -- ----- 0 0.00 -20.00 D UNIF R 0 0 0 0.00 0.00 L UNIF R 0 0 0 0.00 0.00 W+ UNIF R 0 0 0 0.00 W- UNIF R 0 0 0 0.00 W+ UNIF C 1 1 0 0.00 W- UNIF C 1 1 0 0.00 W+ UNIF C 2 2 0 0.00 W- UNIF C 2 2 0 0.00 W+ UNIF C 3 3 0 0.00 W- UNIF C 3 3 0 0.00 WTX+ UNIF T 0 0 0 0.00 WTX- UNIF T 0 0 0 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS HORIZ psf / kips -4.00 0.00 -3.00 0.00 -20.00 0.00 23.64 0.00 23.64 0.00 0.00 16.95 0.00 -20.60 0.00 16.00 0.00 -17.62 0.00 16.95 0.00 -20.60 0.00 19.21 0.00 -19.21 VERT psf/ kips -4.00 0.00 -3.00 0.00 -20.00 0.00 23.64 0.00 23.64 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 MOMT kip -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.95 0.00 -20.60 0.00 16.00 0.00 -17.62 0.00 16.95 0.00 -20.60 0.00 19.21 0.00 -19.21 END ft 30.00 30.00 30.00 30.00 30.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HORIZ 8.50 psf 0.00 8.50 0.00 6 0.375 0.00 0.75 0.00 0.932 0.00 0.424 16.95 2 -20.60 16.00 -17.62 16.95 -20.60 19.21 -19.21 VERT 8.50 psf -4.00 8.50 -3.00 6 0.375 -20.00 0.75 23.64 0.932 23.64 0.424 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND RT SHR RT ft in in in in --------------------------------------------------------- ------ 1 WlOX22 0.000 6 0.250 11.25 2 0.50 0.129 0.043 2 WlOX22 15.000 6 0.250 10.13 2 0.50 0.129 0.043 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION ft BASE PLATES in in A BLT ROW in in ------------------ 6 0.375 8.50 6 0.375 8.50 ------ 0.000 6 0.375 8.50 0.75 BEND RT SHR RT CT ---------- 2 0.75 ------- 0.061 ------ 0.000 -- 2 0.75 0.932 0.424 N 2 0.75 0.061 0.000 Beam and Column Endwall Design Ver. 47.4 Page 3 American Buildings Company Tue May 16 14:25:12 2017 Job Name: W17G0151A Job Part: 1 LEW COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED CORNER COLUMN - @ RSW 7.500 CORNER COLUMN - @ FSW 7.500 RAFTER - REF PT FSW UPSLOPE 13.552 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 Beam and Column Endwall Design American Buildings Company Job Name: W17GO151A Job Part: Ver. 47.4 Page 4 Tue May 16 14:25:12 2017 1 LEW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE --- 2 ---- 1 ----- RF01 ------- 80Z14 -- ---- 1 3 3 1 RF01 80Z15 1 0 HORIZ ALLOWABLE kips kips ----- --------- 1.10 6.24 0.00 0.00 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ ---------- 1.000 L kips ------- kips ------- ---- 1 4.4 0.0 2 -2.0 -1.0 3 -2.0 1.1 4 1.7 0.0 5 -0.7 0.0 6 1.6 -0.8 7 1.6 0.8 8 -2.2 -1.0 9 -2.2 1.1 10 1.5 0.0 11 -0.8 0.0 12 0.8 0.0 13 3.7 0.0 14 -4.2 -1.7 15 -4.2 1.8 16 1.9 0.0 17 -1.7 0.0 18 0.6 0.0 LOAD FACTOR / LOAD GROUP => ----------- 1.000 D+C ---------- 1.000 L 1.000 D 0.600 W+ 1.000 D 0.600 W- 1.000 D 0.600 WTX+ 1.000 D 0.600 WTX- 1.000 D+C 0.450 W+ 0.750 L 1.000 D+C 0.450 W- 0.750 L 0.600 D 0.600 W+ 0.600 D 0.600 W- 0.600 D 0.600 WTX+ 0.600 D 0.600 WTX- 1.000 D+C 1.000 L 1.000 W+ 1.000 W- 1.000 WTX+ 1.000 WTX- 1.000 D Beam and Column Endwall Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 LEW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** LEW => 2 BR5- Page 5 Tue May 16 14:25:12 2017 CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WTX+ LOADS * * * GROUP TYPE START ft WTX+ UNIF 0.000 *** LEFT ENDWALL BRACING ENDWALL BRACING LOAD = NO T TIER HT BAY ft ft 1 1 15.250 15.000 HORIZ VERT psf / psf / MOMT kips kips kip -ft 19.21 0.00 0.00 DESIGN BRACED BAY 11.5 psf END ft 0.00 15.000 QTY SIZE LENGTH HZ FOR TN FOR ft kips kips 1 BR 5 21.391 1.099 1.567 CASE NO: 5 LOAD FACT / GROUP => 1.000 D 0.600 WTX- LOADS * * * GROUP TYPE START ft WTX- UNIF 0.000 *** LEFT ENDWALL BRACING ENDWALL BRACING LOAD = NO T TIER HT BAY ft ft 1 1 15.250 15.000 HORIZ VERT psf / psf / MOMT kips kips kip -ft -19.21 0.00 0.00 DESIGN BRACED BAY 11.5 psf END ft 0.00 15.000 QTY SIZE LENGTH HZ FOR TN FOR ft kips kips 1 BR 5 21.391 1.099 1.567 CASE NO:10 LOAD FACT / GROUP => 0.600 D 0.600 WTX+ HORIZ VERT psf psf 19.21 0.00 ft ST FOR A TEN kips kips NA 7.345 HORIZ VERT psf psf -19.21 0.00 ft ST FOR A TEN kips kips NA 7.345 Beam and Column Endwall Design Ver. 47.4 American Buildings Company Job Name: W17G0151A Job Part: 1 LEW LOADS * * * Page 6 Tue May 16 14:25:12 2017 HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft ps f ps f WTX+ UNIF 0.000 19.21 0.00 0.00 0.00 19.21 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 15.000 ft ENDWALL BRACING LOAD = 11. 5 ps f NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft -- -------- ft ------ ft --- ---- ------ kips ------ kips ------ kips ------ kips ----- 1 1 15.250 15.000 1 BR 5 21.391 1.099 1.567 NA 7.345 CASE NO:11 LOAD FACT / GROUP => 0.600 D 0.600 WTX- LOADS * * * GROUP TYPE START ft WTX- UNIF 0.000 *** LEFT ENDWALL BRACING ENDWALL BRACING LOAD = NO T TIER HT BAY ft ft -- -------- ------ 1 1 15.250 15.000 HORIZ VERT psf/ psf/ MOMT kips kips kip -ft -19.21 0.00 0.00 DESIGN BRACED BAY 11. 5 ps f END ft 0.00 QTY SIZE LENGTH HZ FOR TN FOR ft kips kips --- ---- ------ ------ ------ 1 BR 5 21.391 1.099 1.567 HORIZ VERT psf psf -19.21 0.00 ft ST FOR A TEN kips kips NA 7.345 Beam and Column Endwall Design Ver. 47.4 Page 7 American Buildings Company Tue May 16 14:25:12 2017 Job Name: W17G0151A Job Part: 1 LEW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M LEW VERT M LEW HORZ LOAD FACTOR / LOAD GROUP => ---- 16 ---------- 1.9kips ---------- 1.8kips ----------- 1.000 ---------- WTX+ 17 1.9kips 1.8kips 1.000 WTX- *** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL BRACING WEIGHT SUMMARY BN WALL DESC WEIGHT lbs 2 LEW BR5- 76.2 TOTAL 76.2 TOTAL X -BRACING WEIGHT TOTAL PIPE STRUT WEIGHT TOTAL TOTAL CABLE X -BRACING WEIGHT PERCENT CABLE X -BRACING WEIGHT 76.2 0.0 76.2 0.0 0 Beam and Column Endwall Design American Buildings Company Job Name: W17G0151A Job Part: *** SUMMARY MEMBER STRESS REPORT Ver. 47.4 Page 8 Tue May 16 14:25:12 2017 1 LEW ENDWALL COLUMNS COL NO MEMBER DESC L CASE S RATIO --------------------------------------------- 1 W8X10 1 0.06 2 80016 3 0.93 3 W8X10 1 0.06 ENDWALL RAFTERS RAF NO MEMBER DESC L CASE S RATIO --------------------------------------------- 1 WlOX22 1 0.13 2 WlOX22 1 0.13 WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- LEW 2 1 RD BR5- 4 0.21 Beam and Column Endwall Design American Buildings Company Job Name: W17G0151A Job Part: BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND BEAM Ver. 47.4 Page 1 Tue May 16 14:25:44 2017 1 REW BUILDING WIDTH = 30.000 that represent a low hazard to ft BUILDING LENGTH = 50.000 failure and are ft LEFT HEIGHT = 14.000 1.000 ft RIGHT HEIGHT = 14.000 ft LEFT SLOPE = 1.000 3 :12 RIGHT SLOPE = 1.000 0.600 :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 5 ft BUILDING CODE: 2015 International Building Code DESIGN SPECIFICATION: 2010 AISC 360-10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: 2012 AISI NASPEC North American Cold -Formed Steel Specification RISK CATEGORY OF BUILDING: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy ROOF EXPOSURE CONDITION: Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (SURFACE ROUGHNESS) CATEGORY: C. Open terrain with scattered obstructions than 30 feet & where Exposures B or D do DESIGN ROOF LIVE LOAD = 20.000 LOAD psf COLLATERAL LOAD = 1.000 1 psf SNOW EXPOSURE FACTOR = 0.900 1.000 L SNOW IMPORTANCE FACTOR = 0.800 D SLOPED ROOF SNOW LOAD = 0.000 3 psf DESIGN WIND VELOCITY = 100.000 0.600 mph SEISMIC DATA: Structure is exempt from seismic design! having heights generally less not apply *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 L 2 1.000 D 0.600 W+ 3 1.000 D 0.600 W- 4 1.000 D 0.600 WTX+ 5 1.000 D 0.600 WTX- 6 1.000 D+C 0.450 W+ 7 1.000 D+C 0.450 W- 8 0.600 D 0.600 W+ 0.750 L 0.750 L 11 i Beam and Column Endwall Design American Buildings Company Job Name: W17G0151A Job Part: Ver. 47.4 Page 2 Tue May 16 14:25:44 2017 1 REW *** DESIGN LOAD COMBINATIONS (continued) CASE LOAD FACT GROUP => 9 0.600 D 0.600 W- 10 0.600 D 0.600 WTX+ 11 0.600 D 0.600 WTX- *** LOADS GROUP TYPE M FM TO FL START ft D+C UNIF R 0 0 0 0.00 0.00 D UNIF R 0 0 0 0.00 16.95 L UNIF R 0 0 0 0.00 16.95 W+ UNIF R 0 0 0 0.00 80C16 W- UNIF R 0 0 0 0.00 0.424 N W+ UNIF C 1 1 0 0.00 0.062 W- UNIF C 1 1 0 0.00 W+ UNIF C 2 2 0 0.00 W- UNIF C 2 2 0 0.00 W+ UNIF C 3 3 0 0.00 W- UNIF C 3 3 0 0.00 WTX+ UNIF T 0 0 0 0.00 WTX- UNIF T 0 0 0 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS HORIZ psf/ kips kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.95 0.00 -20.60 16.95 16.00 -20.60 -17.62 16.00 16.95 -17.62 -20.60 16.95 19.21 -20.60 -19.21 19.21 -19.21 2 VERT psf/ kips -4.00 0.00 -3.00 0.00 -20.00 0.00 23.64 0.00 23.64 16.95 0.00 -20.60 0.00 16.00 0.00 -17.62 0.00 16.95 0.00 -20.60 0.00 19.21 0.00 -19.21 0.00 MOMT kip -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16.95 0.00 -20.60 0.00 16.00 0.00 -17.62 0.00 16.95 0.00 -20.60 0.00 19.21 0.00 -19.21 0.00 END ft 30.00 30.00 30.00 30.00 30.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HORIZ psf 0.00 BASE 0.00 0.00 BEND 0.00 SHR RT CT 0.00 16.95 in -20.60 in 16.00 -17.62 16.95 ----------- W8X10 -20.60 ------------------ 6 19.21 8.50 -19.21 0.062 VERT psf -4.00 BASE -3.00 -20.00 BEND 23.64 SHR RT CT 23.64 0.00 in 0.00 in 0.00 0.00 0.00 ----------- W8X10 0.00 ------------------ 6 0.00 8.50 0.00 0.062 MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND RT SHR RT ft in in in in ---------------------------------------- ---- 1 WlOX22 0.000 6 0.250 11.25 2 0.50 0.132 0.044 2 WlOX22 15.000 6 0.250 10.13 2 0.50 0.132 0.044 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft in in in in --- 1 ----------- W8X10 -------- 0.000 ------------------ 6 0.375 8.50 ----- 2 0.75 0.062 0.000 2 80C16 15.000 6 0.375 8.50 2 0.75 0.932 0.424 N 3 W8X10 30.000 6 0.375 8.50 2 0.75 0.062 0.000 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT Beam and Column Endwall Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 REW COLUMN REF PT IS FROM THE COLUMN BASE. INT COL 2 7.500 RAFTER - REF PT FSW UPSLOPE 13.552 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 Page 3 Tue May 16 14:25:44 2017 RAFTERS ARE AS NOTED Beam and Column Endwall Design American Buildings Company Job Name: W17GO151A Job Part: Ver. 47.4 Page 4 Tue May 16 14:25:44 2017 1 REW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips --- ---- ------------ -- ---- ----- --------- 2 1 RF02 8OZ14 1 3 1.10 6.24 3 1 RF02 80Z15 1 0 0.00 0.00 1 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => kips kips ---- ------- ------- ----------- ---------- 1 4.5 0.0 1.000 D+C 1.000 L 2 -2.0 -1.0 1.000 D 0.600 W+ 3 -2.0 1.1 1.000 D 0.600,W- 4 1.7 0.0 1.000 D 0.600 WTX+ 5 -0.7 0.0 1.000 D 0.600 WTX- 6 1.6 -0.8 1.000 D+C 0.450 W+ 0.750 L 7 1.6 0.8 1.000 D+C 0.450 W- 0.750 L 8 -2.2 -1.0 0.600 D 0.600 W+ 9 -2.2 1.1 0.600 D 0.600 W- 10 1.5 0.0 0.600 D 0.600 WTX+ 11 -0.8 0.0 0.600 D 0.600 WTX- 12 0.8 0.0 1.000 D+C 13 3.8 0.0 1.000 L 14 -4.3 -1.7 1.000 W+ 15 -4.3 1.8 1.000 W- 16 1.9 0.0 1.000 WTX+ 17 -1.7 0.0 1.000 WTX- 18 0.6 0.0 1.000 D Beam and Column Endwall Design American Buildings Company Job Name: W17G0151A Job Part: *** WIND BRACING DESIGN Ver. 47.4 1 REW *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** REW => 2 BR5- Page 5 Tue May 16 14:25:44 2017 CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WTX+ LOADS * * * HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 19.21 0.00 0.00 0.00 19.21 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 15.000 ft ENDWALL BRACING LOAD = NO T TIER HT BAY ft ft -- -------- ------ 1 1 15.250 15.000 11.5 psf QTY SIZE 1 BR 5 LENGTH ft 21.391 HZ FOR kips 1.099 CASE NO: 5 LOAD FACT / GROUP => 1.000 D 0.600 WTX- LOADS *** TN FOR kips 1.567 HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END ft kips kips kip -ft ft WTX- UNIF 0.000 -19.21 0.00 0.00 0.00 *** RIGHT ENDWALL BRACING ENDWALL BRACING LOAD = NO T TIER HT BAY ft ft -- -------- ------ 1 1 15.250 15.000 DESIGN BRACED BAY 11.5 psf QTY SIZE 1 BR 5 LENGTH ft 21.391 HZ FOR kips 1.099 CASE NO:10 LOAD FACT / GROUP => 0.600 D 0.600 WTX+ ST FOR kips NA HORIZ psf -19.21 15.000 ft TN FOR kips 1.567 ST FOR kips NA A TEN kips 7.345 VERT psf 0.00 A TEN kips 7.345 Beam and Column Endwall Design Ver. 47.4 American Buildings Company Job Name: W17G0151A Job Part: 1 REW LOADS * * * HORIZ GROUP TYPE START psf/ ft kips WTX+ UNIF 0.000 19.21 *** RIGHT ENDWALL BRACING ENDWALL BRACING LOAD = NO T TIER HT BAY ft ft 1 1 15.250 15.000 VERT psf/ MOMT kips kip -ft 0.00 0.00 DESIGN BRACED BAY 11.5 psf Page 6 Tue May 16 14:25:44 2017 , END HORIZ ft psf 0.00 19.21 15.000 ft QTY SIZE LENGTH HZ FOR TN FOR ft kips kips 1 BR 5 21.391 1.099 1.567 CASE NO:11 LOAD FACT / GROUP => 0.600 D 0.600 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT ft kips kips kip -ft WTX- UNIF 0.000 -19.21 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY ST FOR kips NA END HORIZ ft psf 0.00 -19.21 15.000 ft ENDWALL BRACING LOAD = 11.5 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ft ft ft kips kips -- -------- ------ --- ---- ------ ------ ------ 1 1 15.250 15.000 1 BR 5 21.391 1.099 1.567 ST FOR kips NA VERT psf 0.00 A TEN kips 7.345 VERT psf 0.00 A TEN kips 7.345 Beam and Column Endwall Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 REW Page 7 Tue May 16 14:25:44 2017 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE 16 17 M REW VERT M REW HORZ ---------- 1.9kips ---------- 1.8kips 1.9kips 1.8kips LOAD FACTOR / LOAD GROUP => ----------- ---------- 1.000 WTX+ 1.000 WTX- *** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL BRACING WEIGHT SUMMARY BN WALL DESC WEIGHT lbs -- ---- ---- ------ 2 REW BR5- 76.2 TOTAL 76.2 TOTAL X -BRACING WEIGHT TOTAL PIPE STRUT WEIGHT TOTAL TOTAL CABLE X -BRACING WEIGHT PERCENT CABLE X -BRACING WEIGHT 76.2 0.0 76.2 0.0 0 Beam and Column Endwall Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 REW *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS COL NO MEMBER DESC L CASE S RATIO l W8X10 1 -------- 0.06 2 80C16 3 0.93 3 W8X10 1 0.06 ENDWALL RAFTERS RAF NO MEMBER DESC L CASE S RATIO -------- 1 WlOX22 1 0.13 2 W10X22 1 0.13 WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO REW 2 1 RD BR5- 4---------- 0.21 Page 8 Tue May 16 14:25:44 2017 Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17G0151A Job Part: 1 BXW BUILDING TYPE IS SINGLE GABLE Page 1 Tue May 16 14:23:12 2017 BUILDING WIDTH = 30.000 ft BUILDING LENGTH = 50.000 => ft LEFT HEIGHT = 14.000 ft RIGHT HEIGHT = 14.000 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 1.000 :12 BAY SPACING - 25.000 ft ROOF OVERHANG = 0.000 D ft BUILDING CODE: 2015 International Building Code 4 1.000 D DESIGN SPECIFICATION: WPIP<- 5 1.000 2010 AISC 360-10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: 2012 AISI NASPEC North American Cold -Formed Steel Specification RISK CATEGORY OF BUILDING: I. Buildings and other structures that represent a low hazard to in the event of failure and are agricultural buildings intended incidental human occupancy ROOF EXPOSURE CONDITION: human life only f or Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (SURFACE ROUGHNESS) CATEGORY: C. Open terrain with scattered obstructions than 30 feet & where Exposures B or D do DESIGN ROOF LIVE LOAD COLLATERAL LOAD SNOW EXPOSURE FACTOR SNOW IMPORTANCE FACTOR SLOPED ROOF SNOW LOAD DESIGN WIND VELOCITY = 20.000 LOAD psf = 1.000 => psf = 0.900 D+C = 0.800 L = 0.000 1.000 psf = 100.000 1.000 mph SEISMIC DATA: Structure is exempt from seismic design! having heights generally less not apply *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 L 2 1.000 D+C 1.000 L 3 1.000 D 0.600 WPIP-> 4 1.000 D 0.600 WPIP<- 5 1.000 D 0.600 WNIP-> 6 1.000 D 0.600 WNIP<- 7 1.000 D+C 0.450 WPIP-> 8 1.000 D+C 0.450 WPIP<- 9 1.000 D+C 0.450 WNIP-> nR nL nR nL nR nL 0.750 L nR 0.750 L nL 0.750 L nR 9 Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 BXW *** DESIGN LOAD COMBINATIONS (continued) CASE LOAD FACT GROUP 10 1.000 0.00 D+C 0.450 11 0.600 UNIF D 0.600 12 0.600 0.00 D 0.600 13 0.600 UNIF D 0.600 14 0.600 0.00 D 0.600 * * * LOADS GROUP TYPE M FM TO FL WNIP<- WPIP-> WPIP<- WNIP-> WNIP<- START ft 0.750 nR nL nR nL HORIZ psf/ kips D+C UNIF R 0 0 0 0.00 0.00 D UNIF R 0 0 0 0.00 0.00 0.00 3.19 L UNIF R 0 0 0 0.00 0.00 WPIP-> UNIF B 1 3 1 0.00 5.84 WPIP-> UNIF R 0 0 0 0.00 0.00 WPIP-> UNIF B 1 3 3 0.00 10.16 WPIP<- UNIF B 1 3 1 0.00 -10.16 WPIP<- UNIF R 0 0 0 0.00 0.00 WPIP<- UNIF B 1 3 3 0.00 -5.84 WNIP-> UNIF B 1 3 1 0.00 12.81 WNIP-> UNIF R 0 0 0 0.00 0.00 WNIP-> UNIF B 1 3 3 0.00 3.19 WHIP<- UNIF B 1 3 1 0.00 -3.19 WNIP<- UNIF R 0 0 0 0.00 0.00 WNIP<- UNIF B 1 3 3 0.00 -12.81 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** WIND BRACING DESIGN Page 2 Tue May 16 14:23:12 2017 L nL VERT psf / kips -4.00 -3.00 -20.00 0.00 16.13 0.00 -10.16 0.00 -5.84 16.13 12.81 0.00 0.00 0.00 3.19 9.45 -3.19 0.00 0.00 0.00 9.45 0.00 *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** RSW => 1 BR5- *** ROOF BRACING LOCATIONS BY BAY NUMBER *** ROOF => 1 MOMT kip -ft 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 . END ft 30.00 30.00 30.00 0.00 30.00 0.00 0.00 30.00 0.00 0.00 30.00 0.00 0.00 30.00 0.00 HORIZ psf 0.00 0.00 0.00 5.84 0.00 10.16 -10.16 0.00 -5.84 16.13 12.81 0.00 0.00 0.00 3.19 9.45 -3.19 0.00 0.00 0.00 -12.81 9.45 VERT psf -4.00 -3.00 -20.00 0.00 16.13 0.00 0.00 16.13 0.00 0.00 9.45 0.00 0.00 9.45 0.00 C� Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17G0151A Job Part: 1 Page 3 Tue May 16 14:23:13 2017 CASE NO: 1 LOAD FACT / GROUP => 1.000 D+C 1.000 L ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 #1 0.018 APPLIED- AXIAL: 0.063 -0.009 0.054 CARRIEDT #2 0.036 APPLIED - 0.018 CARRIEDT #3 0.018 APPLIED - X: 0.054 AXIAL: 0.036 -0.018. X: 0.018 AXIAL: 0.009 -0.009 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 #1 0.018 APPLIED- AXIAL: 0.063 -0.009 0.072 CARRIED4, X: 0.072 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY -SPA STRUT ft .ft 1 4 0.000 1 24.542 8055 EAVE STRUT 2 24.000 8055, EAVE STRUT 2 1 15.000 1 24.542 80Z14 SINGLE ZEE 2 24.000 80Z15 SINGLE ZEE 3 4 30.000 1 24.542 8055 EAVE STRUT 2 24.000 8055 EAVE STRUT *** RSW WALL BRACING LOCATION FORCES SHOWN ARE 2ND ORDER = NO T TIER HT BAY QTY SIZE ft ft 1 1 12.833 25.000 1 BR 5 nR FORCE kips 0.066 -0.011 0.022 -0.022 0.000 -0.011 STRUT PIPE RATIO CONN 0.679 0.136 0.834 0.834 0.136 0.136 0.000 ft DESIGN BRACED BAY 25-000 f t (1ST ORDER FORCES) X (B2) , B2 = 1.226 LENGTH ft 28.102 HZ FOR kips 0.088 TN FOR kips 0.099 ST FOR kips NA A TEN kips 7.345 *** ROOF BRACING DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X ( B 2) , B2 = 1.226 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft :kips kips kips kips -- ------ 1 BC 4 28.790 0.066 0.078 NA 3.020 1 15.000 2 15.000 1 BC 4 28.790 0.022 0.026 NA 3.020 Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 BXW CASE NO: 2 LOAD FACT / GROUP => 1.000 D+C 1.000 L Page 4 Tue May 16 14:23:13 2017 ROOF FORCE DISTRIBUTION: FORCES ARE 1ST ORDER SHOWN ARE 1ST ORDER STRUT 2 1 24.542 BAY: 8055 1 STRUT 2 #1 0.018 ft ft APPLIED(- AXIAL: 0.072 2 1 15.000 0.009 24.542 -- -------- ------ 1 1 12.833 25.000 0.054 SINGLE CARRIEDT X: 0.054 24.000 *** ROOF BRACING 80Z15 #2 0.036 3 4 30.000 APPLIED(- AXIAL: 0.054 8055 0.018 STRUT B2 = 1.229 0.018 24.000 CARRIEDT X: 0.018 STRUT #3 0.018 APPLIED(- AXIAL: 0.018 0.009 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 #1 0.018 APPLIED(- AXIAL: 0.072 0.009 0.072 CARRIED4, X: 0.072 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft LOCATION kips ft 0.834 0.011 0.834 1 4 0.000 1 24.542 0.136 8055 EAVE STRUT FOR TN FOR 2 24.000 ft ft 8055 EAVE STRUT 2 1 15.000 1 24.542 -- -------- ------ 1 1 12.833 25.000 80Z14 SINGLE ZEE 0.099 2 24.000 *** ROOF BRACING 80Z15 SINGLE ZEE 3 4 30.000 1 24.542 2ND ORDER = 8055 EAVE STRUT B2 = 1.229 2 24.000 8055 EAVE STRUT nL FORCE LOCATION kips 0.088 0.834 0.011 0.834 0.066 0.136 0.022 0.136 0.022 QTY SIZE 0.011 FOR TN FOR STRUT PIPE RATIO CONN 0.679 LOCATION 0.136 ft 0.834 2ND ORDER = 0.834 FORCES) 0.136 B2 = 1.229 0.136 NO T TIER HT BAY *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.229 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ 1 1 12.833 25.000 --- ---- 1 BR 5 ------ ------ 28.102 0.088 ------ 0.099 ------ NA ----- 7.345 *** ROOF BRACING DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.229 NO BAY QTY SIZE ft 1 15.000 1 BC 4 2 15.000 1 BC 4 LENGTH ft 28.790 28.790 HZ FOR kips 0.066 0.022 TN FOR kips 0.078 0.026 ST FOR kips NA NA A TEN kips 3.020 3.020 �l Longitudinal Bracing Design Ver. 47.4 Page 5 American Buildings Company Tue May 16 14:23:13 2017 Job Name: W17GO151A Job Part: 1 BXW CASE NO: 3 LOAD FACT / GROUP => 1.000 D 0.600 WPIP-> ROOF FORCE DISTRIBUTION: FORCES ARE IST ORDER SHOWN ARE IST ORDER STRUT 2 EAVE BAY: 24.542 1 2 #1 0.506 APPLIED- AXIAL: 1.794 SINGLE -0.321 24.542 1.609 CARRIEDT X: 1.609 24.000 ------ ------ 28.102 2.115 #2 1.102 APPLIED4 AXIAL: 0.910 DESIGN BRACED -0.699 25.000 0.506 CARRIEDT X: 0.506 (1ST ORDER FORCES) #3 0.506 APPLIED- AXIAL: 0.185 -0.321 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 #1 0.506 APPLIED4 AXIAL: 1.794 -0.321 2.115 CARRIEDJ� X: 2.115 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER STRUT BAY: 1 2 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft . ft 1 4 2 1 3 4 0.000 15.000 30.000 1 2 1 2 1 2 24.542 LOCATION 8055 EAVE STRUT 24.000 0.834 8055 EAVE STRUT 24.542 NO T TIER HT BAY 80Z14 SINGLE ZEE 24.000 A TEN 80Z15 SINGLE ZEE 24.542 kips 8055 EAVE STRUT 24.000 ------ ------ 28.102 2.115 8055 EAVE STRUT nR FORCE kips 1.793 -0.321 0.907 -0.699 0.184 -0.321 STRUT PIPE RATIO CONN 0.679 LOCATION 0.136 ft 0.834 2ND ORDER = 0.834 FORCES) 0.136 B2 = 1.000 0.136 NO T TIER HT BAY *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ 1 1 12.833 25.000 --- ---- 1 BR 5 ------ ------ 28.102 2.115 ------ 2.377 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO BAY QTY ft SIZE LENGTH ft 1 15.000 1 BC 4 28.790 2 15.000 1 BC 4 28.790 HZ FOR kips 1.6.09 0.506 TN FOR kips 1.887 0.594 ST FOR kips NA NA A TEN kips 3.300 3.300 Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 BXW Page 6 Tue May 16 14:23:13 2017 CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WPIP<- ROOF FORCE DISTRIBUTION: FORCES ARE 1ST ORDER SHOWN ARE 1ST ORDER STRUT 2 EAVE BAY: 24.542 1 2 #1 0.506 APPLIEDF AXIAL: 1.795 SINGLE 0.185 24.542 1.609 CARRIEDT X: 1.609 24.000 ------ ------ 28.102 2.115 #2 1.102 APPLIED- AXIAL: 0.912 DESIGN BRACED 0.403 25.000 0.506 CARRIEDT X: 0.506 (1ST ORDER FORCES) #3 0.506 APPLIED- AXIAL: 0.186 0.185 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 #1 0.506 APPLIED AXIAL: 1.795 0.185 2.115 CARRIED4 X: 2.115 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft ft 1 4 2 1 3 4 0.000 15.000 30.000 1 2 1 2 1 2 24.542 LOCATION 80S5 EAVE STRUT 24.000 0.834 80S5 EAVE STRUT 24.542 NO T TIER HT BAY 80Z14 SINGLE ZEE 24.000 A TEN 80Z15 SINGLE ZEE 24.542 kips 80S5 EAVE STRUT 24.000 ------ ------ 28.102 2.115 8055 EAVE STRUT nL FORCE kips 1.795 0.185 0.912 0.403 0.186 0.185 STRUT PIPE RATIO CONN 0.679 LOCATION 0.136 ft 0.834 2ND ORDER = 0.834 FORCES) 0.136 B2 = 1.000 0.136 NO T TIER HT BAY *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips ------ kips ----- -- -------- ------ 1 1 12.833 25.000 --- ---- 1 BR 5 ------ ------ 28.102 2.115 ------ 2.377 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO BAY QTY ft SIZE LENGTH ft 1 15.000 1 BC 4 28.790 2 15.000 1 BC 4 28.790 HZ FOR kips 1.609 0.506 TN FOR kips 1.887 0.594 ST FOR kips NA NA A TEN kips 3.300 3.300 �1 0 Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 BXW CASE NO: 5 LOAD FACT / GROUP => 1.000 D Page 7 Tue May 16 14:23:13 2017 0.600 WNIP-> ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT ft B2 = 1.000 FORCES SHOWN ARE BAY: 1 2 #1 0.506 APPLIED4 AXIAL: 2.014 -0.101 2 1.609 CARRIEDT X: 1.609 STRUT #2 1.103 APPLIED4 AXIAL: 1.388 -0.221 ZEE 0.506 CARRIEDT X: 0.506 80Z15 #3 0.506 APPLIED- AXIAL: 0.405 -0.101 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT 2 24.000 BAY: 1 2 #1 0.506 APPLIED- AXIAL: 2.014 -0.101 2.115 CARRIED X: 2.115 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft DESIGN BRACED BAY FORCES) ft ft B2 = 1.000 FORCES SHOWN ARE 2ND ORDER = (1ST ORDER 1 4 0.000 1 24.542 8055 EAVE STRUT 2 24.000 80S5 EAVE STRUT 2 1 15.000 1 24.542 80Z14 SINGLE ZEE 2 24.000 80Z15 SINGLE ZEE 3 4 30.000 1 24.542 80S5 EAVE STRUT 2 24.000 80S5 EAVE STRUT *** RSW WALL BRACING LOCATION FORCES SHOWN ARE 2ND ORDER = NO T TIER HT BAY QTY SIZE ft ft 1 1 12.833 25.000 1 BR 5 nR FORCE kips 2.012 -0.101 1.386 -0.221 0.404 -0.101 STRUT PIPE RATIO CONN 0.679 0.136 0.834 0.834 0.136 0.136 0.000 ft DESIGN BRACED BAY 25.000 ft (1ST ORDER FORCES) X (B2) , B2 = 1.000 LENGTH ft 28.102 HZ FOR kips 2.115 TN FOR kips 2.377 ST FOR kips NA A TEN kips 7.345 ***ROOF BRACING DESIGN BRACED BAY FORCES) 25.000 X (B2), ft B2 = 1.000 FORCES SHOWN ARE 2ND ORDER = (1ST ORDER NO 1 2 BAY ft 15.000 15.000 QTY SIZE 1 BC 4 1 BC 4 LENGTH ft 28.790 28.790 HZ FOR kips 1.609 0.506 TN FOR kips 1.887 0.594 ST FOR kips NA NA A TEN kips 3.300 3.300 Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17GO151A Job Part: 1 BXW Page 8 Tue May 16 14:23:13 2017 CASE NO: 6 LOAD FACT / GROUP => 1.000 D 0.600 WNIP<- ROOF FORCE DISTRIBUTION: FORCES ARE IST ORDER SHOWN ARE 1ST ORDER STRUT 2 1 BAY: 0.136 1 2 #1 0.506 APPLIED- AXIAL: 2.015 80S5 0.405 STRUT 1.609 CARRIEDT X: 1.609 8OZ14 SINGLE #2 1.103 APPLIED- AXIAL: 1.390 80Z15 0.882 ZEE 0.506 CARRIEDT X: 0.506 8055 EAVE #3 0.506 APPLIED- AXIAL: 0.406 8055 0.405 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 #1 0.506 APPLIED- AXIAL: 2.015 0.405 2.115 CARRIEDJ� X: 2.115 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER STRUT BAY: 1 2 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft LOCATION 0.136 ft 0.834 2ND ORDER = 0.834 1 4 0.000 1 24.542 0.136 80S5 EAVE STRUT FOR TN FOR 2 24.000 ft ft 80S5 EAVE STRUT 2 1 15.000 1 24.542 -- -------- ------ 1 1 12.833 25.000 8OZ14 SINGLE ZEE 2.377 2 24.000 *** ROOF BRACING 80Z15 SINGLE ZEE 3 4 30.000 1 24.542 2ND ORDER = 8055 EAVE STRUT B2 = 1.000 2 24.000 8055 EAVE STRUT nL FORCE kips 2.015 0.405 1.390 0.882 0.406 0.405 STRUT PIPE RATIO CONN 0.679 LOCATION 0.136 ft 0.834 2ND ORDER = 0.834 FORCES) 0.136 B2 = 1.000 0.136 NO T TIER HT BAY *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips ----- -- -------- ------ 1 1 12.833 25.000 --- ---- 1 BR 5 ------ ------ 28.102 2.115 ------ 2.377 ------ NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 25.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO BAY QTY SIZE ft 1 15.000 1 BC 4 2 15.000 1 BC 4 LENGTH ft 28.790 28.790 HZ FOR kips 1.609 0.506 TN FOR kips 1.887 0.594 ST FOR kips NA NA A TEN kips 3.300 3.300 Longitudinal Bracing Design Ver. 47.4 American Buildings Company Job Name: W17G0151A Job Part: 1 BXW Page 9 Tue May 16 14:23:13 2017 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M RSW VERT M RSW HORZ LOAD FACTOR / LOAD GROUP => 15 1.8kips 3.5kips 1.000 WPIP-> nR 16 1.8kips 3.5kips 1.000 WPIP<- nL 17 1.8kips 3.5kips 1.000 WNIP-> nR 18 1.8kips 3.5kips 1.000 WNIP<- nL 19 O.Okips O.Okips 1.000 D+C 20 0.Okips 0.Okips 1.000 D 21 O.Okips O.lkips 1.000 L *** LOAD CASE SUMMARY B2 ---------------------------------- CASE NO: 1 1.000 D+C + 1.000 L nR 1.23 CASE NO: 2 1.000 D+C + 1.000 L nL 1.23 CASE NO: 3 1.000 D.+ 0.600 WPIP-> nR 1.00 CASE NO: 4 1.000 D + 0.600 WPIP<- nL 1.00 CASE NO: 5 1.000 D + 0.600 WNIP-> nR 1.00 CASE NO: 6 1.000 D + 0.600 WNIP<- nL 1.00 CASE NO: 7 1.000 D+C + 0.450 WPIP-> + 0.750 L nR 1.10 CASE NO: 8 1.000 D+C + 0.450 WPIP<- + 0.750 L nL 1.10 CASE NO: 9 1.000 D+C + 0.450 WNIP-> + 0.750 L nR 1.13 CASE NO: 10 1.000 D+C + 0.450 WNIP<- + 0.750 L nL 1.13 CASE NO: 11 0.600 D + 0.600 WPIP-> nR 1.00 CASE NO: 12 0.600 D + 0.600 WPIP<- nL 1.00 CASE NO: 13 0.600 D + 0.600 WNIP-> nR 1.00 CASE NO: 14 0.600 D + 0.600 WNIP<- nL 1.00 *** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL BRACING WEIGHT SUMMARY BN WALL. DESC WEIGHT lbs -- ---- ---- ------ 1 RSW BR5- 88.4 TOTAL 88.4 *** ESTIMATED ROOF BRACING WEIGHT SUMMARY BN DESC WEIGHT lbs 1 BC4- 17.1 2 BC4- 17.1 TOTAL 34.2 TOTAL X -BRACING WEIGHT 122.6 TOTAL PIPE STRUT WEIGHT 0.0 Longitudinal Bracing -Design Ver. 47.4 Page 10 American Buildings Company Tue May 16 14:23:13 2017 Job Name: W17G0151A Job Part: 1 BXW 11 TOTAL TOTAL CABLE X -BRACING WEIGHT PERCENT CABLE X -BRACING WEIGHT r� 122.6 34.2 28 Longitudinal Bracing Design Ver. 47.4 Page 11 American Buildings Company Tue May 16 14:23:13 2017 Job Name: W17G0151A Job Part: 1 BXW *** SUMMARY MEMBER STRESS REPORT WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- RSW 1 1 RD BR5- 5 0.32 ROOF X BRACING XB NO TYPE X -BRACE L CASE S RATIO --------------------------------------------- 1 CB BC4- 5 0.57 2 CB BC4- 5 0.18 m E CT 0 NP 4 PURLIN AND GIRT ABC Design Calculations Pamphlet AMERICAN BUILDINGS COMPANY'S Standard Purlins and Girts are light gage 8" x 2 1/2" "Zn and "C", 9 1/2" x 3" "Z" and "C" and 12" x 3 1/8" "Z" and "C" sections (with stiffened flanges) cold formed from 55,000 psi yield steel. The fully braced section properties and capacities computed in accordance with the North American Cold -Formed Steel Specifications, 2012 Edition, are as follows: 50(\ 3/4" 3/4" 50� 7/8"\</ 3" 2 1/2" 47/8', 9 112" 7/8" 2 112" DIMENSIONS, PROPERTIES AND CAPACITIES_ �V 12" 3 1 /8" 1 3/16" 1 3/16" 3 /8101 A S EMON T111CKNF-SS T (in,) W19GHT (lbs./ft.) AREA (?) Ix (� a) (Full) SX ( 3) (Effective) rx (in.) Ir ( 4) (Full) S Y ( 3) (Effective) rY (in.) 1 tkx. ALLOW* SHEAR (KIPS) MAX AUOW* MOMENT (KIP -FT.) 8Z 16 0.060 2.87 0.84 8.09 1.74 3.10 1.22 0.32 1.20 2.60 4.77 8Z 15 0.067 3.20 0.94 8.99 1.97 3.09 1.36 0.38 1.20 3.63 5.39 8Z 14 0.075 3.59 1.05 10.02 2.27 3.09 1.51 0.45 1.20 5.11 6.22 8Z 13 0.089 4.26 1.25 11.80 2.81 3.08 1.77 0.58 1.19 8.57 7.70 8Z 12 0.099 4.73 1.39 13.05 3.15 3.08 1.95 0.66 1.19 10.82 8.66 9.5Z 15 0.067 3.82 1.12 15.28 2.61 3.69 2.33 0.51 1.44 3.02 7.16 9.5Z 14 0.075 4.27 1.26 17.04 3.08 3.68 2.59 0.56 1.44 4.24 8.46 9.5Z 13 0.089 5.07 1.49 20.09 3.75 3.68 3.04 0.73 1.43 7.11 10.30 9.5Z 12 0.099 5.64 1.66 22.24 4.32 3.67 3.36 0.84 1.43 9.81 11.86 12Z 13 0.089 5.98 1.76 36.36 5.34 4.55 3.66 0.86 1.45 5.54 14.64 12Z 12 0.099 6.65 1.96 40.29 6.21 4.55 4.04 1.01 1.44 7.64 17.04 12Z 11 0.120 8.06 2.37 48.42 7.81 4.54 4.83 1.30 1.43 13.66 21.44 8C16 0.060 2.87 0.84 7.94 1.80 3.07 0.71 0.36 0.92 2.60 4.94 8C15 0.067 3.20 0.94 8.82 2.05 3.07 0.79. 0.40 0.92 3.63 5.62 8C14 0.075 3.59 1.05 9.81 2.37 3.06 0.87 0.45 0.91 5.11 6.51 8C 13 0.089 4.26 1.25 11.53 2.88 3.05 1.01 0.54 0.91 8.57 7.90 8C12 0.099 4.73 1.39 12.73 3.18 3.05 1.11 0.60 0.90 10.82 8.74 9.5C15 0.067 3.82 1.12 15.02 2.76 3.66 1.36 0.57 1.10 3.02 7.58 9.5C14 0.075 4.27 1.26 16.74 3.17 3.65 1.51 0.64 1.10 4.24 8.71 9.5C13 0.089 5.07 1.49 19.69 3.91 3.65 1.76 0.76 1.09 7.11 10.73 9.5C12 0.099 5.64 1.66 21.78 4.46 3.64 1.94 0.85 1.09 9.81 12.24 12C 13 0.089 5.98 1.76 36.00 5.80 4.52 2.26 0.90 1.13 5.54 15.91 12C12 0.099 6.65 1.96 39.85 6.64 4.52 2.48 1.00 1.13 7.64 18.23 12C 11 0.120 8.06 2.37 47.78 7.96 4.51 2.94 1.22 1.12 13.66 21.86 * Stress Increase = 1.00 Moments and shears used in selecting "Z" and "C" sections and connections for the Purlin and Girts were found by the stiffness method of analysis. To meet varying load requirements, the "Z" and "C" members shall be of simple span or lapped over the interior frames to form a continuous beam. The purlin sections were then designed for the maximum positive moments and for the moment and shear combination at the beginning and termination of the laps. The double "Z" and "C" sections were also checked for the maximum negative moments over the interior frames. 031BC Section 4 Page 1 AMERICAN BUILDINGS COMPANY F r o n t R o o f D e s i g n Designer: RM Version Number: Ver. 47.4 Job Number: W17G0151A, Module: 1 Date/Time: 05/16/17 04:18 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope (F) Slope (R) No . BAYS LRF 30.000 ft 50.000 ft 15.000 ft 1.000:12 1.000:12 2 --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 14.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 14.000 ft 0.000 ft Right. 1 C B 0.000 ft Building Code: 2015 International Building Code --------------------------------------------------------------------------- Building Use Category: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy (Snow Importance Factor = 0.800) Roof Dead Load = 1.500 psf Collateral Load = 1.000 psf Roof Live Load = 20.000 ps f Ground Snow Load = 0.000 psf Snow Exposure Category: Fully Exposed (Snow Exposure Factor = 0.900) Thermal Condition: Unheated and open air structures (Thermal Factor = 1.200) Roof Snow Load = 0.000 psf Wind Velocity = 100.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 18.472 psf --------------------------------------------------------------------------- Anti-Roll Region #1 from eave to peak Width: 15.0521 ft On Slope: 1:12 Lines (np) : 3 W (gravity) : 19.7512 psf At Frame Line: 2 Applied Force (PL) : 868.623 lbs Qty Clips Needed: 1 Qty Clips Utilized: 1 Resistance: 2000 lbs Purlin locations on slope from peak to eave. Line Distance Design Interest Anti -Roll Lt.Edge Rt.Edge Weight No. (feet) Spacing Line Region Clip Package Package (lbs) ---------------------------------------------------------------------- 1 1.50 4.00 1 Y (Uphill) 203.6 2 6.50 5.00 Y 203.6 3 11.50 4.28 - . 203.6 4 15.05 1.78 Y 189.1 LINE WEIGHT TOTAL EXTENDED WEIGHT TOTAL TYP eave strut Page 1 of 8 i .pus A N E W Panel type: L3P26 Sx ( top) = 0.037 in3 ; Sx (bottom) = 0.046 in3 ; Fy = 80 ks i ----------------------------------------------- Support purl in ' locat ion (eave to ridge) : 0.000 3.552 8.552 W (at eave corner) + 13.552 edge) - W (at rake Applied loads and adjusted loads: edge) - W (at eave 0.940 psf= 0.937 - to 0.937 lb/ft 20.000 psf= 19.862 to 19.862 lb/ft -55.046 psf= -55.046 to -55.046 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -36.574 psf= -36.574 to -36.574 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -36.574 psf= -36.574 to -36.574 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -21.797 psf= -21.797 to -21.797 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft Load Combination: D + L+ Check By ASD; L/60 Deflection Limit Net uniform load of 20.799 20.799 Continuous spans of 3.552 5.000 Reaction = 119.434 lb; Capacity = 281.143 Load Combination: D + 0.6W(at eave, Check By ASD; No Deflection Limit Net uniform load of -32.091 lb/ft On a simple span of 3.552 ft Moment = -50.612 ft -lb; Capacity = Load Combination: D + 0.6W(at eave Check By ASD; No Deflection Limit Net uniform load of 10.537 lb/ft On a simple span of 3.552 ft D of L+ -21. 008 -21.008 W (at eave corner) - W (at eave corner) + W (at rake edge) - W (at rake edge) + W (at eave edge) - W (at eave edge) + W (typical) - W (typical) + 20.799 lb/ft 5.000 ft lb; Check Ratio = 0.425 corner)- -137.725 orner)- -137.725 ft -lb; Check Ratio = 0.367 corner) + Moment = 16.618 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.150 Load Combination: D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of .-21.008 -21. 008 -21.008 lb/ft Continuous spans of 3.552 5.000 5.000 ft Shear = -63 871 lb + Bending = 56.761 ft -lb; Check Ratio = 0.524 Load Combination: D ' + 0.6W(at rake edge) + Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 Continuous spans of 3.552 5.000 Reaction = 60.505 lb; Capacity = 281.143 Load Combination: D + 0.6W(at eave Check By ASD; No Deflection Limit Net uniform load of -21.008 lb/ft On a simple span of 3.552 ft MnmPnfi = -33.132 ft -lb; Capacity = edge) - 10.537 lb/ft 5.000 ft lb; Check Ratio = 0.215 -137.725 ft -lb; Check Ratio = 0.241 ge) + Page 2 of 8 Check By ASD; No Deflection Limit Net uniform load of 10.537 ,lb/ft On a simple span of 3.552 ft Moment = 16.618 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.150 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -12.141 -12.141 -12.141 lb/ft Continuous spans of 3.552 5.000 5.000 ft Shear = -36.914 lb + Bending = 32.805 ft -lb; Check Ratio = 0.303 Load Combination: D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 Continuous spans of 3.552 5.000 Reaction = 60.505 lb; Capacity = 281.143 10.537 lb/ft 5.000 ft lb; Check Ratio = 0.215 Load Combination: D + 0.45W(at eave corner)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 lb/ft On a simple span of 3.552 ft Moment = 36.327 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.328 Load Combination: D + 0.45W(at rake edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 23.033 lb/ft Continuous spans of 3.552 5.000 5.000 ft Reaction = 132.265 lb; Capacity = 281.143 lb; Check Ratio = 0.470 Load Combination: D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 lb/ft On a simple span of 3.552 ft Moment = 36.327 ft -lb; Capacity =110.778 ft -lb; Check Ratio = 0.328 Load Combination: D + 0.45W(typical)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 Continuous spans of 3.552 5.000 Reaction = 132.265 lb; Capacity = 281.143 23.033 lb/ft 5.000 ft lb; Check Ratio = 0.470 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -32.465 lb/ft On a simple span of 3.552 ft Moment = -51.203 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.372 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD No Deflection Limit Net uniform load of 10.162 lb/ft On a simple span of 3.552 ft Moment = 16.027 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.145 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -21.382 -21.382 -21.382 lb/ft Continuous spans of 3.552 5.000 5.000 ft' Shear = -65.011 lb + Bending = 57.774 ft -lb; Check Ratio = 0.533 Load Combination: 0.6D + 0.6W(at rake edge)+ Page 3of8 Check By ASD; No Deflection Limit Net uniform load of 10.162 Continuous spans of 3.552 Reaction = 58.354 lb; Capacity = 10.162 of 10.162 lb/ft 5.000 lb/ft 5.000 ft 281.143 5.000 lb; Check'Ratio = 0.208 Load Combination: 0.6D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -21.382 lb/ft On a simple span of 3.552 ft Moment = -33.723 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.245 Load Combination: 0.6D + 0.6W(at eave edge)+ Chock By ASD; No Deflection Limit Net uniform load of 10.162 lb/ft On a simple span of 3.552 ft Moment = 16.027 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.145 Load Combination: 0.6D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -12.516 -12.516 -12.516 lb/ft Continuous spans of 3.552 5.000 5.000 ft Shear = -38.053 lb + Bending = 33.817 ft -lb; Check Ratio = 0.312 Load Combination: 0.6D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 lb/ft Continuous spans of 3.552 5.000 5.000 ft Reaction = 58.354 lb; Capacity = 281.143 lb; Check Ratio = 0.208 Load Combination: D + 1/4W(at eave Check By ASD; L/60 Deflection Limit Net uniform load of -12.935 lb/ft On a simple span of 3.552 ft Moment = -20.400 ft -lb; Capacity = Load Combination: D + 1/4W(at eave Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 lb/ft On a simple span of 3.552 ft corner)- -137.725 orner)- -137.725 ft -lb; Check Ratio = 0.148 corner) + Moment = 7.837 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.071 Load Combination: D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -8.280 -8.280 -8.280 lb/ft Continuous spans of 3.552 5.000 5.000 ft Shear = -25.174 lb + Bending = 22.372 ft -lb; Check Ratio = 0.206 Load Combination: D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969 Continuous spans of 3.552 5.000 Reaction = 28.532 lb; Capacity = 281.143 Load Combination: D + 1/4W(at eave Check By ASD; L/60 Deflection Limit Net uniform load of -8.280 lb/ft On a simple span of 3.552 ft Moment = -13.059 ft -lb; Capacity = edge) - 4.969 lb/ft 5.000 ft lb; Check Ratio = 0.101 -137.725 ft -lb; Check Ratio = 0.095 Load Combination: D + 1/4W(at eave edge)+ Page 4 of 8 Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 lb/ft On a simple span of 3.552 ft - Capacity = 110.778 ft -lb; Check Ratio = 0.071 Moment = 7.837 ft -lb, p Y Load Combination: D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load ad of -4.556 -4.556 -4.556 lb/ft ' us spans of 3.552 5.000 5.000 ft Continuo p + Bending = 12.310 ft -lb; Check Ratio = 0.114 g Shear - 13.852 lb Load Combination: D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit 4.969 lb/ft Net uniform load of 4.969 4.969 s spans of 3 .552 5 .000 5.000 ft Continuou p b- Ca acity = 281.143 lb; Check Ratio = 0.101 Reaction = 28.532 1 p Load Combination: D + 0.19W(at eave Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 lb/ft 1 s an of 3.552 ft corner) + + 3/4L+ On a situp e p Moment = 29.741 ft -lb; Capacity = 110_.778 ft -lb; Check Ratio = 0.268 Load Comb 1"m4 -- Check D + 0.19W(at rake edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 Continuous spans of 3.552 .5.000 Reaction = 108.285 lb; Capacity = 281.143 Load Combination: D + 0.19W(at eave Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 lb/ft In s an of 3.552 ft 18.857 lb/ft 5.000 f t lb; Check Ratio = 0.385 edge) + + 3/4L+ On a s imp p Moment 29.741 ft -lb; Capacity = 110.778 ft -lb; Load Combination: D + 0.19W(typical)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 Continuous spans of 3.552 5.000 Reaction = 108.285 lb; Capacity = 281.143 Check Ratio = 0.268 18.857 lb/ft 5.000 f t lb; Check Ratio Load Combination: 0.6D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -13.309 lb/ft On a simple span of 3.552 -137.725 ft ft -lb- Moment = -20.991 ft -lb; Capacity = Load combination: 0.6D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 lb/ft On a simple span of 3.552 ft Moment = 7.246 ft -lb; Capacity = 110.778 ft -lb; = 0.385 Check Ratio = 0.152 Check Ratio = 0.065 Load Combination: 0.6D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit ft Net uniform load of -8.655 -8.655 -8.655 lb/ Continuous spans of 3.552 5.000 5.000 ft Shear - -26.313 lb + Bending = 23.384 ft -lb; Check Ratio Load Combination: 0.6D + 1/4W(at rake edge)+ = 0.216 Page 5of8 Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 Continuous spans of 3.552 5.000 Reaction = 26.381 lb; Capacity = 281.143 4.594 lb/ft 5.000 ft lb; Check Ratio = 0.094 Load Combination: 0.6D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -8.655 lb/ft On a simple span of 3.552 ft Moment = -13.650 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.099 Load Combination: 0.6D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 lb/ft On a simple span of 3.552 ft Moment = 7.246 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.065 Load Combination: 0.6D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -4.931 -4.931 -4.931 lb/ft Continuous spans of 3.552 5.000 5.000 ft Shear 14.991 lb + Bending = 13.322 ft -lb; Check Ratio = 0.123 Load Combination: 0.6D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 Continuous spans of 3.552 5.000 Reaction = 26.381 lb; Capacity = 281.143 Load Combination: L+ No Stress Design; L/60 Deflection Limit Net uniform load of 19.862 19.862 Continuous spans of 3.552 5.000 Deflection = 0.069 inches; Limit = 1.000 4.594 lb/ft 5.000 ft lb; Check Ratio = 0.094 19.862-lb/ft 5.000 ft inches; Check Ratio = 0.069 --------------------------------------------------------------------------- Roof purlin line 2 (Midfield) --------------------------------------------------------------------------- Design Spacing Mounting Condition at Supports Lateral Restraint by Panel Attachment End Inset Dimension at Lt End of Line End Inset Dimension at Rt End of Line With a 3.000 ft Edge Strip at Lt End and a 3.000 ft Wind Suction Coefficient at Interior Region Wind Suction Coefficient in Edge Strip at End Wind Pressure Coefficient DESIGN SUMMARY Roof purlin line 2 (Midfield) 5.000 ft BYPASS THROUGH -FASTENED 0.458 ft 1.000 ft Edge Strip at Rt End -1.080 -1.280 0.866 Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 1L 0.458 80Z14 0.000 0.000 0 No 4 0.779 web crippling 4 L/ 59 deflection 1 24.542 80Z14 0.000 3.500 0 No 4 0.968 bending 7 L/ 304 deflection Page 6 of 8 2 24.000 2R 1.000 80Z14 3.500 0.000 80Z14 0.000 0.000 X I Total weight ( extended) = 203.6 (203.6) lbs. LOAD COMBINATIONS Roof purlin line 2 (Midfield) No 4 0.982 bending 7 L/ 355 deflection No 4 0.797 web crippling 4 L/ 68 deflection Max check ratio = 0.982 No. Load Case Description -------------------------------------------------------- 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 5 0.6D + 0.6W - Check By ASD; No Deflection Limit 6 0 . 6 (D+C) + 0.6W+ Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 2 (Midfield) "FNo. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft (kips) feet lb/ft feet ------------------------------------------------- 1 UNIF D ALL 7.474 0.000 7.474 0.000 2UNIF D+C ALL 12.440 0.000 12.440 0.000 3 UNIF L ALL 99.310 0.000 99.310 0.000 4 UNIF W- 1L -118.219 0.000 -118.219 0.458 5 UNIF W- 1 -118.219 0.000 -118.219 2.542 6 UNIF W- 1 -99.747 2.542 -99.747 24.542 7 UNIF W- 2 -99.747 0.000 -99.747 22.000 8 UNIF W- 2 -118.219 22.000 -118.219 24.000 9 UNIF W- 2R -118.219 0.000 -118.219 1.000 10 UNIF W+ ALL 80.000 0.000 80.000 0.000 ----------------------------------------------- Roof purlin line 4 (Save Strut) ----------------------------------------------- Design Spacing Mounting Condition at Supports Lateral Restraint by Panel Attachment End Inset Dimension at Lt End of Line End Inset Dimension at Rt End of Line Wind Suction Coefficient Wind Pressure Coefficient 1.776 ft SIMPLE THROUGH -FASTENED 0.458 ft 1.000 ft 0.000 0.000 Page 7 of 8 AMERICAN BUILDINGS COMPANY Front Side Wall Girt Design Designer: RM Version Number: Ver. 47.4 Job Number: W17G0151A, Module: 1 Date/Time: 05/17/17 10:05 AM -------------- Type Width Length Ridge Dist Slope (F) Slope (R) No . BAYS LRF 30.000 ft 50.000 ft 15.000 ft 1.000:12 1.000:12 2 Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft Width E.Wall T S.Wall Eave Ht. Lean-ToYPe Col_Spc. Girt Type Overhang Front: : 14 .000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 14.000 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2015 International Building Code --------------------------------------------------------------------------- Building Category: Use Cate ory: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy Wind Velocity = 100.000 mph Open Condition: Enclosed Buildings WindExposure Ex osure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply g g Y Design Wind Pressure (Cladding and Secondary) = 18.472 psf --------------------------------------------------------------------------- Design Spacing 7.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft With a 3.000 ft Edge Strip at Lt End and a 3.000 ft Edge Strip at Rt End � Wind Suction Coefficient at Interior Region -0.960 Wind Suction Coefficient in Edge Strip at End -1.021 Wind Pressure Coefficient 0.870 DESIGN SUMMARY Front Side Wall Girt Design Span Length g Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) ----- 1L ----------------------------- 0.458 80C14 0.000 0.000 0 No 2 0.438 web crippling 1 L/ 85 deflection 1 24.542 80C14 0.000 0.000 0 R.End 2 0.894 bending 3 L/ 467 deflection 2 24.000 80C14 0.000 0.000 0 L.End 2 0.894 bending 3 L/ 535 deflection 2R 1.000 80C14 0.000 0.000 0 No 2 0.448 web crippling 1 L/ 97 deflection Total weight (extended) = 178.1 (178.1) lbs. Max check ratio = 0.894 LOAD COMBINATIONS Front Side Wall Girt Design No. Load Case Description ------------------------------------- Page 1 of 2 1 0.6W - 2 0.6W+ 3 0.42W - - 4 0.42W+ Check By ASD; No Deflection Limit Check By ASD; No Deflection Limit No Stress Check; L/90 Deflection Limit No Stress Check; L/90 Deflection Limit APPLIED LOADS Front Side Wall Girt Design No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft (kips) feet lb/ft feet 1 UNIF W- 1L -131.998 0.000 -131.998 0.458 2 UNIF W- 1 -131.998 0.000 -131.998 2.542 3 UNIF W- 1 -124.185 2.542 -124.185 24.542 4 UNIF W- 2 -124.185 0.000 -124.185 22.000 5 UNIF W- 2 -131.998 22.000 -131.998 24.000 6 UNIF W- 2R -131.998 0.000 -131.998 1.000 7 UNIF W+ ALL 112.547 0.000 112.547 0.000 Page 2 of 2 0 Building Code: 2015 International Building Code Building Use Category: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy Wind Velocity = 100.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding.and Secondary) = 18.472 psf --------------------------------------------------------------------------- Design Spacing 7.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 0.458 ft With a 3.000 ft Edge Strip at Lt End and a 3.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.960 Wind Suction'Coefficient in Edge Strip at End -1.021 Wind Pressure Coefficient 0.870 DESIGN SUMMARY Rear Side Wall Girt Design Span AMERICAN BUILDINGS COMPANY Left Right Brace Rear Side Wall Girt Design Check Controlling Designer: RM Version Number: Ver. 47.4 Lap Job Number: W17G0151A, Module: 1 Date/Time: 05/16/17 02:17 PM -------------------------- ------------------------------------------------- Type Width Length Ridge Dist Slope (F) Slope (R) No . BAYS (ft) LRF 30.000 ft 50.000 ft 15.000 ft 1.000:12 1.000:12 2 --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 0.000 0.000 ft 0.000 ft 0.000 ft 0.000ft 0.671 --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 14.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 14.000 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2015 International Building Code Building Use Category: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy Wind Velocity = 100.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding.and Secondary) = 18.472 psf --------------------------------------------------------------------------- Design Spacing 7.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 0.458 ft With a 3.000 ft Edge Strip at Lt End and a 3.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.960 Wind Suction'Coefficient in Edge Strip at End -1.021 Wind Pressure Coefficient 0.870 DESIGN SUMMARY Rear Side Wall Girt Design Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 2L 1.000 80Z16 0.000 0.000 0 No 2 0.671 web crippling 1 L/ 88 deflection 2 24.000 80Z16 0.000 2.000 0 No 2 1.010 bending 3 L/ 508 deflection 1 24.542 80Z16 2.000 0.000 0 No 2 1.002 bending 3 L/ 436 deflection 1R 0.458 80Z16 0.000 0.000 0 No 2 0.656 web crippling 1 L/ 77 deflection Total weight (extended) = 154.9 (154.9) lbs. Max check ratio = 1.010 LOAD COMBINATIONS Rear Side Wall Girt Design No. Load Case Description -------------------------------------------------- Page 1 of 2 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Rear Side Wall Girt Design No. Load Load Span Intensity From Intensity To Type Group Designation ------------------------------------------------------ # lb/ft (kips) feet lb/ft feet 1 UNIF W- 2L -131.998 0.000 -131.998 1.000 2 UNIF W- 2 -131.998 0.000 -131.998 2.000 3 UNIF W- 2 -124.185 2.000 -124.185 24.000 4 UNIF W- 1 -124.185 0.000 -124.185 22.000 5 UNIF W- 1 -131.998 22.000 -131.998 24.542 6 UNIF W- 1R -131.998 0.000 -131.998 0.458 7 UNIF W+ ALL 112.547 0.000 112.547 0.000 Page 2 of 2 AMERICAN BUILDINGS COMPANY Left End Wall Girt Design Designer: RM Version Number: Ver. 47.4 Job Number: W17G0151A, Module: 1 Date/Time: 05/16/17 02:17 PM ------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 30.000 ft 50.000 ft 15.000 ft 1.000:12 1.000:12 2 ------------------------------------ Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft -------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 14.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 14.000 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2015 International Building Code �...�' --------------------------------------------------------------------------- Building Use Category: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy Wind Velocity = 100.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 18.472 psf ----------------------------------- Design Spacing 7.625 ft Mounting Condition at Supports INSET Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.000 ft End Inset Dimension at Rt End of Line 0.000 ft With a 3.000 ft Edge Strip at Lt End and a 3.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.002 Wind Suction Coefficient in Edge Strip at End -1.104 Wind Pressure Coefficient 0.912 DESIGN SUMMARY Left End Wall Span Length ID (ft) Girt Design Mark No. Left Right Brace Lap Lap Pts (ft) (ft) End Load Clips Case Check Controlling Ratio Check ------------------ 1 15.000 80Z16 0.000 0.000 0 No 1 0.808 bending 3 L/ 630 deflection 2 15.000 80Z16 0.000 0.000 0 No 1 0.808 bending 3 L/ 630 deflection Total weight (extended) = 86.1 (86.1) lbs. Max check ratio = 0.808 LOAD.COMBINATIONS ! Left End Wall Girt Design No. Load Case Description ---------------------------------------------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit Page 1 of 2 3 0.42W- 4 0. 42W+ No.Stress Check; L/90 Deflection Limit No Stress Check; L/90 Deflection Limit APPLIED LOADS Left End Wall Girt Design No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft (kips) feet lb/ft feet --------------------- 1 UNIF -------------------- W- 1 ----- -155.441 ---------------------------- 0.000 -155.441 3.000 -- 2 UNIF W- 1 -141.102 3.000 -141.102 15.000 3 UNIF W- 2 -141.102 0.000 -141.102 12.000 4 UNIF W- 2 -155.441 12.000 -155.441 15.000 5 UNIF W+ ALL 128.426 0.000 128.426 0.000 0 Page 2 of 2 0 Building Code: 2015 International Building Code --------------------------------------- ------------------------------------ BuildingUse Category: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy Wind Velocity = 100.000 mph Open Condition: Enclosed Buildings Wind Exp Category: Exposure Cate : C. Open terrain with scattered obstructions having Y heightsgenerally enerall less than 30 feet & where Exposures B or D do not apply g Desi n Wind Pressure (Cladding and Secondary) = 18.472 psf ----------------------------------------------------------------- Design Spacing 7.625 ft Mounting Condition at Supports BYPASS Attachment THROUGH -FASTENED Lateral Restraint by Panel End Inset Dimension at Lt End of Line 0.000 ft End Inset Dimension at Rt End of Line 0.000 ft Edge With a 3.000 ft Ed e Strip at Lt End and a 3.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.002 Wind Suction Coefficient in Edge Strip at End -1.104 Wind Pressure Coefficient 0.912 DESIGN SUMMARY Right End Wall Girt Design Span Length Mark Left Right Brace End Lead Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check ---- ----- ------------------------- 1 15.000 80216 0.000 1.000 0 No 1 0.489 bending+shear 3 L/1683 deflection 2 15.000 80Z16 1.000 0.000 0 No 1 0.489 bending+shear 3 L/1683 deflection Total weight (extended) = 91.8 (91.8) lbs. LOAD COMBINATIONS Right End Wall Girt Design Max check ratio = 0.489 No. Load Case Description ---------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit Page 1 of 2 AMERICAN BUILDINGS COMPANY Right End Wall Girt Design Designer: RM Version Number: Ver. 47.4 Job Number: W17G0151A, Module: 1 Date/Time: 05/16/17 02:17 PM Type Width g g Length Ridge Dist Slope (F) Slope (R) No . BAYS LRF 30.000 ft 50.000 ft 15.000 ft 1.000:12 1.000:12 2 -------------------------- Wall Base Adjustments: FSW RSW' LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft --------------------------------------------------------------------------- - Width S.Wall Eave Ht. Lean To E.Wall Type Col_Spc. Girt YP Type Overhang Front: : 14.000 ft 0.000 ft Left 1 C I B 0.000 ft 0.000 ft Rear: 14.000 ft 0.000 ft Right 1 C Building Code: 2015 International Building Code --------------------------------------- ------------------------------------ BuildingUse Category: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy Wind Velocity = 100.000 mph Open Condition: Enclosed Buildings Wind Exp Category: Exposure Cate : C. Open terrain with scattered obstructions having Y heightsgenerally enerall less than 30 feet & where Exposures B or D do not apply g Desi n Wind Pressure (Cladding and Secondary) = 18.472 psf ----------------------------------------------------------------- Design Spacing 7.625 ft Mounting Condition at Supports BYPASS Attachment THROUGH -FASTENED Lateral Restraint by Panel End Inset Dimension at Lt End of Line 0.000 ft End Inset Dimension at Rt End of Line 0.000 ft Edge With a 3.000 ft Ed e Strip at Lt End and a 3.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.002 Wind Suction Coefficient in Edge Strip at End -1.104 Wind Pressure Coefficient 0.912 DESIGN SUMMARY Right End Wall Girt Design Span Length Mark Left Right Brace End Lead Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check ---- ----- ------------------------- 1 15.000 80216 0.000 1.000 0 No 1 0.489 bending+shear 3 L/1683 deflection 2 15.000 80Z16 1.000 0.000 0 No 1 0.489 bending+shear 3 L/1683 deflection Total weight (extended) = 91.8 (91.8) lbs. LOAD COMBINATIONS Right End Wall Girt Design Max check ratio = 0.489 No. Load Case Description ---------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit Page 1 of 2 K 0 0.42W - 0.42W+ No Stress Check; L/90 Deflection Limit No Stress Check; L/90 Deflection Limit APPLIED LOADS Right End Wall Girt Design No. Load Load Span Intensity From Intensity To Type Group Designation . # lb/ f t (kips ) feet lb/ft feet --------------------------------------------------------------------------- 1 UNIF W- 1 -155.441 0.000 -155.441 3.000 2 UNIF W- 1 -141.102 3.000 -141.102 15.000 3 UNIF W- 2 -141.102 0.000 -141.102 12.000 4 UNIF W- 2 -155.441 12.000 -155.441 15.000 5 UNIF W+ ALL' 128.426 0.000 128.426 0.000 Page 2 of 2 ^ E.=CT Ohl C ABC Design Calculations Pamphlet PANEL PROFILE 12" 11/4" I X26.50 3/8" 3/8" 3/4" 50°t� 7/32" 1 17/32" PARTIAL CROSS SECTION Designated Gage Of Steel Steel Yield KSI Base Metal Thick. (In.) Total Thick. (In.)(lbs. Panel Base Metal Weight I ft.2) Top In - Compression Bottom In Compression Fb KSI Ix (In.'s'/ ft.) SX: (In.3 / ft.) Ma K -IN. l ft. Ix (ln.'4 / ft.) Sx _ (In.3 / ft.) Ma K -IN. / ft. 29 Ga. 80 0.0137 0.0153 0.66 0.030 0.025 0.91 0.026 0.035 1.27 36 26 Ga.- 80 0.0177 0.0193 0.86 0.043 0.037 1.34 0.035 0.046 1.66 36 24 Ga. 80 0.0225 0.0241 1.09 0.060 0.054 1.95 0.047 0.059 2.14 36 22 Ga. 50 0.0300 0.0316 1.45 0.083 0.085 2.56 0.070 0.081 2.44 30 Gage Of Panel No. of Spans Load Type Ma)dmum Total Uniform Load in PSF Span Lengths, Ft. 3.00 ': 3.50 4.00 4.50 5.00 6.00 7.00 - 7.50 POS 67 B 49 B 38 B 30 B 24 B 17 B 12 B 11 B NEG -94 B -69 B -53 B -42 B -34 B -23 B -17 B -15 B 29 Ga 2 - POS 46 C 40 C 35 C 31 C 28 C 22 B+S 17 B+s 15 B+S NEG -49 P -42 P -36 B+s -29 B+S -23 B+s -16 B+s -12 B+s -11 B+S 3 POS 53 C 45 C 39 C 35 C 32 C 26 B 19 B 17 B NEG -56 P -48 P -42 P -35 B+S 29 a+s -20 6+s -15 a+s -13 B+S 4 POS 51 C 43 C 38 C 34 c 30 C 25 C 19 B+S 17 B+s NEG -54 P -46 P -40 P -33 B+S -27 B+S -19 B+S -14 B+s -12 a+S - 1 POS 99 B 73 B 56 B 44 B 36 B 25 B 18 B 16 B NEG -123 B -91 B -69 B -55 B -44 B -31 B -23 B -20 B Ga 2 POS 75 c 64 C 56 C 501 C 43 B+s 30 B+s 22 B+S 19 a+S NEG -64 P -55 P -48 P -42 P -35 B+s 24 B+s -18 B+S -16 B+S 26 3 POS 85 C 731 C 64 C 57 C 51 C 37 B+s 28 a+s 24 B+s NEG -72 P -62 P -54 P -48 P -43 P 20 B+s -22 a+s -20 B+S 4 POS 82 C 70 C 61 C 551 C 49 C 35 B+S 26 B+S 23 B+s NEG -70 P -60 P -52 P -46 P -41 B+S -28 B+S 21 B+S -18 B+S 1 POS 145 B 1061 B 81 B 64 B 52 B 36 B 27 B 23 B NEG -158 B -116 B -89 B -70 B -57 B -40 B -29 B -25 B 24 Ga. 2 POS 117 c 100 C 87 B+s 69 B+S 56 B+S 39 B+S 29 B+s 25 B+s NEG -81 P -69 P -61 P -54 P -49 P -36 B+s -26 B+S 23 B+s 3 POS 133 C 114 C 100 C 86 B+s 70 B+S 49 B+s 36 B+S 31 B+S NEG -92 P -79 P -69 P -61 P -55 P -45 B+S -33 a+s -29 B+s 4 POS 128 C 110 C 96 C 801 B+s 65 B+s 46 B+s 34 B+S 29 B+s NEG -89 P -76 P -66 P -59 P -53 P -42 B+S -31 B+S -27 B+S 1 - _POS 189 B 139 B 107 B 84 B 68 B 47 B 35 B 30 B NEG -180 B -133 B -102 B -80 B -65 B -45 B -33 B -29 B 22 Ga. 2 - POS 166 C 130 B+S 100 B+S 79 B+S 64 a+S 45 B+S 33 a+S 29 a+S NEG -114 P -98 P -86 P -76 P -67 B+s -47 B+s -35 B+S -30 B+s 3 POS 188 C 161 C 124 B+S 99 B+S 80 B+S 56 B+S 41 B+S 36 B+S NEG -130 P -111 P -98 P -87 P -78 P -59 B+S -43 a+s -38 B+s 4 POS 181 C 151 B+S 116 B+S 92 a+s 75 B+S 52 B+S 38 B+s 34 B+s NEG -125 P -107 P -94 P -83 P -75 P -55 B+S I -40 a+S -35 a+S 1. The panels are checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is noted in the table. Deflection is limited to span/60, and includes the permitted wind load reduction factor of 0.7 times the "components and cladding" loads as noted in footnote f of IBC Table 1604.3. 2. Section Properties are calculated in accordance with the 2012 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness is used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports, and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. ESUBJEGUT.OIGHA. NGE1WTRJO.1Y3WVO ,I,CF t EYISEWL. �GUSi, 28; 2D 5 Section 5 Page 1 � .'v BUTTE COUNTY JUL 2 9, 2017" DEVELOPMENT SERVICES 1 17 �1�dj JIM &JAN PETERSON ELITE STEEL BUILDIN SYSTE AMERICzkN BUILI?IIV�S A f'q%4L.J=l=F::Z COMPANY PERMIT 7 6u i 7r CC. u N Ty DE: 0!._1 0,P � 4 HN T I S7-:WCES -7W r�'D R `:s"y'" i'�a, `�r.rt� '+t. ��41�, p !'++^r� � �, � r �+_� F'.: s.iG t M ` � 1A'' L h � R � ir.� Jrarrr '{ `S Z j' Richard Maddox 7/19/2017 1 am approving these drawings It L7 BUILDING ERECTION NOTES 1. THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4. REINFORCING BARS, WIRE MESH, ANCHOR ROD SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR OTHER DEPENDABLE MEANS. S. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB, AS SPECIFIED BY THE FOUNDATION DESIGNER. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE +/-1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A +/-1/8 INCH TOLERANCE. 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 10. ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 11. THE EMBEDMENT OF THE ANCHOR RODS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 12. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPLIER'S DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. 13. ANCHOR ROD DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PLAN. ANCHOR RODS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36, ASTIR A 572 GRADE 50 OR 55, OR ASTM A 992. STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A. ASTM A 1011 SS, GRADE 55 B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1 C. ASTM A 572 GRADE 55 D. ASTM A 529 GRADE 55 STEEL FOR ENDWALL "C" SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1. STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADE B, 42 KSI. SECONDARY FRAMING STEEL STEEL USED TO FORM PURLINS, GIRTS, EAVE STRUTS AND "C" SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR HSLAS GRADE 55, CLASS 1, OR IF GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 55, G90 OR HSLAS, GRADE 55, CLASS 1, G90. ROOF AND WALL PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 1. MATERIAL MAY BE EITHER 24 OR 22 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 80, CLASS 1 OR CLASS 2, OR HSLAS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 1 OR CLASS 3, MATERIAL MAY BE EITHER 24 OR 22 GAGE. BRACE MATERIALS: BRACE CABLES: ASTM A 475,7 -STRAND EHS WIRE CABLE BC4 = 1/4" DIA.(7mm) BC5 = 5/16" DIA.(8mm) BC6 = 3/8" DIA.(10mm) BC8 = 1/2" DIA.(13mm) BRACE RODS: ASTM A 572, 50 KSI (UPSET THREADS) BR5 = 5/8" DIA.(16mm) BR6 = 3/4" DIA.(20mm) BR7 = 7/8" DIA.(23mm) BR8 = 1" DIA.(26mm) OR ASTM A 529, 50 KSI (CUT THREADS) BR9 =11/8" DIA.(29mm) BRIO = 1114" DIA.(32mm) BR11=13/8" DIA.(35mm) BR12 = 11/2" DIA.(39mm) STRUCTURAL PRIMER NOTE: "SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING DURING TRANSPORTATION TO THE 10BSITE AND FOR NOT MORE THAN 45 DAYS FROM THE APPLICATION. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF AFIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER. ABC IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING." "AS A MINIMUM AND SECONDARY TO MORE STRENUOUS JOB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPECIFICATION 516.01 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN THE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL, PUBLISHED BYTHE MBMA." CONSTRUCTION BRACING NOTE: TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION IS TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINST THE LOADS RESULTING FROM THE ERECTION OPERATION. ERECTOR NOTE FIELD WORK (TRIMMING, DRILLING, WELDING, ETC.) MAY BE REQ'D FOR CERTAIN CONDITIONS. ABC WILL NOT BE LIABLE FOR ADDITIONAL ERECTION COSTS DUE TO THIS WORK. CONDITIONS EFFECTED MAY INCLUDE (BUT ARE NOT LIMITED TO): ALL SHEETING PANELS LESS THAN 1'0 IN LENGTH WILL HAVE TO BE FIELD CUT FROM PANELS PROVIDED AS NOTED ON ERECTION DWGS, SOME PORTAL FRAME KNEE BRACES REQUIRE FIELD WELDING OR DRILLING FOR CONNECTION AT RAFTER, FLUSH GIRT/PURLIN CONDITIONS MAY NEED TO BE SLOTTED TO ACCOMMODATE X -BRACING, "KICKER" BRACES ATOPEN ENDWALLS MAY REQUIRE FIELD DRILLED HOLES AT CONNECTION TO PURLINS, ANGLE X -BRACING MAY REQUIRE FIELD WELDING ATTHE COLUMN BASE, ALLJOBS WITH JOISTS WILL LIKELY REQUIRE SOME FIELD WELDING (REGARDLESS OF BOLTED CONNECTIONS) NOI RELEASE /REVISION 1 1 PLANS FOR CONSTRUCTION DWN: / CKD: I ENGRI DATE 01 RELEASE /REVISION JNH / JNH RM 06/28/2017 0 1 PLANS FOR PERMIT ABC -ATLANTIC DIVISION 6115 COCA COLA BLVD. COLUMBUS, GA 31909 PHONE: (706) 562-8020 FAX: (706)562-8017 ABC - MIDWEST DIVISION 901 WEST MAIN STREET EL PASO, IL 61738 PHONE: (309) 527-1500 FAX: (309) 527.1522 ABC - SOUTH DIVISION 1150 STATE DOCKS RD. E U FAU LA, AL 36027 PHONE: (334) 687-2032 FAX: (334) 688-2200 ABC - WEST DIVISION 2260 TENAYA DRIVE MODESTO, CA 95354 PHONE: (209) 236-0580 FAX: (209) 236-0588 TAKING CARE OF OUR CUSTOMERS FOR FIELD ISSUES CALL GREG SANTUCCI or JOHN SILVEIRA (775) 887 - 2931 WestOSR@AmericanBuildings.com THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY FOR THE REFERENCED BUILDING HAVE BEEN DESIGNED IN OUR MODESTO, CA OFFICE FOR FABRICATION IN OUR CARSON CITY, NV PLANT. IN ADDITION TO THE DEAD LOAD (D) OF THE BUILDING COMPONENTS, THE MEMBERS ARE DESIGNED ON THE FOLLOWING DESIGN BASIS: COLLATERAL LOAD (C) 1 psf On Roof Members 1 psf On Supporting Frames ROOF LIVE LOAD (Lr) 20 psf on Roof Members With Reduction On Supporting Frames As Permitted By Code SNOW LOAD (S) 0 psf Roof Snow Load Roof Exposure Condition = Fully Exposed Thermal Condition = Unheated and open air structures 0 psf Ground Snow Load Thermal Factor = 1.2 Snow Exposure Factor = 0.9 Snow Importance Factor = 0.8 WIND LOAD (W) Exposure (Surface Roughness) Category = C 110 mph Ultimate Design Wind Speed (3 -second gust) 85.21 mph Nominal Design Wind Speed (3 -second gust) 72 mph Serviceability Design Wind Speed (3 -second gust) Enclosure Classification = Enclosed Buildings Internal Pressure Coefficients = +0.18 and -0.18 Design Pressure for Wall Components and Cladding = +23.79 psf and -31.72 psf SEISMIC LOAD (E) Equivalent Lateral Force Procedure 61.1 %g 0.2s Short Period Spectral Response Acceleration S(s) 27.2 %g 1.Os Spectral Response Acceleration S(1) Site Classification = D Seismic Importance Factor = 1.0 Seismic Design Category = D Seismic Design Short Period Acceleration, Sds = 0.534g Seismic Design 1 Sec Period Acceleration, Sd1 = 0.337g R(X-Bracing) = 3.25 R(Rigid Frame) = 3.5 State = California County = Butte Risk Category of Building = II. All buildings and other structures except those listed in Risk Categories 1, III, and IV NOTES: 1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD. 2. ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIAL GREATER THAN OR EQUAL 0.125" THICK OR TABLE 1.21N AWS D1.3 FOR MATERIAL LESS THAN 0.125" THICK AND ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI. AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN AND FABRICATION OF YOUR ORDER. THE ABOVE DESIGN LOADS ARE APPLIED IN ACCORDANCE WITH THE 2016 CALIFORNIA BUILDING CODE. THE DESIGN IS IN GENERAL ACCORDANCE WITH 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND 2012 AISI NASPEC NORTH AMERICAN COLD -FORMED STEEL SPECIFICATION. THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED, ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH AMERICAN BUILDINGS COMPANY'S "GENERAL ERECTION GUIDE" AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. DWN: / CKD: VTH/AA / AJ ENGRI DATE RM 10511912017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM SHEET NUMBER STATUS DATE REV. NO. C-1 FOR CONSTRUCTION 06/28/17 1 C-2 FOR CONSTRUCTION 06/28/17 1 AB -1 - AB -3 FOR CONSTRUCTION 06/28/17 1 E-01 -- E-15 FOR CONSTRUCTION 06/28/17 1 SED -000 - SED -020 FOR CONSTRUCTION 06/28/17 0 � DESIGN NOTES W17G0151 1. The frame at left endwall (FL.1) and the frame at the right endwall (FL.3) are not designed to accommodate any future additions. 2. New structure by ABC is designed as an Enclosed Building. 3. It is the responsibility of others, i.e, the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. 4. ABC has provided a new structure according to the ABC purchase order and company standards ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. 5. 1.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on the frames. DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A IC -1 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. f, �VR"111-;-1 AMICAIN BUILDINGS 8 M. A _- _ _-.__ _. - . i .. ..._. ..._-.. ..--...._.r=..�.. �_- n.._ _.._T.. �--.-..-+'...-+... ..._. +-r-�-�.-_....-.�-.....� .--•--..w..+.^�+.. ...._...�--'�-------+---�--' -•+�-moi STRUCTURAL STEEL COLORS PRIMARY: RP ROOF PANELS TYPE: L3P GAGE: 26 COLOR: GM WEATHERTIGHTNESS WARRANTY: NA UL 90 CERTIFICATION: NO FACTORY MUTUAL CERTIFICATION: ROOF INSULATION TYPE: STANDARD LAMINATED FIBERGLASS THK. OVER PURLIN:3" (3", 4", OR 6" ONLY) BEARING PLATE: NA FACING TYPE: STARTER ROLL WIDTH: SPACER STRIP: (LOC -SEAM OR STANDING SEAM W/O INSULATION) ROOF LINE TRIM FSW EAVE: STD GUTTER RIDGE FLASHING: DIE FORMED DOWNSPOUT CONDITION: CORRUGATED BSW EAVE: STD GUTTER LEW RAKE: FIXED REW RAKE: FIXED ROOF FRAMED OPENINGS SECONDARY: GZ BY ABC: NO THERMAL BLOCK:NA FACING COLOR: TYPICAL ROLL WIDTH: COLOR: SS COLOR: SS COLOR: SS COLOR: SS COLOR: SS WIDTH LENGTH QUANTITY WEIGHT ROOF CURB N /A NO 2 YES 1,2 BY ABC?: ICE AND SNOW: NO ICE AND SNOW: NO SIZES OF ROOF CURBS ARE INSIDE TO INSIDE DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY. DO NOT CUT PURLINS UNLESS SPECIFIED BY CERTIFIED ENGINEER. MAX LOAD FOR STANDARD ROOF CURB FRAMING IS 3000f. THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURB MUST BE CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. ROOF TRANSLUCENT PANELS f INTEGRATED PRISMATIC SKYLIGHTS PLANE INSULATED QUANTITY CENTERED BAY NO. RF01 NO 2 YES 1,2 RF02 NO 2 YES 1,2 771 RM 06/28/2017 0 PLANS FOR PERMIT ROOF CURB MOUNTED SKYLIGHTS PLANE SIZE COLOR QUANTITY CENTERED BAY NO N/A ROOF VENTS TYPE QUANTITY RUN TYPE COLOR 9X10 1 SINGLE PW ID WIDTH I HEIGHT QUANTITY I SILL H F F.0 TRIM COLOR 771 PIPE JACKS SIZE QUANTITY N/A WALL PANELS TYPE: L3P GAGE: 26 COLOR: SS WALL CORNER TRIM COLOR:SS BASE TRIM CONDITION TYPE: BASE ANGLE TRIM (BA -20) WALL INSULATION TYPE: STANDARD LAMINATED FIBERGLASS THK. OVER GIRT: 3" (3", 4", OR 6" ONLY) FACING TYPE: STARTER ROLL WIDTH: BY ABC: NO FACING COLOR: TYPICAL ROLL WIDTH: WALL FRAMED OPENINGS N/A LENGTH PANEL INFORMATION N/A LOCKSET WALL ID WIDTH I HEIGHT QUANTITY I SILL H COVER TRIMT F.0 TRIM COLOR NONE RM 06/28/2017 0 PLANS FOR PERMIT VTH/AA / AJ RM LEW = SAND STONE 12'-0" 12'-0" 1 0'-0" YES SS FSW 12'-0" 12'-0" 1 0'-0" YES SS WALL LINER PANEL INFORMATION WALL ID LOCATION I HEIGHT I LINEAL Fj CAP TRIM PANEL INFORMATION CEILING LINER PANEL INFORMATION CEILING PANEL COVERAGE PANEL INFORMATIO N/A LENGTH PARTITION WALL f DRAFT CURTAIN WALL ID DIRECTION LOCATION LENGTH PANEL INFORMATION N/A LOCKSET CLOSER 1 3070 KD,PREM RHO WHT NONE LEVER LOCK NONE RM 06/28/2017 0 PLANS FOR PERMIT LOCATION ON A LONGITUDINAL WALL IS FROM FSW. LOCATION ON A TRANSVERSE WALL IS FROM THE LEW. WALK DOORS CORNER AND FRAMING LINER TRIM PROVIDED BY ABC; CAP TRIM NOT INCLUDED UNLESS NOTED. LOCATION IS FROM THE LEFT STEEL WALL. QUANTITY SIZE TYPE SWING COLOR GLASS LOCKSET CLOSER 1 3070 KD,PREM RHO WHT NONE LEVER LOCK NONE RM 06/28/2017 0 PLANS FOR PERMIT VTH/AA / AJ RM 05/19/2017 = SAND STONE BK = NO PAINT FG = FOX GRAY TBS = TO BE SELECTED HG = HUNTER GREEN MISC FINISH (25 yr wty) GM = GALVALUME PA,STD= PRE -ASSEMBLED STANDARD PA,PREM= PRE -ASSEMBLED PREMIUM PA,WR= PRE -ASSEMBLED WIND RATED KD,STD= KNOCKDOWN STANDARD KD.PREM= KNOCKDOWN PREMIUM KD,WR= KNOCKDOWN WIND RATED RHO=RIGHT HAND OUT RHI=RIGHT HAND IN LHO=LEFT HAND OUT COLOR: BS LHI=LEFT HAND IN STD= STANDARD (SOLID) VLI=VISION LIGHT (INSULATED) VLT= VISION LIGHT (UN -INSULATED) VLGL=VISION LIGHT (LAMINATED GLASS PA) HGI=HALF GLASS (INSULATED) HGT= HALF GLASS (UN -INSULATED) HGLG=HALF GLASS (LAMINATED GLASS PA) NGI=NARROW GLASS (INSULATED) NGT= NARROW GLASS (UN -INSULATED) NGLG=NARROW GLASS (LAMINATED GLASS PA) NO RELEASE /REVISION COLOR DWN: / CKD: ENGR DATE O RELEASE /REVISION AZTEC BLUE DWN: / CKD: I ENGRI DATE 1 PLANS FOR CONSTRUCTION BR = JNH ! JNH RM 06/28/2017 0 PLANS FOR PERMIT VTH/AA / AJ RM 05/19/2017 WINDOWS SIZE QUANTITY COLOR WINDOW ELEVATION 6040 1 WHT 3'-0 5/8" AZTEC BLUE PW = POLAR WHITE GP = GRAY BR = BRICK RED SB = SAGEBRUSH TAN CZ = GALVANIZED BS = BURNISHED SLATE SS = SAND STONE BK = NO PAINT WALL LITES WALL IDI PROFILE I LENGTH I BAND I BAND AT EAVq BAND LENGTH QUANTITY I SILL HT� LEW N/A REW N/A FSW N/A 1 717 1 71 BSW N/A CANOPY IWALL IDI TYPE I PROJECTION ICLEAR HI LOCATION I SOFFIT PANELI FACE PANEL INSULATION LEW N/A REW N/A FSW N/A BSW N/A LOCATION IS FROM LEFT STEEL LINE (LEFT CORNER) OF WALL CANOPY IS LOCATED ON. FASCIA WALL IDI TYPE I PROJECTION I CLEAR HTI LINEAL FEETI FACE PANEy BACK PANEL SOFFIT PANE" LEW N/A REW N/A FSW N/A BSW N/A RAKE/ EAVE EXTENSIONS OVERHANG (WALL IDI TYPE I PROJECTION I LINEAL FTI SOFFIT PANED INSULATION LEW N/A REW N/A FSW N/A BSW N/A PARAPET WALL WALL IDI TYPE I TOP OF PARAPET I LINEAL FT I SOFFIT PANEL I INSULATION LEW N/A REW N/A FSW N/A BSW N/A JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM SPECIAL NOTES N/A MISCELLANEOUS MATERIAL N/A ABC STANDARD COLOR CODES FRAMING COLORS SILICON POLYESTER (SP) FINISH (25 yr wty) RP = RED AB = AZTEC BLUE PW = POLAR WHITE GP = GRAY BR = BRICK RED SB = SAGEBRUSH TAN CZ = GALVANIZED BS = BURNISHED SLATE SS = SAND STONE BK = NO PAINT FG = FOX GRAY TBS = TO BE SELECTED HG = HUNTER GREEN MISC FINISH (25 yr wty) GM = GALVALUME (ALCT) PVDF FINISHES (35 yr wty) AY GALVALUME PLUS (AYCT) DB = DARK BRONZE SU = SURRY BEIGE EG = EVERGREEN TC = TERRA COTTA WALK DOORS WINDOWS RO = ROYAL BLUE WW = WARM WHITE BLK = BLACK RW = REGAL WHITE TBK = TO BE SELECTED WHT = WHITE SG = SLATE GRAY BZ = BRONZE DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: SHEET: W17GO151A C-2 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. A IMICAN BIUILDI:NGS rfti=oo rr -ham R �o Z T O� 0 r O ch N _m C X n m --I < o(n Z 0 z v zz C- o z7� =o m 0 rn � N N m 0 00 T 5>- z m O X m r X M O z C7 m 0 1 m N N N 30'-0 0o D 15'-0 _ _ 15'-0 _ 140 03 0 N i v 1 1 T 1 1 v W 15'-0 15'-0 n vo D 30'-0 J 0 N .p 1" O ^z W cn \ J m O x coO —rl rWv � DcA r m N -► m m n com—i ��O O=Z O 0 nm ao O >O m� m� C, oz �o �o O O 1 O m x m -v cDn Iz 0 CA O �D O� �v z zZ Z ��. 1-4 m m �� VJ� A, m D �c Co O � Z cn _.�► m O Z (n � D v m � 0 Uo G) (� -' co D 1 -i =DO N ~Z w m 0 � m v M C -- r v i, OZ m T Z Gl Z m� A Z� Z A O � m Z = rn T T R4 Z= Ll m Z - m '^ D � i•��/ �" g cn m zm � n T A -�1 � Lt v p C v N 0, D r LA D m A 3 O N b rm- Z n 2 H = C rn O n Z m n Lm � rn F= m c G) cn (n O z m K C7 m 0 1 m N N N 30'-0 0o D 15'-0 _ _ 15'-0 _ 140 03 0 N i v 1 1 T 1 1 v W 15'-0 15'-0 n vo D 30'-0 J 0 N .p 1" O ^z W cn \ J m O x coO —rl rWv � DcA r m N -► m m n com—i ��O O=Z O 0 nm ao O >O m� m� C, oz �o �o O O 1 O m x m -v cDn Iz 0 CA O �D O� z ��. 1-4 m m �� VJ� m D �c O � Z cn _.�► O Z (n � D v m � C G) (� Dcn =DO ~Z w � N O v i, OZ m T Z Gl Z m� A Z� Z A O � m Z = rn T T R4 Z= Ll m Z - m '^ « 3 � 1s ISE . - .3'01 ,r � � i•��/ �" g Z O zm � n T A -�1 Lt v p C N 0, n r LA zC m A 3 O N b ►►r�rytt n 2 H = rn O n Z Lm � rn C7 m 0 1 m N N N 30'-0 0o D 15'-0 _ _ 15'-0 _ 140 03 0 N i v 1 1 T 1 1 v W 15'-0 15'-0 n vo D 30'-0 J 0 N .p 1" O ^z W cn \ J m O x coO —rl rWv � DcA r m N -► m m n com—i ��O O=Z O 0 nm ao O >O m� m� C, oz �o �o O O 1 O m x m -v cDn Iz 0 13P01 -A 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION STEEL LINE I BP02-A 318 PLATE - 3/4 AB - 3" REQD. PROJECTION STEEL LINE r r 1 1/2 11 1/2 BP01-B 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION STEEL LINE mmic-od N r r I _ 1'-0 ui Z_ N —� r J C14 F- I I r V% M co N 1 1/21 11 1/2 6 BP02-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 6 1 1/21 1 1/2 N r r I I 1 I N r M 1 1/21 c`V r r I co STEEL LINE ERECTION NOTEM 1. FINISHED FLOOR ELEVATION = 100'-0" 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED. ERECTION NOTEM ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE PROJECTION OF 1 INCH. ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16 INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS BE FLUSH WITH OR ABOVE THE TOP OF THE NUT. ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. NO RELEASE / REVISION DWN: / CKD: I ENGRI DATE _jNOj RELEASE / REVISION 1 1 PLANS FOR CONSTRUCTION I JNH / JNH I RM 106128/201710 1 PLANS FOR PERMIT 13P01 -C 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION 1 1/2 3 1/2 I r DWN: ! CKD: I ENGRI DATE VTH/AA / AJ RM 05119/2017 BP01-D 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 111/2 2_1_ 3 _1_31/2_1_ 8 N I I I I r CO N r 81/2 N T - I r BP01-E 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 6 11/2 1111/2 Z J J W W co 1_11 1./2 N r 51/2 co I STEEL LINE 13P01 -F 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 6 1 1/21 11 1/2 N N r M THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. JIM & JAN PETERSON DRAWING STATUS: FOR CONSTRUCTION" 8747 MIDWAY DURHAM, CA 95938 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 A Mal0k-1 BUILDING -S ELITE STEEL BUILDING SYSTEM JOB NUMBER: SHEET: a Ilru 13R W17GO151A AB -2 �'"? N T- w co Z J J W W F— co 1'-0 STEEL LINE a H1 rT H2 V H1 H2 V C B A C B A LOADING CONDITION FRAME LINE 1 C B A V (kips) H1 (kips) V (kips) H1 (kips) H2 (kips) V (kips) H2 (kips) D +0.4 NA +0.6 NA NA +0.4 NA C +0.1 NA +0.2 NA NA +0.1 NA L +2.0 NA +3.7 NA NA +2.0 NA W -2.5 to +2.3 -2.2 to +2.2 -5.1 to +2.3 -2.2 to +2.2 -2.2 to -2.0 -2.5 to +0.1 -3.5 to +3.5 E* -0.9 to +0.9 -0.9 to +'0.9 -4.2 to +1.9 -1.8 to +1.8 -1.8 to +1.7 -2.0 to +0.1 -2.6 to +2.6 All Wind reactions shown in the table above ore based on Ultimate Design Wind Speed and ore unfoctored. *Earthquake reactions do not include any amplifications for overstrength which may or may not be required in the design of column anchorage and foundation by others. 1-11 = horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame LOADING CONDITION FRAME LINE 3 C B A V (kips) V (kips) H1 (kips) H2 (kips) V (kips) H1 (kips) D +0.4 +0.6 NA NA +0.4 NA C +0.1 +0.2 NA NA +0.1 NA L +2.0 +3.8 NA NA +2.0 NA W -2.6 to +0.1 -5.2 to +2.3 -2.2 to +2.2 -2.0 to +2.2 -2.6 to +2.3 -2.2 to +2.2 E* +0.1 -0.9 to +0.9 -0.9 to 1 +0.9 NA 1 -0.9 to +0,9 -0.9 to +0.9 All Wind reactions shown in the table above ore based on Ultimate Design Wind Speed and are unfoctored. *Earthquake reactions do not include any amplifications for overstrength which may or may not be required in the design of column anchorage and foundation by others. H1 = horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame )ATE 01 RELEASE / REVISION 28/2017 0 1 PLANS FOR PERMIT H1 ft H2 V DWN: / CKD: ENGR DATE VTHIAA / AJ RM 05/19/2017 I REACTION SCHEMATICS C A ID: W 17G0151 A.01 A JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM LOADING FRAME LINE 2 CONDITION C A V H1 V H1 H2 (kips) (kips) (kips) (kips) (kips) D +1.4 +0.3 +1.4 -0.3 NA C +1.1 +0.3 +1.1 -0.3 NA L +4.5 +1.1 +4.5 -1.1 NA -2.9 - . W -7.2 to -7.2 to NA +0.7 +2.9 -2.9 -0.7 -3.5 W -7.6 to -7.6 to to of X braced boys) +0.7 +2.9 +3.5 -0.6 -0.6 -0.6 -0.6 E* to to to to NA +0.6 +0.6 +0.6 +0.6 -0.6 -0.6 -1.1 -0.6 -2.6 E* to to to to to at X braced boys) +0.6 1 +0.6 +0.6 +0.6 +2.6 All Wind reactions shown in the table above are based on Ultimate Design Wind Speed and are unfoctored. *Earthquake reactions do not include any amplifications for overstrength which may or may not be required in the design of column anchorage and foundation by others. H1 = horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A IAB -3 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. ---"Ir ::;. A MMICAIN4 BUILDI NG -S E MW A -i3 {f .. .. •i-Carzaxr�U -0 7 Lo e - O -m O in r- Ell EC1 51/211 QD 5 1/211 I I- 24'-6 1/2 r") r r% 50'-0 24'-0 �R DATE FIN01 RELEASE / REVISION A 06/28/20171 0 I PLANS FOR PERMIT 24'-6 1/2 PRIMARY FRAMING SHAKEOUT PLAN JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE VTH/AA / AJ I RM 05/19/2017 24'-0 E12 M 1'-0 CD -'i �I Lf) e-- O in r- © O O M -O THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION;;` SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 AMaiCk*N' BLUDINIGS JOB NUMBER: SHEET: W17GO151A E-01 M, 8 Mw A =z C- c7 z� m X KG) 0 co > N m Q TO O V 'z V I 0X T r V/ M x m 0 z S � Z Q 0 Ln 0 z m ,o a° 1" N w W C7 F: ; �6) D 0 X z m m KG) G <m 0� 0 O Cl) z cn „x, N 0 m 0 z Cl) L U1 in (n W N D, D M r (n m v D - y K — o go D rm- Co c D Z (0 ul m cii (.n O o m -i G) (� G) U) (n 0 m=DO � z �n O M -4 w z m co v) N O 00 ) 0 r C K z 90 co m D C7 N 0 U) m n 0 z D -'i r CI1 1 O w 1 0 1 0 W 1 0 0 cu Q 0 Ln 0 z m ..�► 1" N w W C7 F: ; �6) D 0 0 m m C-) (n G <m 0� O Cl) z cn „x, 0 z Cl) U1 in (n W N D, D D me cii (.n (-n -i G) (� -ro m=DO � n �n O M -4 w z co v) N O 00 CT) -n N O co v r m b w Z m rn m t> i O � O N N ymi pm D m Gl 7v i --n11 A O C 2 N r m r m c0 i Z a 3 v+ 0 py 0. r•� ► ► z 2 x = D m O n Z N , D 0 N CI1 1 O w 1 0 1 0 W 1 0 0 14'-0 13'-5 5/16 7'-6 _L 5'-10 C7 -n X n 07 Ln 0 0 m ..�► 1" N w W C7 v D 0 0 14'-0 13'-5 5/16 7'-6 _L 5'-10 C7 -n X n 07 2 M 13'-5 5/16 14'-0 m OJ 6'-6 w 0 07 Ln u 0 m ..�► O N w cn C7 m Irn 13'-5 5/16 14'-0 m OJ 6'-6 w 0 z Z m r K � M C D �(n Z Z >O Co —t m cnm m0 m m ° z —I m= -n O OC X --I D z = ..� m m� m ccD 56z m ° ° G) ^ 1` 1 m� cn I T c m K aj m X ch x m n m X O m 07 u 0 m D r C7 m xxN-IlbxCo O „x, (n W N D, D cii (.n (-n -i cn -ro � n �n m w co v) O CT) -n Ln co r m rn rn rn x x x m 4 N m z 2 x z m D D cn N m z Z m r K � M C D �(n Z Z >O Co —t m cnm m0 m m ° z —I m= -n O OC X --I D z = ..� m m� m ccD 56z m ° ° G) ^ 1` 1 m� cn I T c m K aj m X ch x m n m X O m Q [0 Y U) -n 0X n r z in m -0-I < Z0 z = v 0T* D z n w n z C- o z� m > 2 p _ m co ;7 z co m m C) U) CO Oo 0 G) G) rn v D 05> CA n o m OD -' �i D z cn y x _ ao N O m W www 0 N 0 TO V W W W M (n zcn (0 N p m m m M c v D D M v 0X m v co o m o m -v rm- D x m nco G) D G) U) m m M w 0 w -i zwww X z z� �cn 00 N m m =D M rn - 0 m 0 z .r . = Z 0T* D m n w n z C- m� Cl, m > Nz -< _ m co O 1-4 co m m C) U) CO Oo A G) G) X O D �p CA 0 �• O -' �i D z cn x x x N O m W www 0 ZC/) Ca G� o W W W M (n ---I (0 ; p m m m M c v D D M v 90 D z m m v co o m o m z D x m nco G) D G) U) m m m w 0 w -i zwww z z� �cn 00 N m m =D M rn - 0 m D 0 .r . K z uJ 0 it7 D m T� N 0 cn cn m n 0 z D r N NToo D 14'-0 13'-4 5/8 T-6 _L 5-10 .A 0T* D m n w n z m� Cl, C co > Nz -< _ m co O 1-4 co m m C) U) CO Oo A G) G) X rn D x CA 0 �• O -n 0 C: X z cn x x x z� W www 0 ZC/) Ca G� o W W W M (n ---I (0 ; p v � m m o D o m C D m nco D G) () m m m w w -i zwww z� �cn 00 N m =D M rn - 0 m D 0 .r . b. w z 0r W CS °° -pm� =03 r 0 rn m N O o m M*z 00 z V D = G) G) ZZ z-0 ,., x Zr" = GI rn A Cil - 1 m U ci* O A N N o D N m A x x C"! a m D -Am_ .i � Dm •t Cl1 Cl1 Z O A rm 3 v�Ti LM vO b N(� N ►-t x _ m 72 - D Z °�`.V fri<M v rn � Cn cn cn o O Oo Oo NToo D 14'-0 13'-4 5/8 T-6 _L 5-10 .A 0n D m n w n Drn m� Cl, -< _ m co O N 1�1 P Ln CO Oo A r X X x x CA 0 N T-6 13'-4 5/8 14'-0 6'-6 J rn J RE! Z 0cn 0n D m n X n Drn m� m W -< m m co co 00 U) A r X X x x x 0 �• �. -n 0 C: o x x x z� W www Ca G� o W W W M i (0 ; p ul Cil m m o 0 o D m nco D D m m m w w m zwww z� �cn 00 N p rn rn rn = m D 0n o--'-�m*Dm 0r O CS o - -pm� =03 r 0 rn m o m M*z 00 z :c D = G) G) m U ci* cn cs i x x x r- -L -i -L Z: -Am_ .i � Dm xxx Cl1 Cl1 VZi z— z N W w N mm x m rn Cn Cn cn 0n "0 n m co co 00 A A A x x x 0 w 0n "0 n m co co 00 A A A x x x 0 N N N --i W W W ul Cil m cn 0 m n N W - N D m ;' cn �' 0 0 rn rn � D -° m N Cl1 Cl1 x x x m cn o O Oo Oo N N m T CJs Cls Cls x x x m co coN coo N m a I NOI RELEASE /REVISION 1 1 PIANS FOR CONSTRUCTION A% � r,/Ft 0 SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 1/2 X 1 1/4 A325T 12'-6 9116 6" X 1/4 N/A B (4) 1/2X2 (4) 1/2 X 1- 13/64 (4) 1/2 X 1 1/4 A325T 13'-8 13/16 6" X 1/4 6" X 1/4 C (4) 1/2 X 1 114 A325T 12'-6 9116 1 6" X 1/4 1 N/A 12 1 � 15-0518 13'-8 11116 4'-3 DWN: / CKD: ENGRI DATE F,1201RELEASE / REVISION JNH / JNH I RM 106128/201710 1 PLANS FOR PERMIT 5'-0 IR -A IRJI 5'-0 COLUMN & BEAM CROSS SECTION AT FL. 3 DWN: / CKD: ENGRI DATE VTH/AAlAJ I RM 05/19/2017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE ANDAR GIRT STRUT MEMBERS. REFER TO THE ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. 12 � 1 151-05/8 13'-811/16 4'-3 d'_'2 c in BRCP5R co ;RCP5R m 0 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 AN ERICA.N BUILDING -S JOB NUMBER: SHEET:,, W17GO151A E-04 MBMR ;� T O cn N N m m m �x vx n r 1 n O O cy) (n1 m D n D nm(.n�° cn < 0 Zo C z � Z �nCE o r' D � 000 C7 Z r o v r Z m C- -p x =z �.. o Z `I = p 15-3 z 14'-0 1'-3 � G7 0 7'-6 7'-9 rn � N m o m 0 rn o Q D (n -° co m 0 N N Q Z D z o Z m0 EC2 D -0 � 80C14-6 X M w m m O rn- G) oo w —1 < x r = U) D co o °Wmr- o � m 4 QO m CA o �" C7 0 N m a o =Z Z Do D • ONm r' Xz r a Ul v D a co � o m C) i Z ° oo w X m o M m w m o M = r m D m o - 8OC14-5 M D D Z C 00 ago � m D 0 v o z 0 z ,' -iZ a ,' . \ N , Z \ m ° \ / C) _ \ / O O _ ao O m \ Z * O \�/ 00 c D Z v� i7 N 0 --I m m 03 M G) ow m � � Z o �(n z' \ \ w � m 00 Q 0 - Cl) z c - U) c G� / \ Wo r, O `� Z� \ m� oz —i m � \ \ O r' -j G) m / \ z m m D C ( := � �� D._ z ° / / \ —I Un \ = m X _ a \ Un F:m m z n ' \ m �' (n 0c Q �.�. w z m 00 \ M O v z m O �' \\ -nM �n G) =m O z,REC1 m v Z . D m� r- 2 r � m -I v m z� z Z m C= ^�+ QO m x 2 m m r v �'im+ m Ll : Z Lm C O m N 3 v A in 4 O n ^ `I = r N Z to A r rnN Om zN r LA U)O T ^Z^ UJ n z VJ EG m j* m X - O � o _ *77 0 < o L CTI m 0 T U) oX 0� o� z M n m -I < O Z p z 15'-3 v 14'-0 1'-3 zz _7'-6 7'-9 C- o z;rs =o n m r- � Z N O co D N) m 2. EC3 O O rn • � w czn T m HT1 X e M < e U) O co z N m rn ° c.n O �, o c �c • m z o •. D Ovo Z x r x z ° cmD 9 G) z z cn D r m Z w c N C N O r- -.1 C) m m CoCD r o z N) m-41 G� C m v a; C- D o � � \\ E12 z \ / Q, m �>o� 0 n Do M0 D Z z 4 \`� �' /// w O D / z v 0W0 m a \ \ / / � \ z z z \�/O A rn e \ / \ / o m / m o ;o L m rn a• / \ cn 06 / \ C) C, / \ TU F- C— C- cn p m z / / \ Z C 4 / \ .l C T -T11 C Gm m C) -�-� / / \ o cn cn o Z� o // \\ m v C31 � \ D v Z -11 U) G7 / z (� i/ \\ = m M -n (n1 m —I m F-1 C) w z EC4 z m o aj o Im m v D ° p m X C7 N mm 0 s 0 p Z C Z Z (m ` nO m N O m m C x N A c c V. a N mm m O m m c: Z m n Vie. v o ' C N O a r �ZArnr� xm 3 D ' C v " v O p TnT D /� N O D Z /(n A r- V tia o LA (n G) n � z� G) n z EG IS 0 m X .a o 0 Q _ -n co 1 m 0 -t r - 0 L0 CD f` SECONDARY LENGTH TABLE - 1016 MARK QTY LENGTH 80C 14-1 1 6-3 80C 14-2 1 6-3 1/4 80C14-3 j 1 24'-11 3/4 80Z12-1 X 1 1 24-6 1 E80S5-3 EFB43L-2.6 7 v EFB43R-2.6 1 E80S5-1 80Z12-1 X 80C 14-7 CL -3 e MARK 80C14-1 HEIGHT SILL HEIGHT TYPE 1 � � 12'-0 ROLL UP DOOR 2 3'-0 4 4 I PERSONNEL DOOR 3 5'-10 1/2 CL r-- r - U U I I -7 (T'P) ° � � I I I I I r• - m I I co o I I I CD CD co I a I I I I I I 80C14-8 I I - CL -3 CL -3 (Ty I I I I I I I (NP) • p C$ .p a D ' .Q .D Q . p d, D •� . D • Q v • • • p v , • D D• Q• Q, 80C14-2 (U.N.) 8OC14-3 (U.N.) (1) REQUIRED (1) REQUIRED 6-6 _1_ 12'-0 _ _ 6-6 _ 25-0 DATE- 01 RELEASE /REVISION 3/28/2017 0 I PLANS FOR PERMIT CD 50'-0 PLANE ID: 1016 SIDEWALL FRAMING ELEVATION AT LINE C JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: ENGRI DATE VTH/AA / AJ I RM I 05/19/2017 25-0 FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 12'-0 ROLL UP DOOR 2 3'-0 7'-0 PERSONNEL DOOR 3 5'-10 1/2 4'-0 2'-7 5/8 "WINDOW THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION` SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: V20.7 A MMICA-N BUILDINGS - JOB NUMBER: SHEET: a nu>=r IJ€ r W17GO151A E � u � A *FIELD LOCATED I 0 SECONDARY LENGTH TABLE - 1017 MARK QTY LENGTH 80216-1 1 2T-0 80216-2 1 27'-0 1 E80S5-2 EFB43L-2.6 NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE (1)1/2X1 1/4 A325T, (1) 1/2 X 2 3/16A449DE BOLTS UNLESS NOTED. EFB43R-2.6 1 E80S5-4 Iq - o . . .. . o .a • . v . v , y - • C Q C e .O Q •• O Q .. p d. •a p' QV V a e d 80Z16-1 (U.N.) 2'-0 - 2'-0 80Z16-2 (U.N.) (1) REQUIRED LAP TYP U.N. (1) REQUIRED 25'-0 0 50'-0 PLANE ID: 1018, 1017 SIDEWALL FRAMING ELEVATION AT LINE A 25'-0 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. JIM & JAN PETERSON DRAWING STATUS: FOR CONSTRUCTION 8747 MIDWAY x ti DURHAM, CA 95938 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 AM AICAIN BUILDING -S ELITE STEEL BUILDING SYSTEM JOB NUMBER: SHEET: A lmlrct= Mlvul? NO RELEASE / REVISION DWN: / CKD: ENGRI DATE Ol RELEASE / REVISION DWN: / CKD: I ENGRI DATE W17GO151A E M, SM R 1 PLANS FOR CONSTRUCTION JNH / JNH RM 06/28/2017 0 I PLANS FOR PERMIT VTH/AA / AJ I RM 05/19/2017 4 d t & 4 0 NOI RELEASE /REVISION 1 1 PLANS FOR CONSTRUCTION N ERECTION NOTE!!! ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. DOWNSPOUTS: 2 RUNS 50'0 O.C. MAX SPACING FIRST DOWNSPOUT AT 1'0 (1)FDS34-14.4 (1)FDE341 3 FDC341 N N N (3.4)FEC1 (3.4)TGT1 O (0.5)BA-20 DWN: / CKD: I ENGRI DATE NolRELEASE /REVISION JNH / JNH I RM 106/281201710 1 PLANS FOR PERMIT (1)BA-20 50'-0 PLANE ID: 1016 SHEETING PACKAGE: SP1026(SDST) SIDEWALL SHEETING ELEVATION AT LINE C DWN: / CKD: I ENGRI DATE VTHlAA / AJ I RM 05/19/2017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM (0.75)BA-20 I I I I I I I I I I 1'-0 0 FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM (1)FDH2-12.7 1 12'-0 12'-0 ROLL UP DOOR (1.6)FJ15-15.2 (3)FOCF80-12.6 (1)DD3070-1 2 3'-0 7'-0 PERSONNEL DOOR (1)FDH2-3.7 (2)FJ 15-7.4 3 5'-10 1/2 4'-0 DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A IE -14 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. ANtMlC k -A4 BUILDINGS E3MA t,r;s�7 I- 0 v ERECTION NOTEM ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. DOWNSPOUTS: 2 RUNS 50'0 O.C. MAX SPACING FIRST DOWNSPOUT AT 10 (1)FDS34-14.4 (1)FDE341 3 FDC341 (3.4)FEC1 (3.4)TGT1 ---------------------------------------------------------------------------------------------------------------------------------------- N r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I I I I I I I I I I i I I 0l Nil �t �t �t �t Nt �t �t �t - I c0 cD 6 6 c0 6 6 c6 6 cD c6 cD cD cD cfl cD cD N N N N N N N N N N N N N N N N N a a. a a a a a a a a a a a a a a a l J J J J J J J J J J J J J J J J J I i I I I - - --- --v -- - - -- --- - --'- - - --o: --o -- ---- ---- ---.------•� - -.v-•--�--- --. -- -- - - --- - - - ------- I I I I I 1'-0 I �---- Q--: Q-- oQ-Q. Q.-- o .�---D •D------- oQ----- � Q o W. D Q 0 NOI RELEASE /REVISION DWN: / CKD: I ENGRI DATE FNOj RELEASE !REVISION 1 1 PLANS FOR CONSTRUCTION I JNH / JNH I RM 106/28/201710 1 PLANS FOR PERMIT (2.5)BA-20 50'-0 PLANE 17D7.-10717] SHEETING PACKAGE: SP7027(SDST) SIDEWALL SHEETING ELEVATION AT LINE A DWN: / CKD: ENGRI DATE VTH/AA / AJ I RM 05/19/2017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A IE -15 0 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. n r"ialC,A,N- BUILDINGS AZk M, E3 11 4 - . - - -._T_..-- ,__ ••THERS) ;HOR (min.) BASE ANGLE DETAIL BOLTED JOINTS BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS-, DECEMBER 31, 2009. APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS COMMITTEE. SNUG -TIGHT JOINTS UNLESS NOTED OTHERWISE ON THE METAL BUILDING SUPPLIERS ERECTION DRAWINGS, ALL A325 BOLTS ARE USED IN CONNECTIONS DEFINED AS SNUG -TIGHT JOINTS (ST). FOR INSTALLATION IN SNUG -TIGHT JOINTS, ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT BOLT INSERTION WITHOUT UNDUE DAMAGE TO THE THREADS. BOLTS SHALL BE PLACED IN ALL HOLES WITH NUTS THREADED TO COMPLETE THE ASSEMBLY BEFORE COMPACTING THE JOINT TO THE SNUG -TIGHT POSITION, PROGESSING SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. SNUG TIGHT IS THE CONDITION THAT EXISTS WHEN ALL HAVE BEEN PULLED INTO FIRM CONTACT BY THE BOLTS IN THE JOINT AND ALL BOLTS IN THE JOINT HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE USE OF A WRENCH. MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED. PRETENSIONED AND SLIP -CRITICAL JOINTS CONNECTIONS WHICH ARE DEFINED AS PRETENSIONED (PT) OR SLIP -CRITICAL (SC) JOINTS WILL BE AS NOTED ON THE ERECTION DRAWINGS BY THE METAL BUILDING MANUFACTURER OR BY THE ENGINEER OF RECORD. ALL CONNECTIONS WITH A490 BOLTS ARE EITHER PRETENSIONED (PT) OR SLIP -CRITICAL (SC) JOINTS. PRETENSIONED JOINTS ARE TYPICALLY REQUIRED WHEN THE JOINT IS SUBJECT TO SIGNIFICANT LOAD REVERSAL, THE JOINT IS SUBJECT TO FATIGUE LOAD WITH NO LOAD REVERSAL, THE BOLTS ARE SUBJECT TO TENSILE FATIGUE, THE BUILDING SUPPORTS A CRANE OF OVER 5 -TON CAPACITY, OR THE CONNECTION IS PART OF THE SEISMIC LOAD RESISTING SYSTEM AND AISC SEISMIC PROVISIONS (AISC 341) ARE APPLICABLE. THE SEISMIC PROVISIONS ARE APPLICABLE WHEN THE SEISMIC RESPONSE MODIFICATION COEFFICIENT, R, IS TAKEN GREATER THAN 3. LOADINGS FROM WIND OR SNOW ARE NOT CONSIDERED SIGNIFICANT LOAD REVERSAL OR FATIGUE LOADINGS. SLIP CRITICAL JOINTS ARE REQUIRED WHEN SLIP IS DETERMINED TO BE DETRIMENTAL TO THE PERFORMANCE OF THE STRUCTURE. INSTALLATION METHODS PERMITTED FOR PRETENSIONED JOINTS INCLUDE TURN -OF -NUT PRETENSIONING, CALIBRATED WRENCH PRETENSIONING, TWIST -OFF -TYPE TENSION CONTROL BOLT PRETENSIONING, AND DIRECT -TENSION -INDICATOR PRETENSIONING. HOT DIP GALVANIZED CONNECTIONS MAY REQUIRE RE-PRETENSIONING AFTER 5 DAYS OF SETTLING. TURN -OF -NUT PRETENSIONING FIRST TIGHTEN ALL BOLTS IN ACCORDANCE WITH THE ABOVE SNUG -TIGHT PROCEDURE. THEN ROTATE THE NUT OR HEAD BY THE AMOUNT SPECIFIED IN THE BOLT PRETENSION SCHEDULE PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. THE PART NOT TURNED BY THE WRENCH SHALL BE PREVENTED FROM ROTATING DURING THIS OPERATION. IF THE NUT IS TURNED IN THE LOOSENING POSITION THE BOLT MUST BE REMOVED AND REPLACED. PRETENSION VALUES EQUAL TO OR GREATER THAN THE MINIMUM VALUES LISTED IN THE BOLT PRETENSION SCHEDULE ARE REQUIRED. DATE (28/2017 - ROD - BRACING RIGID FRAME SQUARE SQUARE z SAFETY PRECAUTION STAY WELL IN CLEAR OF ALL LOADS BEING MOVED BY ANY TYPE OF LIFTING DEVICE. KEEP HANDS AND FEET CLEAR OF MOVING LOADS. THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE PRIMARY FRAMING PLUMB AND SQUARE. FOR BEST RESULTS, IT IS RECOMMENDED THAT A TRANSIT BE USED WHEN ERECTING THE STRUCTURAL STEEL. BE SURE TO READ THE GENERAL ERECTION GUIDE PRIOR TO COMMENCING ERECTION. BUILDING ALIGNMENT ASTM MINIMUM BOLT PRETENSION SCHEDULE NOMINAL BOLT DIAMETER, de SPECIFIED MINIMUM BOLT PRETENSION, T,T„ KIPS NUT OR HEAD ROTATION FROM SNUG -TIGHT CONDITION ASTM A325 AND F1852 ASTM A490 AND F2280 Lb < 4d 4db< Lb < 8db 1/2" 13 KIPS 16 KIPS 1/3 TURN 1/2 TURN 3/4" 29 KIPS 37 KIPS 7/8" 41 KIPS 51 KIPS 1" 54 KIPS 67 KIPS 11/4" 75 KIPS 107 KIPS (Lt= LENGTH OF BOLT) INSPECTION REQUIREMENTS PRIOR TO START OF WORK: VERIFY ALL FASTENER COMPONENTS CONFORM TO REQUIREMENTS. INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS: VERIFY THAT THE PROPER FASTENER COMPONENTS WERE USED AND THAT THE CONNECTED ELEMENTS WERE FABRICATED PROPERLY. AFTER ASSEMBLY, IT SHALL BE VISUALLY ENSURED THAT THE PLIES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT NECESSARILY IN CONTINUOUS CONTACT, THAT WASHERS, IF REQUIRED, HAVE BEEN USED, AND THAT ALL BOLTS IN THE JOINT HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE TURNING OF THE NUTS WITHOUT THE USE OF A WRENCH. NO FURTHER EVIDENCE OF CONFORMITY IS REQUIRED. INSPECTION REQUIREMENTS FOR TURN -OF -NUT PRETENSIONING,: FOR TURN -OF -NUT PRETENSIONING, IN ADDITION TO THE INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS, THE INSPECTOR SHALL OBSERVE THE PRE -INSTALLATION VERIFICATION TESTING AND MONITOR THE WORK IN PROGRESS TO ENSURE THAT THE BOLTING CREW PROPERLY ROTATES THE TURNED ELEMENT BY THE AMOUNT SPECIFIED IN THE SCHEDULE ALTERNATIVELY, WHEN THE FASTENERS ARE MATCH -MARKED AFTER INITIAL FIT -UP (SNUG -TIGHT CONDITION), VISUAL INSPECTION IS PERMITTED. THE SIDE OF NUTS AND BOLTS THAT HAVE BEEN IMPACTED SUFFICIENTLY TO INDUCE THE MINIMUM PRETENSION LOADS WILL APPEAR SLIGHTLY PEENED. NO FURTHER EVIDENCE OF CONFORMITY IS REQUIRED. BOLT INSTALLATION & INSPECTION NOTES 112"0, 3'4"0, 718"0, 1 "0 & 1114"0 STRUCTURAL BOLTS (A325) RELEASE / REVISION GE01 AA MF91 AA SAFETY NOTES: THE METAL BUILDING SUPPLIER STRONGLY RECOMMENDS THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY ON ANY JOB SITE. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP ENSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF FIRST AID STATIONS AND EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES, THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE POSSIBLE ARE RECOMMENDED ERECTION PRACTICES. THE METAL BUILDING SUPPLIER INTENDS THAT THESE DRAWINGS BE INTERPRETED AND ADMINISTERED WITH SOUND JUDGMENT CONSISTENT WITH GOOD SAFETY PRACTICES. ALL SAFETY PRECAUTIONS, OSHA SAFETY REQUIREMENTS, OR ANY OTHER APPROPRIATE SAFETY REQUIREMENTS, CUSTOMARY OR STATUTORY, MUST BE ADHERED TO, TO ENSURE MAXIMUM WORKER SAFETY. IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF/DECK PANELS, WIPE THEM OFF IMMEDIATELY TO PREVENT SLIPPING OR FALLING. YOU SHOULD MAINTAIN A FIRM, SAFE POSITION WHEN USING ANY TOOL. YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA. DO NOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANY FIBERGLASS SKYLIGHT. IF FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT, USE WALK BOARDS THAT ARE PROPERLY SUPPORTED BY THE BUILDING PURLINS. SAFETY COMMITMENT IA NUT W NUT �l BOLT DIAMETER DIMENSION W 112' 718' 314" 1114" 718' 17/16' 1' 1 516" 11/4' 2' ASTM A3251A325T BOLT IDENTIFICATION THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: JIM & JAN PETERSON FOR CONSTRUCTION 8747 MIDWAY DURHAM, CA 95938 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 AMERICA.' BUILDINGS ELITE STEEL BUILDING SYSTEM JOB NUMBER: SHEET: rr3vrFv' DWN: / CKD: I ENGRI DATE W17GO151A SED -001 .�, , W A3 n HEAD W HEAD all SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIOUES. EAVE STRUT STRUCTURAL FASTENERS) #12X1 114 (6) PER SAVE FRAME BRACE IN PRE -PUNCHED HOLES EAVE STRUT BRACKET (SHOP WELDED) ' EAVE FRAME BRACE EFB COLUMN ' FRAME BRACE TABS TO BE BENT IN FIELD AS REQ. EAVE FRAME BRACE CONNECTION (BYPASS) DIAGONAL HAUNCH CONNECTION FROM EAVE STRUT TO SPLICE PLATE MAP FTER BOLT NSIDE KNEE �.�..�`. �"a �%jPPLIED IF REQUIRED FOR SPLICE PLATE TO EFB -- CONNECTION B R40 AA 11/4' 11/4' i I 114" FROM BOTTOM w ENDWALL RAFTER a "A" 11 ' (4)112 A325T/ STD. FRAME BRACE 3" 1,2 HVHX NUT AND CONNECTION CORNER COLUMN I ` LENGTH WILL VARY BASED UPON 1/2X1 114 A325T/ CONNECTION THICKNESS I 112 HVHX NUT 8DC12- SAFETY PRECAUTION: PER ATTACHMENT TO CHANNEL q OF RIDGE m STAY YVELL IN THE CLEAR OF LOADS BEING MOVED BY ANY TYPE LIFTING N DEVICE. BE SURE TO KEEP HANDS AND FEET CLEAR OF MOVING LOADS. FTER BOLT NSIDE KNEE �.�..�`. �"a �%jPPLIED IF REQUIRED FOR SPLICE PLATE TO EFB -- CONNECTION B R40 AA 11/4' 11/4' i 9116"0 HOLES COLUMN NOT SHOWN FOR CLARITY. 1 4- OF COLUMN VIEW "A -A" ENDWALL RAFTER SPLICE R CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVE EF12 COLUMN TO RAFTER CONNECTION AA A325T BOLTS. (TYP.) R.F. RAFTER BOLT GAGE (SEE CROSS SECTION FOR 9, SIZE AND QUANTITY) SPLICE PLATE 1 1 HAUNCH SPLICE �f A?25T BOLTS) PLATE (RAFTER) (TYPICAL) � II �'• SAFETY PRECAUTION: T > 11$" WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES , II 1 MIN. x E x T FOR ALL JOBS. (BOTH SIDES) HAUNCH SPLICE PLATE (COLUMN) - 9• 2" -I'MIN. R2"xTxW 2" R.F. COLUMN --I'MIN. TYPICAL CONNECTION AT GAPS - Z" 'MIN. 1. SHIMS REOUIRED AT GAPS > 118'. RVARIES x T x W VARIES 2. PLACE NON-TAPERED SHIMS BETWEEN BOLT PAIRS AS REQUIRED IN E E GAPS IN COMPRESSION AREA GREATER THAN 11C AND TACK WELD. 3. TACK WELD NON-TAPERED SHIMS 1' MIN. x E x T BOTH SIDES W BETWEEN T x T x W NON-TAPERED SHIMS TO MEET AISC'FINGER" STYLE. SECTION "A• - 'A' 4. ALL SHIMMING MATERIAL MILD STEEL. (SECTION THROUGH GAP) 5. RIDGE SHIMMING DETAILS SIMILIAR. TYPICAL DIAGONAL HAUNCH SHIMMING MF19 RIGID FRAME �e SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIQUES. EAVE STRUT ' EAVE FRAME BRACE EFB--- FRAME FB-_FRAME BRACE TABS TO BE BENT IN FIELD AS REQ. STRUCTURAL FASTENERS) #12X1 1/4 (6) PER EAVE FRAME BRACE IN PRE -PUNCHED HOLES EAVE FRAME BRACE CONNECTION DETAIL SPLICE PLATE — CONNECT AT SPLICE PLATE BOLT CLOSEST TO INSIDE KNEE NOTE: LONGER BOLT SUPPLIED IF REQUIRED FOR SPLICE PLATE TO EFB - CONNECTION B R40A DIAGONAL HAUNCH CONNECTION FROM EAVE STRUT TO SPLICE PLATE AA SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED EF01 TO USE THE SAFEST AND MOST AA PRODLICTNE ERECTION TECHNIOUES FRAME BRACE 1134 112 A325T/ 112 HVHX NUT 112 A325T/ 112)HVHX NUT (PER BRACKET) I I I I (4)112 A325T/ ((� 112 HVHX NUT ENDWALL COLUMN BRACKET * BK2_ ENDWALL INTERIOR COLUMN BRACKET CONNECTION AT RIDGE DWALL RAFTER I (4)1!2 A325T/ 112 HVHX NUT * SPECIAL BRACKET MUST BE DETAILED FOR R00= SLOPES > 6:12 ENDWALL COLUMN n./1N1 rnw\Ir nAr rr-M "l^.M rn..ur MArTrn SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EOUIPMENT (SEE CROSS SECTION FOR SHOULD ALWAYS MEET OSHA STANDARDS. SIZE AND QUANTITY) EF01A AA STD FRAME BRACE RIDGE PURLIN ENDIVALL RAFTER 112 A325T/ 112 HVHX NUT l+ 35" TO 40' MAX. EF01AA AB CHANNEL BRACE 80C12- FRAME BRACE IBA ENDWALL INTERIOR COLUMN COLD -FORMED, BUILT-UP + (2)112 A325T/ OR HOT ROLLED (BUILT-UP OR HOT ROLLED SHOWN) 112 HVHX NUT (PER BRACKET) 1112' 1112" ENDWALL (4)112 A325T/ BRACKET 112 HVHX NUT BK2_ ENDWALL INTERIOR COLUMN CONNECTION AT RIDGE rCLIP 1 CL43_UR AA pC0 w AY - STRUCTURAL FASTENER(S) #12X1 114 (10) PER CUP EF01 AA EF26Y ENDWALL INTERIOR COLUMN CONNECTION DETAIL AA CHANNEL BRACE AT RIDGE RIDGE RAFTER CONNECTION DETAIL MF22 RIGID FRAME RAFTER AA JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM ATE 01 RELEASE / REVISION I DWN: / GKD: I ENGRI DATE !8/2017 IBI RIDGE PURLIN ENDWALL RAFTER 3" 3' RIDGE SPLICE PLATE I N 114" FROM BOTTOM _ EDGE OF PURLIN WEB s 11 STD. FRAME BRACE 3" AND CONNECTION I 3' 1/2X1 114 A325T/ CHANNEL BRACE I 112 HVHX NUT 8DC12- PER ATTACHMENT TO CHANNEL q OF RIDGE m — N FRAME BRACE IBA (4)112X1 114 A325Tl 3' —J I 112 HVHX NUT cn PER ATTACHMENT TO CL43 UR CLIP w CC +I L,L-4 CL43_UR L 3" FyP) G 9116"0 HOLES COLUMN NOT SHOWN FOR CLARITY. 1 4- OF COLUMN VIEW "A -A" ENDWALL RAFTER SPLICE R CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVE EF12 COLUMN TO RAFTER CONNECTION AA A325T BOLTS. (TYP.) R.F. RAFTER BOLT GAGE (SEE CROSS SECTION FOR 9, SIZE AND QUANTITY) SPLICE PLATE 1 1 HAUNCH SPLICE �f A?25T BOLTS) PLATE (RAFTER) (TYPICAL) � II �'• SAFETY PRECAUTION: T > 11$" WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES , II 1 MIN. x E x T FOR ALL JOBS. (BOTH SIDES) HAUNCH SPLICE PLATE (COLUMN) - 9• 2" -I'MIN. R2"xTxW 2" R.F. COLUMN --I'MIN. TYPICAL CONNECTION AT GAPS - Z" 'MIN. 1. SHIMS REOUIRED AT GAPS > 118'. RVARIES x T x W VARIES 2. PLACE NON-TAPERED SHIMS BETWEEN BOLT PAIRS AS REQUIRED IN E E GAPS IN COMPRESSION AREA GREATER THAN 11C AND TACK WELD. 3. TACK WELD NON-TAPERED SHIMS 1' MIN. x E x T BOTH SIDES W BETWEEN T x T x W NON-TAPERED SHIMS TO MEET AISC'FINGER" STYLE. SECTION "A• - 'A' 4. ALL SHIMMING MATERIAL MILD STEEL. (SECTION THROUGH GAP) 5. RIDGE SHIMMING DETAILS SIMILIAR. TYPICAL DIAGONAL HAUNCH SHIMMING MF19 RIGID FRAME �e SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIQUES. EAVE STRUT ' EAVE FRAME BRACE EFB--- FRAME FB-_FRAME BRACE TABS TO BE BENT IN FIELD AS REQ. STRUCTURAL FASTENERS) #12X1 1/4 (6) PER EAVE FRAME BRACE IN PRE -PUNCHED HOLES EAVE FRAME BRACE CONNECTION DETAIL SPLICE PLATE — CONNECT AT SPLICE PLATE BOLT CLOSEST TO INSIDE KNEE NOTE: LONGER BOLT SUPPLIED IF REQUIRED FOR SPLICE PLATE TO EFB - CONNECTION B R40A DIAGONAL HAUNCH CONNECTION FROM EAVE STRUT TO SPLICE PLATE AA SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED EF01 TO USE THE SAFEST AND MOST AA PRODLICTNE ERECTION TECHNIOUES FRAME BRACE 1134 112 A325T/ 112 HVHX NUT 112 A325T/ 112)HVHX NUT (PER BRACKET) I I I I (4)112 A325T/ ((� 112 HVHX NUT ENDWALL COLUMN BRACKET * BK2_ ENDWALL INTERIOR COLUMN BRACKET CONNECTION AT RIDGE DWALL RAFTER I (4)1!2 A325T/ 112 HVHX NUT * SPECIAL BRACKET MUST BE DETAILED FOR R00= SLOPES > 6:12 ENDWALL COLUMN n./1N1 rnw\Ir nAr rr-M "l^.M rn..ur MArTrn SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EOUIPMENT (SEE CROSS SECTION FOR SHOULD ALWAYS MEET OSHA STANDARDS. SIZE AND QUANTITY) EF01A AA STD FRAME BRACE RIDGE PURLIN ENDIVALL RAFTER 112 A325T/ 112 HVHX NUT l+ 35" TO 40' MAX. EF01AA AB CHANNEL BRACE 80C12- FRAME BRACE IBA ENDWALL INTERIOR COLUMN COLD -FORMED, BUILT-UP + (2)112 A325T/ OR HOT ROLLED (BUILT-UP OR HOT ROLLED SHOWN) 112 HVHX NUT (PER BRACKET) 1112' 1112" ENDWALL (4)112 A325T/ BRACKET 112 HVHX NUT BK2_ ENDWALL INTERIOR COLUMN CONNECTION AT RIDGE rCLIP 1 CL43_UR AA pC0 w AY - STRUCTURAL FASTENER(S) #12X1 114 (10) PER CUP EF01 AA EF26Y ENDWALL INTERIOR COLUMN CONNECTION DETAIL AA CHANNEL BRACE AT RIDGE RIDGE RAFTER CONNECTION DETAIL MF22 RIGID FRAME RAFTER AA JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM ATE 01 RELEASE / REVISION I DWN: / GKD: I ENGRI DATE !8/2017 IBI RIDGE PURLIN ENDWALL RAFTER 3" 3' RIDGE SPLICE PLATE I LUAB J 114" FROM BOTTOM _ EDGE OF PURLIN WEB 11 STD. FRAME BRACE 3" AND CONNECTION I 3' 1/2X1 114 A325T/ CHANNEL BRACE I 112 HVHX NUT 8DC12- PER ATTACHMENT TO CHANNEL q OF RIDGE m — FRAME BRACE IBA (4)112X1 114 A325Tl 3' —J I 112 HVHX NUT PER ATTACHMENT TO CL43 UR CLIP – CL43_UR L 3" FyP) G 114" FROM BOTTOM I EDGE OF PURLIN WES RIDGE PURLIN --� 36' TO 40" MAX r ENDWALL INTERIOR COLUMN CONNECTION AT RIDGE TOP VIEW SAFETY PRECAUTION: STAY WELL IN THE CLEAR OF LOADS BEING MOVED BY ANY TYPE LIFTING DEVICE. BE SURE TO KEEP HANDS AND FEET CLEAR OF MOVINC RIGID FRAME COLUMN STRUCTURAL FASTENER(S) #12X1 114 (10) PER CLIP I EFV 1A • AHrT /1111 TP 1T\II"f � DIAGONAL HAUNCH CONNECTION AT BLDG. EAVE RIGID FRAME THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 AMEBIC: %.,; BUILDINGS JOB NUMBER: SHEET: &,4'L=mm � - W M8M. R 17G0151 A SED 002 I AA AE RAFTER MF11 AA HVHX NUT - TYPICAL CUT WASHER TYPICAL EYE BOLT -, CABLE GRIP WEB OF -� RAFTER CABLE BRACING AT RAFTER WEB CUT WASHER TYPICAL �- HVHX NUT TYPICAL BRACER BWP_ TYPICAL WEB OF COLUMN/RAFTER ROD BRACING AT COLUMN/RAFTER WEB CABLE/ROD BRACING TYPICAL END CONNECTIONS SHOP WELDED PLATE A325(T) BOLT w/HVHX BOLT BRACING ROD PLATE BRCP__ WEB OF COLUMN CONNECTOR (VARIES) ROD BRACING CABLE/ROD vv/BRCP- AT UPPER SHOP WELDED PLATE SIMILAR AT COLUMN BASE AND COLUMN FLANGE HVHX N CUT WA ti vV f'_ 'HX NUT MASHER ROD REQUIRED FOR ROD ASSEMBLY ROD BRACING BRACE CUT WASHER HVHX NUT -5/891BR5- (BR BWPI 5/8 CUT WASHER 5/8 HVHX NUT 3/4' BR6- BWP2 3/4 CUT WASHER 3/4 HVHX NUT 7/891BR7- CPN8 BWP2 7/8 CUT WASHER 7/8 HVHX NUT 1" BR8- BWP3 1 CUT WASHER 1 HVHX NUT 1 I/E BR9- BWP3 1 1/8 CUT WASH Rl 1/8 HVHX NU 1 3-/zBRIO- CPN12 BWP3 1 1/4 CUT WASHERI 1/4 HVHX NU 1 3/s.- BR11- BWP4 1 3/8 CUT WASH Rl 3/8 HVHX NU 1 1/ BR12- BWP4 1 1/2 CUT WASH Rl 1/2 HVHX NU ROD BRACING ASSEMBLY ROD ASSEMBLY UPPER ROD BR - LOWER ROD BR -- 1. R-1. ASSEMBLE THE COUPLING NUT ONTO THE LOWER ROD UNTIL THE ROD EXTENDS TO THE CENTER OF THE COUPLING NUT (1/2 THE LENGTH OF THE COUPLING NUT, PER TABLE BELOW). ROD COUPLING N T DIAMETER 5/8" (BR ) CPN5 3/4" (BR ) CPN6 7/8" (BR 7) CPN7 1" (13RE.) CPN8 1 1/8" (B 9) CPN9 1 1/4" BRO CPN10 1 3/8" (BR 1) CPN11 1 1/2" (BR 2) CPN12 �-- COUPLING NUT LOWER ROD BR - 2. ATTACH THE UPPER ROD TO THE LOWER ROD ASSEMBLY, UNTIL THE ROD IS FULLY SEATED IN THE REMAINING 1/2 OF THE COUPLING NUT. REFER TO DIMENSIONS ABOVE. COLUMN/RAFTER WEB 3. INSTALL THE ROD ASSEMBLY AT COLUMN/RAFTER WEB. 40' OR GREATER ROD ASSEMBLY DETAIL W/COUPLING N r- HVHX Nl 1 f-- CUT WASHER BRACER PROPERLY INSTALLED COUPLING NUT: ROD ENDS BUT A325(T) B HVHX I (T) Cl (SHOP WELE (T) CORNER COLU ENDWALL ROD CONNECTION TO CORNER COLUMN THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. JIM & JAN PETERSON DRAWING STATUS: FOR CONSTRUCTION 8747 MIDWAY DURHAM, CA 95938 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 ,ANTRICAN BUILDINGS ELITE STEEL BUILDING SYSTEM JOB NUMBER: SHEET: rts.aEQ r1`'s^J,*z NO RELEASE /REVISION DWN: /CKD: I ENGRI DATE t401 RELEASE /REVISION I DWN: /CKD: I ENGRI DATE W17GO151A SMt 8Mv R 0 PLANS FOR CONSTRUCTION JNH / JNH RM 06/28/20171 ✓HX NUT YP) UT WASHER YP) ICER P pj- ,im I PRIOR COLUMN BR20 AA REF. DETAIL BR20WAA ON BUILDINGS WITH INSET OR FLUSH GIRTS, THE HORIZONTAL WEB OF THE GIRT FIELD CUT SLOT ROD BRACING BOLT & HVHX NUT OR GIRTS IN A BRACED BAY, WILL HAVE TO BE SLOTTED IN ORDER FOR THE FOR FIELD CONNECTION ROD BRACE TO PULL IN A STRAIGHT LINE FROM THE TOP OF ONE DISTANCE TO TO COLUMN COLUMN TO THE BOTTOM OF THE NEXT COLUMN. INSTALLING THE BRACING _ x SLOT ON GIRT EITHER TO THE INSIDE OR OUTSIDE OF THE GIRTS, TAKES THE BRACING OUT OF IX COLUMN ROD BRACIN (SEE NOTE) A STRAIGHT LINE PULL. THIS DOES NOT ALLOW THE BRACING TO FUNCTION ,,, - "All PROPERLY AND IS AN UNACCEPTABLE ERECTION PROCEDURE. MOVING THE L HOLES IN OR OUT ON THE COLUMN TO ACHIEVE A STRAIGHT LINE PULL IS ALSO _ UNACCEPTABLE. * HVHX NU SLOTTING THE WEB OF THE GIRT TO ACHIEVE THIS STRAIGHT LINE PULL IS THE "A" = NORMALLY 1" (VERIFY 4„ BRACING ROD PLATE ONLY ACCEPTABLE METHOD. TO MARK THE HOLE LOCATION THE FOLLOWING BY MEASURING GIRT OUT SET BRACER BRCP _R METHOD MAY BE USED. ROD DIAMETER BWP_ (w/ COUPLING NUT) CUT WASHE "B" =DISTANCE FROM FACE OPTION 1 1. INSTALL A NYLON STRING IN THE PROPER HOLES AT THE TOP OF ONE OF GIRT TO CENTERLINE #12 SDS TYPICAL REQUIRED FOR ROD ASSEMBLY BRACING ROD PLATE CONNECTION COLUMN TO THE BOTTOM OF THE NEXT COLUMN, RUNNING THE NYLON STRING OF SLOT ON COLUMN. (6) PER SLOT IF SLOTS ARE GREATER THAN 8'-0" APART ROD 0 ROD« BRACER CUT WASHER HVHX NUT BRACING ROD PLAT A325(T) BOLT HVHX NUT TO THE INSIDE OR OUTSIDE OF THE GIRTS. < 4'-O" < 4'-O" BRACIN (wl COUPLING NUT) AT BRCP (L/R) AT BRCP (L/R 2. TIGHTEN THE NYLON STRING LINE SO THERE IS NO SLACK. 5/8" BR5- BWP/ 5/8 CUT WASHER 5/8 HVHX NUl BRCPSR (w/ CPN5) 3. WHERE THE NYLON STRING LINE CROSSES THE WEB OF THE GIRTS, 2" 2„ — — — — ° ° ° ° ° 3/4” BR6- BWP2 3/4 CUT WASHE 3/4 HVHX NU BRCP6R (w/ CPN6) () 1X31/4 A32 11) 1 HVHX N MARK TWO INCHES ON EITHER SIDE OF THIS POINT. SPACING 7/8" BR7- 7/8 CUT WASHE 7/8 HVHX NU BRCP7R (w/ CPN7) 4. USING A SQUARE. MAKE TWO PARALLEL LINES FROM THESE TWO MARKS TMP' 1" BPS- 1 CUT WASHER 1 HVHX NUT BRCP8R (w/ CPN8) ON THE WEB OF THE GIRTS. 11/8"1 BR9- BWP3 11/8 CUT WASHE 1 11/8 HVHX NU BRCP9R (w/ CPN9) (1) 1 1/4X3 A325 w/1 1/4 HV X N T5. AT THE COLUMN, DETERMINE THE MEASUREMENT FROM OUTSIDE GIRT 2" -�- 1 1/4" BR10- 1 1/4 CUT WASHE 1 1/4 HVHX NU RCP10R (w/ CPN10 LINE TO CENTERLINE OF ROD BRACE HOLE. UTILIZE THISGED 12" OR LESS MEASUREMENT AS THE CENTERLINE OF A 1" X 4" SLOT TO BE MADE ° ° ° ° ° NOTE: BETWEEN THE TWO PARALLEL LINES MARKED ON THE WEB OF THE PROPERLY INSTALLED COUPLING NUT: GIRTS. SPACING OPTION 3 ROD AT BRACING ROD PLATE (BRCP_R) AND ROD BRACING (BR_) ENDS BUTT TOGETHER AT THE CENTERLINE OF COUN INE ER ALL GIRTS HAVE BEEN MARKED AND SLOTTED, INSTALL CABLE OR TMP• FIELD REINFORCE GIRT WITH A PIECE OF GA-_ ANGLE, IF SLOTS ARE 12" OR LESS APART BRACING THROUGH THE SLOTS, THROUGH THE BRACE HOLES IN THE CEE OR ZEE GIRT WHEN SLOTS ARE LOCATED AS SHOWN. COLUMNS, AND TIGHTEN. OPTION 2 REINFORCEMENT IS TO EXTEND A MINIMUM NOTE: IF USING GA- _ ANGLE, ORIENTATE 7. VISUALLY CHECK TO SEE THAT THE BRACING IS NOT TOUCHING THE GIRTS 1" BEYOND END OF SLOT. OUTSTANDING LEG TOWARDS THE GIRT AT THE SLOTS. IF IT IS TOUCHING, TRIM OUT THE SLOT AS NECESSARY. IF SLOTS ARE LESS THAN 8'-0" APART FLANGE THAT THE SLOT IS CLOSEST TO. BUT GREATER THAN 12" SINGLE PADDLE, ROD BRACING ASSEMBLY BR20W 8. TIGHTEN BRACING AS NECESSARY TO PLUMB COLUMNS. FIELD SLOTTING GIRTS FOR CROSS BRACING BR03 AA AA PROPERLY INSTALLED COUPLING NUT: ROD ENDS BUT A325(T) B HVHX I (T) Cl (SHOP WELE (T) CORNER COLU ENDWALL ROD CONNECTION TO CORNER COLUMN THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. JIM & JAN PETERSON DRAWING STATUS: FOR CONSTRUCTION 8747 MIDWAY DURHAM, CA 95938 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 ,ANTRICAN BUILDINGS ELITE STEEL BUILDING SYSTEM JOB NUMBER: SHEET: rts.aEQ r1`'s^J,*z NO RELEASE /REVISION DWN: /CKD: I ENGRI DATE t401 RELEASE /REVISION I DWN: /CKD: I ENGRI DATE W17GO151A SMt 8Mv R 0 PLANS FOR CONSTRUCTION JNH / JNH RM 06/28/20171 ✓HX NUT YP) UT WASHER YP) ICER P pj- ,im I PRIOR COLUMN BR20 AA REF. DETAIL BR20WAA RAFTER/COLUMN FLANGE THICKNESS SECONDARY MEMBER GAUGE DOUBLE ENDED BOLT 112" X 2 3116' A449 (NUTS INCLUDED) REQUIRED AT GIRTS OPTIONAL AT PURLINS 112" A325T BOLT REQUIRED FOR LAPPED MEMBERS (REQUIRES 112 HVHX NUT) 1/2' A325T BOLT REQUIRED FOR NON LAPPED MEMBERS (REQUIRES 112 HVHX NUT) < 316' 11-16 112X2 3116 A449 DE 112X1 114 A325T 1/2X1 114 A325T 3,8" 16 1/2X2' 116 A449 DE 112X1 1/4 A325T 112X1 114 A325T 15 112X2 3116 A449 DE 1/2X1 114 A325T 1/2X1 114 A325T 14 112X2 3/16 A449 DE 1/2X1 114 A325T 112X1 114 A325T 13 112X2 3116 A449 DE 112X1 1/4 A325T 112X1 114 A325T 11 12 1/2X2 N16 A449 DE 112X2 A325T 1/2X1 114 A325T 1/2 X 11/4 A307 BHB 11 1/2X2 3116 A449 DE 112X2 A325T 1/2X1 114 A325T 112 X 11/4 A325 16 1/2X2 3116 A449 DE 112X2 A325T 112X1 114 A325T 15 1/2X2 3/16 A449 DE 1/2X2 A325T 112X2 A325T 1t2" 14 1/2X2 3116 A449 DE 112X2 A325T 1/2X2 A325T 13 112X2 3116 A449 DE 112X2 A325T 112X2 A325T 11 12 112X2 3116 A449 DE 1/2x2 A325T 112X2 A325T THE FOLLOWING FLANGE THICKNESS CONNECTIONS REQUIRE THE USE OF SHOP WELDED CLIPS. (SEE CONNECTION DETAILS.) BYPASS SECONDARY FRAMING CONNECTION. BOLT REQUIREMENTS SAFETY PRECAUTION: VARIES EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIOUES. r— PURLIN ENDWALL RAFTER (2)112X1 114 A325T/ 1/2 HVHX NUT OR AS AN OPTION (1)112X1 114 A325T/ 112 HVHX NUT AND (1)112X2 3116 A449 DE MAY VARY SEE BS01AA RAFTER FLANGE THICKNESS GREATER THAN 17 WITH SHOP WELDED CLIP SEE DETAIL RF54AAA PURLIN CONNECTION DETAIL AT ENDWALL FRAME RF03R BYPASS, INSET d FLUSH CONDITION AA WOOD I RIGID FRAME SAFETY PRECAUTION DONT ALLOW BLOCKING TO BE A FALLING HAZARD TO THOSE BENEATH THE ROOF. WORKERS SHOULD WEAR 2" OSHA APPROVED HARD HATS. Straight purlins are a necessity. Zee sections have a natural tendency to roll out of plane and deflect horizontally. This must be corrected by forcing the purlins into proper plane and spacing. Wood blocking is recommended as one method to accomplish this. Purlin Blocking Before installing the roof panels and insulation, be certain that the purlins are straight and at 900 to the slope of the roof. Use wood blocking to assist with purlin alignment if adjustment is needed. Start with one row of temporary blocking in the center of the bay. Use additional rows of blocking if needed to maintain straight purlins. As sheeting progresses to within one panel width of the blocking it should hold the purlins in alignment allowing the blocking to be removed. Move blocking to next bay as the erection progresses. SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EQUIPMENT SHOULD ALWAYS MEET OSHA STANDARDS. v I Iwv I vw %&_ I /1J 1 GIVCR�JJ 1 I r (2) #12X1 1/4 RIDGE BRIDGING CLIP CONNECTION DETAIL INSTALL ADDITIONAL ROOF FASTENERS) AT ANTI -ROLL CLIPS, IF REO'D BY DESIGN 2" NOTCH -- 2 x 6 2" NOTCH Typical construction of wood blocking is shown above. A 2 x 6 minimum board size should be used. Refer to the cross section framing drawings that accompanied the building to determine the purlin size and spacing. Measure the purlin flange and cut notch in board accordingly. PURLIN BLOCKING INTE EAV I (TYPE MAY VARY) SAFETY PRECAUTION: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL SURFACES WITH SHARP EDGES. 1/4 A325T/ 'HX NUT OUIRED PER iTRUT END CONNECTION RF05 LOW/HIGH SIDE SAVE STRUT CONNECTION BYPASS GIRTS RF31 R AA ALL RAFTER/COLUMN FLANGE WIDTHS AA ROOF PANEL PURLIN ROOF MAIN # 2E1% X1 4 0 ANTI -ROLL CLIP RF50A CL -12 = 8" PURLINS I AA CL -13 = 9 1/2" PURLINS CL -14 = 12" PURLINS (FAR SIDE) RF50 � SIMILIAR ENDWALL RAFTER SAFETY PRECAUTION: PUT WORKER SAFETY FIRST. ANTI -ROLL DETAIL RF51 ENDWALL RAFTER LONG SPAN III PANEL BA RELEASE / REVISION JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE 112X 1 114 A325T/ 1/2 HVHX NUT FOR ANTI -ROLL CLIP OR WEB REINFORCEMENT CLIP SAFETY PRECAUTION: PUT WORKER SAFETY FIRST. STANDARD PURLIN LAP BYPASS CONDITION EAVI RAFTER PURLIN o 1217 1 114' 1 1 114" (2)112X1 114 A325T/ RAFTER FLANGE 112 HVHX NUT OR AS AN OPTION THICKNESS GREATER (1)1!2X1 114 A32STI 112 HVHX NUT THAN 112' WITH AND (1)112X2 3116 A449 DE - (TYP) SHOP WELDED CLIPS MAY VARY SEE DETAIL RF54AAA SEE BS01AA RF01 AA SAFETY PRECAUTION: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL SURFACES WITH SHARP EDGES. 114 A325T/ 'HX NUT DUIRED PER 'TRUT END CONNECTION (TYPE MAY VARY) LOW/HIGH SIDE EAVE STRUT CONNECTION BYPASS GIRTS RF32R ALL RAFTER/COLUMN FLANGE WIDTHS AA THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION`=. SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 WERICAN., BUILDINGS JOB NUMBER: SHEET: a rls�s�alcz rrs-011 V W17GO151A SED -004 R:jpke."d 72 I BUTTON HEAD BOLT RAFTER/COLUMN SECONDARY AT WALL WE GIRTS ONLY 112• A32ST BOLT FLANGE MEMBER 1/2' BUTTON HEAD BOLT (NUT INCLUDED) REQUIRED FOR LAPPED AND NON LAPPED MEMBERS THICKNESS GAUGE FIRST GIRT TO SHOP WELDED CLIP (REQUIRES 12 HVHX NUT) (UP THROUGH 1ST GIRT AND SHOP WELDED CLIP) 117 11 112 X 1 114 A307 BHB 112 X 1 1/4 A325 16 1/2 X 11/4 A307 BHB 112 X 11/4 A325 15 112 X 1 114 A307 BHB 112 X 11/4 A325 1/2. 14 112 X 11/4 A307 BNB 112 X 11/4 A325 13 1/2 X 1 114 A307 BHB 112 X 1 1/4 A325 12 12 X 1 114 A307 BHB 112 X 1 114 A325 11 112 X 11/4 A307 BHB 112 X 1 1/4 A325 BYPASS SECONDARY FRAMING CONNECTION. BOLT REQUIREMENTS SAFETY PRECAUTION: VARIES EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIOUES. r— PURLIN ENDWALL RAFTER (2)112X1 114 A325T/ 1/2 HVHX NUT OR AS AN OPTION (1)112X1 114 A325T/ 112 HVHX NUT AND (1)112X2 3116 A449 DE MAY VARY SEE BS01AA RAFTER FLANGE THICKNESS GREATER THAN 17 WITH SHOP WELDED CLIP SEE DETAIL RF54AAA PURLIN CONNECTION DETAIL AT ENDWALL FRAME RF03R BYPASS, INSET d FLUSH CONDITION AA WOOD I RIGID FRAME SAFETY PRECAUTION DONT ALLOW BLOCKING TO BE A FALLING HAZARD TO THOSE BENEATH THE ROOF. WORKERS SHOULD WEAR 2" OSHA APPROVED HARD HATS. Straight purlins are a necessity. Zee sections have a natural tendency to roll out of plane and deflect horizontally. This must be corrected by forcing the purlins into proper plane and spacing. Wood blocking is recommended as one method to accomplish this. Purlin Blocking Before installing the roof panels and insulation, be certain that the purlins are straight and at 900 to the slope of the roof. Use wood blocking to assist with purlin alignment if adjustment is needed. Start with one row of temporary blocking in the center of the bay. Use additional rows of blocking if needed to maintain straight purlins. As sheeting progresses to within one panel width of the blocking it should hold the purlins in alignment allowing the blocking to be removed. Move blocking to next bay as the erection progresses. SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EQUIPMENT SHOULD ALWAYS MEET OSHA STANDARDS. v I Iwv I vw %&_ I /1J 1 GIVCR�JJ 1 I r (2) #12X1 1/4 RIDGE BRIDGING CLIP CONNECTION DETAIL INSTALL ADDITIONAL ROOF FASTENERS) AT ANTI -ROLL CLIPS, IF REO'D BY DESIGN 2" NOTCH -- 2 x 6 2" NOTCH Typical construction of wood blocking is shown above. A 2 x 6 minimum board size should be used. Refer to the cross section framing drawings that accompanied the building to determine the purlin size and spacing. Measure the purlin flange and cut notch in board accordingly. PURLIN BLOCKING INTE EAV I (TYPE MAY VARY) SAFETY PRECAUTION: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL SURFACES WITH SHARP EDGES. 1/4 A325T/ 'HX NUT OUIRED PER iTRUT END CONNECTION RF05 LOW/HIGH SIDE SAVE STRUT CONNECTION BYPASS GIRTS RF31 R AA ALL RAFTER/COLUMN FLANGE WIDTHS AA ROOF PANEL PURLIN ROOF MAIN # 2E1% X1 4 0 ANTI -ROLL CLIP RF50A CL -12 = 8" PURLINS I AA CL -13 = 9 1/2" PURLINS CL -14 = 12" PURLINS (FAR SIDE) RF50 � SIMILIAR ENDWALL RAFTER SAFETY PRECAUTION: PUT WORKER SAFETY FIRST. ANTI -ROLL DETAIL RF51 ENDWALL RAFTER LONG SPAN III PANEL BA RELEASE / REVISION JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE 112X 1 114 A325T/ 1/2 HVHX NUT FOR ANTI -ROLL CLIP OR WEB REINFORCEMENT CLIP SAFETY PRECAUTION: PUT WORKER SAFETY FIRST. STANDARD PURLIN LAP BYPASS CONDITION EAVI RAFTER PURLIN o 1217 1 114' 1 1 114" (2)112X1 114 A325T/ RAFTER FLANGE 112 HVHX NUT OR AS AN OPTION THICKNESS GREATER (1)1!2X1 114 A32STI 112 HVHX NUT THAN 112' WITH AND (1)112X2 3116 A449 DE - (TYP) SHOP WELDED CLIPS MAY VARY SEE DETAIL RF54AAA SEE BS01AA RF01 AA SAFETY PRECAUTION: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL SURFACES WITH SHARP EDGES. 114 A325T/ 'HX NUT DUIRED PER 'TRUT END CONNECTION (TYPE MAY VARY) LOW/HIGH SIDE EAVE STRUT CONNECTION BYPASS GIRTS RF32R ALL RAFTER/COLUMN FLANGE WIDTHS AA THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION`=. SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 WERICAN., BUILDINGS JOB NUMBER: SHEET: a rls�s�alcz rrs-011 V W17GO151A SED -004 R:jpke."d 72 I BOLT REQUIREMENTS FOR SECONDARY FRAMING CONNECTIONS AT COLUMNS (1)112X1 114 A325T/ COLUMN 112 HVHX NUT AND (1)112X2 3116 A449 DE - (TYP.) MAY VARY SEE BS01AA COLUMN FLANGE THICKNESS GREATER THAN 112" WITH SHOP WELDED CLIP SEE DETAIL WFI2RAA I I- 1 114" 1 114' AS REQ') AS REQ'D BYPASS LAPPED ZEE GIRT CONNECTION COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 112" COLU SECTION A 2X1 114 A325T/ VHX NUT 112X1 1/4 A325T/ 112 HVHX NUT (TYP. LAP BOLTS) SAFETY PRECAUTION: IT IS RECOMMENDED THAT ALL WORKERS WEAR STEEL TOE SHOES WITH METOTARSAL GUARD, EYE PROTECTION, AND HARD HATS. SAFETY PRECAUTION: DO NOT STEP, SIT OR CLIMB ON WALL GIRTS OR EAVE STRUTS, FAILURE TO ADHERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. IGID FRAME COLUMN 2 X 6 WOOD BLOCKING (BY OTHERS) GIRT SPACING TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 X 6 MINIMUM BOARD IG SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DETERMINE THE GIRT SIZE AND SPACINGS. INSTALLATION OF THE BUILDING WALLS IS GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING THE WALL SHEETING OR INSULATION, CHECK TO BE SURE THAT THE EAVE STRUT AND GIRTS ARE STRAIGHT AND PLUMB. TO ALIGN THE GIRTS, CUT TEMPORARY WOOD BLOCKING BS02 TO THE PROPER LENGTH AND INSTALL BETWEEN THE LINES OF GIRTS. THIS BLOCKING CAN BE AA MOVED FROM BAY TO BAY WHICH WILL REDUCE THE NUMBER OF PIECES REQUIRED. NORMALLY, ONE LINE OF BLOCKING PER BAY WILL BE SUFFICIENT. 2112" J = J ~ d 3" w a flcc �0 CEE GIRT CONNECTION TO COLUMN FLANGE SECTION A WF02R AA MEI DWN:/CKD:_IENGRI DATE INO 0 PLANS FOR CONSTRUCTION JNH /JNH RM 06/28/2017 COLU SECTION B COLUMN FLANGE SECTION A �— GIRT SAFETY PRECAUTION: DO NOT STEP, SIT OR CLIMB ON WALL GIRTS OR EAVE STRUTS. FAILURE TO ADHERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. GIRT SECTION A ATTACH FIRST GIRT TO COLUMN FLANGE WITH 112 DE BOLT AND (1)112 NUT �I 112X2 3116 A449 DE BOLT NOTE: (2) NUTS ARE SUPPLIED WITH DE BOLT, RESERVE REMAINING NUT SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT LAP. STEP ONE CEE GIRT CONNECTION TO CLIP SHOP WELDED TO COLUMN FLANGE BYPASS CEE GIRT CONNECTION AT CORNER COLUMN TYP. CONNECTION AT CORNER COLUMN OR ANY SINGLE CEE THAT BYPASS COLUMN RELEASE / REVISION 112X1 1/4 A325T/ 12 HVHX NUT (2) PER SECTION B CLIP CL -15 (SHOP WELDED) WF11 R AA DWN: / CKD: I ENGRI DATE GIRT BLOCKING GIRT (SEE STEP ONE) ^.M -r COLUMN FLANGE SECTION B GIRT LAPS OVER GIRT AT COLUMN FLANGE ATTACH TO 112 DE BOLT WITH 112 NUT AND INSTALL 112 A325T BOLT AT REMAINING THROUGH BOTH GIRTS AT COLUMN FLANGE. 114 A325TI qX NUT (TYP.) ARY 501AA STEP TWO BYPASS ZEE GIRT CONNECTION TO COLUMN AT INTERIOR COLUMN COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 112" ENDVVALL COLUMN (2)112X1 114 A325T/ 1/2 HVHX NUT OR AS AN OPTION (1)112X1 114 A325T/ 112 HVHX NUT AND (1)12X2 3116 A449 DE - TYP MAY VARY SEE BS01AA BYPASS CHANNEL ENDWALL INTERIOR COLUMN JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM NO RELEASE /REVISION 112X1 114 A325T/ 112 HVHX NUT CLIP CLA GIRT UTILITY CLIP CLA 112X1 114 A325T/ 112 HVHX NUT (TYP-) CEE COLUMN 8"OR9117GIRTS 112X2 A325T/ 112 HVHX NUT W/ (2) N.T. WASHERS PER BOLT 17 GIRTS 112X2 A325T/ 112 HVHX NUT WI (2) H.T. WASHERS PER BOLT AND CL -4B PER CL -4 MAY VARY SEE BS02AA -4_ J d �0 3'I I, o� Z wo 2112" STRUCTURAL FASTENER 112X1 114 TYP. U.N. 6118' 6118" GIRT EXTENSION ANGLE GEA16 (AELD CUT AS REO -D.) INTERIOR GIRT CONNECTION (COLD FORMED) FLUSH ENDWALL IA F/ TYP. SECTION A NOTE: WITH 1/2 DE BOLT IN PLACE, OUTER ZEE GIRT CAN BE ATTACHED WITH 1/2 A325T BOLT AND ADDITIONAL NUT ON 1/2 DE BOLT. Iizu 31 Io #Alm Zy .-�E BOLT - TYP SEE BS02AA BYPASS GIRT TO COLUMN CONNECTION (LAPPED GIRTS ONL STEP TWO THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS VVF60R ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AA AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: „ FOR CONSTRUCTION" SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 �WERTCAN-, BUIILDINGS JOB NUMBER: SHEET: M. , �- W17GO151A S., , i, : 11'2" A325T BOLT 1/2' A325T BOLT COLUMN SECONDARY DOUBLE ENDED BOLT REQUIRED FOR REQUIRED FOR FLANGE FRAMING REQUIRED LAPPED MEMBERS NON LAPPED MEMBERS THICKNESS GAUGE (SUPPLIED WITH (2) 1/2 HVHX NUT) (REQUIRES 112 HVHX NUT) (REQUIRES 1/2 HVHX NUT) 3/8"1 1 - 16 1/2-X2 3/16 A449 DE 1 /2X 1 114 A325T 1 /2X 1 1/4 A325T 161/2X2 3/16 A449 DE 1/2X1 1/4 A325T 1/2X1 1/4 A325T 15 1/2X2 3/16 A449 DE 1/2X1 1/4 A325T 1/2X1 1/4 A325T 14 1/2X2 3/16 A449 DE 1/2X1 1/4 A325T 1/2X1 1/4 A325T 3/8" 13 1/2X2 3/16 A449 DE 1/2X1 1/4 A325T 1/2X1 1/4 A325T 12 1/2X2 3/16 A449 DE 1/2X2 A325T 1/2X1 1/4 A325T 11 1/2X2 3/16 A449 DE 1/2X2 A325T 112X 1 1/4 A325T 16 1/2X2 3/16 A449 DE 1/2X2 A325T 1/2X1 1/4 A325T 15 1/2X2 3/16 A449 DE 1/2X2 A325T 1!2X2 A325T 14 1/2X2 3/16 A449 DE 1/2X2 A325T 1/2X2 A325T 1/2" 13 1/2X2 3/16 A449 DE 1/2X2 A325T 1/2X2 A325T 12 1/2X2 3/16 A449 DE 1/2X2 A325T 1/2X2 A325T 11 1/2X3 5/8 A307 DE 1/2X2 A325T 1/2X2 A325T 5/8" 11-16 1 /2X3 5/8 A307 DE 1/2X2 A325T 112X2 A325T 11 - 16 1/2X3 5/8 A307 DE 1/2X2 A325T 1/2X2 A325T 16 1/2X3 5/8 A307 DE 1/2X2 A325T 1/2X2 A32ST 1 1/2- 1 1 - 16 1/2X3 5/8 A307 DE SPECIAL ORDER SPECIAL ORDER BOLT REQUIREMENTS FOR SECONDARY FRAMING CONNECTIONS AT COLUMNS (1)112X1 114 A325T/ COLUMN 112 HVHX NUT AND (1)112X2 3116 A449 DE - (TYP.) MAY VARY SEE BS01AA COLUMN FLANGE THICKNESS GREATER THAN 112" WITH SHOP WELDED CLIP SEE DETAIL WFI2RAA I I- 1 114" 1 114' AS REQ') AS REQ'D BYPASS LAPPED ZEE GIRT CONNECTION COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 112" COLU SECTION A 2X1 114 A325T/ VHX NUT 112X1 1/4 A325T/ 112 HVHX NUT (TYP. LAP BOLTS) SAFETY PRECAUTION: IT IS RECOMMENDED THAT ALL WORKERS WEAR STEEL TOE SHOES WITH METOTARSAL GUARD, EYE PROTECTION, AND HARD HATS. SAFETY PRECAUTION: DO NOT STEP, SIT OR CLIMB ON WALL GIRTS OR EAVE STRUTS, FAILURE TO ADHERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. IGID FRAME COLUMN 2 X 6 WOOD BLOCKING (BY OTHERS) GIRT SPACING TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 X 6 MINIMUM BOARD IG SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DETERMINE THE GIRT SIZE AND SPACINGS. INSTALLATION OF THE BUILDING WALLS IS GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING THE WALL SHEETING OR INSULATION, CHECK TO BE SURE THAT THE EAVE STRUT AND GIRTS ARE STRAIGHT AND PLUMB. TO ALIGN THE GIRTS, CUT TEMPORARY WOOD BLOCKING BS02 TO THE PROPER LENGTH AND INSTALL BETWEEN THE LINES OF GIRTS. THIS BLOCKING CAN BE AA MOVED FROM BAY TO BAY WHICH WILL REDUCE THE NUMBER OF PIECES REQUIRED. NORMALLY, ONE LINE OF BLOCKING PER BAY WILL BE SUFFICIENT. 2112" J = J ~ d 3" w a flcc �0 CEE GIRT CONNECTION TO COLUMN FLANGE SECTION A WF02R AA MEI DWN:/CKD:_IENGRI DATE INO 0 PLANS FOR CONSTRUCTION JNH /JNH RM 06/28/2017 COLU SECTION B COLUMN FLANGE SECTION A �— GIRT SAFETY PRECAUTION: DO NOT STEP, SIT OR CLIMB ON WALL GIRTS OR EAVE STRUTS. FAILURE TO ADHERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. GIRT SECTION A ATTACH FIRST GIRT TO COLUMN FLANGE WITH 112 DE BOLT AND (1)112 NUT �I 112X2 3116 A449 DE BOLT NOTE: (2) NUTS ARE SUPPLIED WITH DE BOLT, RESERVE REMAINING NUT SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT LAP. STEP ONE CEE GIRT CONNECTION TO CLIP SHOP WELDED TO COLUMN FLANGE BYPASS CEE GIRT CONNECTION AT CORNER COLUMN TYP. CONNECTION AT CORNER COLUMN OR ANY SINGLE CEE THAT BYPASS COLUMN RELEASE / REVISION 112X1 1/4 A325T/ 12 HVHX NUT (2) PER SECTION B CLIP CL -15 (SHOP WELDED) WF11 R AA DWN: / CKD: I ENGRI DATE GIRT BLOCKING GIRT (SEE STEP ONE) ^.M -r COLUMN FLANGE SECTION B GIRT LAPS OVER GIRT AT COLUMN FLANGE ATTACH TO 112 DE BOLT WITH 112 NUT AND INSTALL 112 A325T BOLT AT REMAINING THROUGH BOTH GIRTS AT COLUMN FLANGE. 114 A325TI qX NUT (TYP.) ARY 501AA STEP TWO BYPASS ZEE GIRT CONNECTION TO COLUMN AT INTERIOR COLUMN COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 112" ENDVVALL COLUMN (2)112X1 114 A325T/ 1/2 HVHX NUT OR AS AN OPTION (1)112X1 114 A325T/ 112 HVHX NUT AND (1)12X2 3116 A449 DE - TYP MAY VARY SEE BS01AA BYPASS CHANNEL ENDWALL INTERIOR COLUMN JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM NO RELEASE /REVISION 112X1 114 A325T/ 112 HVHX NUT CLIP CLA GIRT UTILITY CLIP CLA 112X1 114 A325T/ 112 HVHX NUT (TYP-) CEE COLUMN 8"OR9117GIRTS 112X2 A325T/ 112 HVHX NUT W/ (2) N.T. WASHERS PER BOLT 17 GIRTS 112X2 A325T/ 112 HVHX NUT WI (2) H.T. WASHERS PER BOLT AND CL -4B PER CL -4 MAY VARY SEE BS02AA -4_ J d �0 3'I I, o� Z wo 2112" STRUCTURAL FASTENER 112X1 114 TYP. U.N. 6118' 6118" GIRT EXTENSION ANGLE GEA16 (AELD CUT AS REO -D.) INTERIOR GIRT CONNECTION (COLD FORMED) FLUSH ENDWALL IA F/ TYP. SECTION A NOTE: WITH 1/2 DE BOLT IN PLACE, OUTER ZEE GIRT CAN BE ATTACHED WITH 1/2 A325T BOLT AND ADDITIONAL NUT ON 1/2 DE BOLT. Iizu 31 Io #Alm Zy .-�E BOLT - TYP SEE BS02AA BYPASS GIRT TO COLUMN CONNECTION (LAPPED GIRTS ONL STEP TWO THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS VVF60R ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AA AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: „ FOR CONSTRUCTION" SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 �WERTCAN-, BUIILDINGS JOB NUMBER: SHEET: M. , �- W17GO151A S., , i, : CORP COLL SECTION P INTERIOR COL SECTION A 2X 1 114 A325T/ VHX NUT (1)1!2X2 3116 A449 DE - (TYP.) VARY- BS01AA SAFETY PRECAUTION: WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES FOR ALL JOBS. 1/2X1 114 A325T/ 112 HVHX NUT WITH (2)12 H WASHERS (ONE UNDER THE BOLT HEAD AND ONE UNDER THE NUT) O O FRAME BRACE 112X1 114 A325T/ 1/2 HVHX NUT (NO WASHERS REQUIRED) FRAME BRACE FOR BYPASS PURLINS I GIRTS (2)12X1 114 A325T/ 1/2 HVHX NUT GIRT CONNECTION TO COLUMN FLANGE 114 A325T/ JHX NUT :R CEE SECTION A COLL SECTION E NON -LAPPED BYPASS GIRT CLIP CL -15 (SHOP WELDED) ' "" 4 "' A325T/ T SECTION B GIRT ATTACHES BELOW CLIP AS SHOWN. GIRT CONNECTION TO CLIP SHOP WELDED TO COLUMN FLANGE TYP. AT CORNER COLUMN OR ANY SINGLE BYPASS ZEE TO COLUMN SAFETY PRECAUTION: DO NOT STEP, SIT OR CLIMB ON WALL GIRTS OR EAVE STRUTS. FAILURE TO ADHERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. 12X1 1/4 A325T/ SECTION A 112 HVHX NUT (2) PER CEE CEE GIRT CONNECTION TO COLUMN FLANGE TO COLUMN FLANGE NOI RELEASE / REVISION 0 1 PLANS FOR CONSTRUCTION PURLIN I GIRT INVERTED CLIP CL -3 $ O �j �j FRAME BRACE FB- BOTH SIDES IF THE BUILDING IRED BY DESIGN AS NOTED ON LD NG ERECTION DRAWINGS RAFTER OR COLUMN DWN: / CKD: ENGRI DATE JNH / JNH RM 06/28/2017 COLUMN SECTION B 1/2X1 1/4 A32STI 1/2 HVHX NUT (2) PER CEE CEE GIRT CONNECTION TO CLIP SHOP WELDED TO COLUMN FLANGE BYPASS CEE GIRT TO INTERIOR COLUMN (2)112X1 114 A32STI 112 HVHX NUT OR AS AN OPTION (1)112X1 114 A325T/ 112 HVHX NUT AND (1)112X2 3115 A449 DE - TYP MAY VARY SEE BS01AA 112X1114 A325T/ 112 HVHX NUT W/ (2) H WASHERS PER BOLT FRAME BRACE (AS PER DESIGN) o � � 112X1 114 A325T/ 112 HVHX NUT COLD -FORMED INTERIOR COLUMN FRAME BRACE FOR BYPASS GIRTS RELEASE / REVISION CL15C (SHOP WELDED) SECTION B GIRT dzI 112X1114 A32STI 112 HVHX NUT UTILITY CLIP CLA COLD -FORMED COLUMN WF13R AA (1)1!2X1 114 A325T/ 12 HVHX NUT (1)112X2 3116 A449 DE - (TYP.) MAY VARY SEE BS01AA COLUMN FLANGE THICKNESS GREATER THAN 112' WITH SHOP WELDED CLIP SEE DETAIL WF1 BYPASS NON -LAPPED GIRT CONNECTION TO COLUMN AT COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO 11T NOT REQUIRED IF OPEN ENDWALL COLUMN GIRT rowto ENDWALL GIRT DEPTH CORNER COLUMN 112X1 114 A325T/ (1)1/2X1 114 A325T/ 112 HVHX NUT 12 HVHX NUT AND (1)12X2 3116 A449 DE - (TYP.) I MAY VARY SEE BS01AA COLUMN FLANGE THICKNESS GREATER THAN 12" WITH SHOP WELDED CLIP SEE DETAIL WF58W J = NOT REQUIRED IF w OPEN SIDEWALL w $ o 2114 • CLIP CL -2 AT 8' BYPASS ENDWALL 112' AT 9112' BYPASS ENDWALL CORNER GIRT CONNECTION BEAM & COLUMN CORNER COLUMN WF01 RR BYPASS SIDEWALL I BYPASS ENDWALL AA JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 DWN: CKD: ENGR DATE ELITE STEEL BUILDING SYSTEM / 112X1 12 (2) PER CEE C L-3 r "x I L_u y`lr C BY-PASS NON -LAPPED GIRT CONNECTION TO COLUMN TYPE V ENDWALL BOTTOM GIRT THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION A SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 A.)vlERlCkN BUILDINGS JOB NUMBER: SHEET: a rtL��alca rrri VII �, 17 G 0151 A SED 0 0 6 to J/GBDBK t USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR TO CIRCULATE. PANEL STORAGE GE51 LONG SPAN III, ARCHITECTURAL 111, AND MULTI -RIB PANELS AA NOI RELEASE /REVISION 0 1 PLANS FOR CONSTRUCTION )WN USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR TO CIRCULATE. LONG SPAN III PANELS (MULTI RIB SIMILAR) \ \ TARP OR PLASTIC COVER `— USE SPACERS BETWEEN BUNDLES BLOCK ABOVE GROUND PANEL STORAGE RC51 LONG SPAN 111 (MULTI RIB SIMILAR) BB DWN: / CKD: ENGR DATE O RELEASE /REVISION DWN: / CKD: ENGR DATE JNH / JNH RM 06/28/2017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM i DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A ISED-007 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. h ANMERICAN.N BUI INGS e�rrts�aEt� M►# R. MACC A1.1/-1 C /CAVI\A/AI 1 BASE ANGLE DETAIL THINGS TO REMEMBER 1. THINK SAFETY. 2. CARE FOR PANELS IN ACCORDANCE WITH ERECTION GUIDE. 3. ALIGN GIRT. 4. PLUMB FIRST AND EVERY PANEL. 5. CHECK COVERAGE ON EVERY PANEL. 6. FOLLOW SCREW ATTACHMENT SEQUENCE: TRAILING TO LEADING. TOP TO BOTTOM. 7. DO NOT EXCEED INSULATION THICKNESS (4" MAX.). 8. DO NOT "RATCHET" OR OVERTIGHTEN WALL PANEL SCREWS. THIS WILL CAUSE "DIMPLING". 9. USE THE FLAT OF THE LONGSPAN PANEL TO APPLY PRESSURE WHEN INSTALLING. (SEE EXAMPLE) 10. DO NOT USE ABRASIVE SAWS OR OTHER CUTTING TOOLS WHICH PRODUCE HOT METAL PARTICLES OR BURNED EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND WILL VOI ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. PANEL INSTALLATION NOTES LONG SPAN III WALL PANELS NOTE: 1. OUTSIDE CLOSURE, AOLVAVPOILOAI REQUIRED FOR BUILDING SLOPES 1 112 :12 OR LESS 2. CAP FLASHING, FCP1 REQUIRED FOR BUILDING SLOPES GREATER THAN 1 112 :12 PANEL CLOSURE DETAIL AT RAKE FBC-1 CAP FLASHING FCP1 (SEE NOTE 2) ARCHITECTURAL III, ARCHITECTURAL "V" RIB OR LONG SPAN III WALLS NOI RELEASE /REVISION 0 I PLANS FOR CONSTRUCTION WALL TRIM FASTENER(S) #14X3!4 1'-0" O.C. OSURE 1) DWN: / CKD: I ENGRI DATE JNH / JNH I RM 06/28/2017 WALL PANEL WALL MAIN FASTENER(S) #12X1 114 1'-0' O.C. INSIDE CLOSURE * (IF ORDERED) BASE ANGLE BA -20 GRADE TAPE MASTIC URETHANE CAULK BASE FASTENER (BY OTHERS) 3/4 TM GTS 114"0 CONCRETE ANCHOR (Min.) 3'-0" O.C. (Max.) EAVE CLOSURE EAVE CLOSURE FLASHING FLASHING 7 EAVE SUPPORT I FLASHING **sl C1 112'± OVERHANG 4 a . • • • a EAVE STRUT e Z f 2" C �+ I BLIND RIVET a 1/8 RIVET (3) PER LAP I I OUTSIDE CLOSURE l�E =_I% d LOAI * CLOSURES AT BASE ARE NON-STANDARD UNLESS SPECIFICALLY ORDERED. SECTION AT BASE ANGLE ARCHITECTURAL III, ARCHITECTURAL' V' RIB OR LONG SPAN III WALLS GUTTER TGT1 2° �P• LAP BLIND RIVET --� 1/8 RIVET (12) PER LAP (2) 1/4-0 BEADS OF GUTTER SEAL EACH LAP GTS GUTTER LAP BLIND RIVET 1/8 RIVET (12) PER LAP FASTENERS AT GUTTER LAP AND ENDCAP Em GUTTER TGT1 U -J) LONG SPAN III PANEL OUTSIDE CLOSURE INSTALLATION AT EAVE LONG SPAN III WALLS GUTTER CLIP COVER TRIM TCGC (REQUIRED AT PAINTED ROOFS ONLY) STANDARD GUTTER TGT1 GUTTER CLIP CGB_ FOR LOC -SEAM AND STANDING SEAM CGBL_ FOR LONG SPAN III * PLACE GUTTER CLIP IN FLAT OF PANEL. ENSURE ATTACHMENT OF SCREW THROUGH EAVE SUPPORT TRIM FOR LOC -SEAM AND STANDING SEAM. THROUGH EAVE MEMBER FOR LONG SPAN III ROOF. GUTTER CLIP GC -A GUTTER ENDCAP GE1 EA37 AB GUTTER LAP AND GUTTER ENDCAP FASTENER DETAIL GT07 GUTTER CLIP PLACEMENT DETAIL GT1BA LONG SPAN III PANEL (TYP.) WALL STITCH FASTENER(S) (TYP. AT SIDELAPS, SEE NOTE 2) #14X3/4 2'-0" O.C. VERTICALLY DETAIL "A" AA AA GOOD ALIGNMENT OF THE FASTENERS WILL GIVE A PROFESSIONAL APPEARANCE OF SHEET INSTALLATION. THIS CAN BE ACCOMPLISHED BY PRE -DRILLING HOLES IN THE SHEETS AT IDENTICAL LOCATIONS. UP TO 15 SHEETS CAN BE STACKED TOGETHER AND DRILLED USING A TEMPLATE SHEET. USE 1/8" OR 5/32" DIAMETER DRILL BIT FOR SHEET TO STRUCTURAL FASTENERS. AND A 1/4" DIAMETER BIT FOR THE SIDELAP CLEARANCE HOLES. GIRT,BASE ANGLE, EAVE STRUT OR CLEAN METAL FILINGS OFF PANEL SURFACES AFTER DRILLING TO AVOID RUST STAINS. GABLE ANGLE THE TEMPLATE SHEET SHOULD BE LAID OUT IN ACCORDANCE WITH THE BUILDING ERECTION WALL MAIN FASTENER(S) DRAWINGS. SINCE PRE -DRILLING WILL "HAND" THE SHEETS IT IS NECESSARY TO SELECT THE (TYP. SEE NOTE 1) END OF THE BUILDING FROM WHICH THE SHEETING IS TO BEGIN. PRIOR TO DRILLING THE #12X1 1/4 TEMPLATE SHEET IT SHOULD BE CHECKED FOR PROPER HOLE LOCATIONS AGAINST THE 1'-0" O.C. BUILDING FRAMEWORK. BE SURE THERE IS NO SAG IN THE PURLINS OR GIRTS. r�rTw.9 "w" PRE DRILLED NOTE: 1. WALL FASTENER(S) REQUIRED AT SIDEWALL AND ENDWALL GIRTS, BASE ANGLE, EAVE STRUT AND GABLE ANGLE. FASTENER LAYOUT SHOWN ALSO APPLIES FOR LINER AND PARTITION PANELS. 2. PANEL STITCH FASTENER(S) AS SHOWN REO'D. ONLY AT PANEL SIDELAPS OR AT FLASHING LAPS AND FLASHING TO PANEL CONNECTIONS. FASTENER LAYOUT LONG SPAN III WALLS RELEASE / REVISION TEMPLATE SHEET--,,,\ SAFETY PRECAUTION: ALWAYS WEAR OSHA APPROVED EYE PROTECTION WHEN OPERATING DRILLS O OR ELECTRIC SCREW GUNS. NOTE: SEE FASTENER LAYOUT WCOSAB STACKED SHEETS TO BE DRILLED OUTSIDE CORNER FLASHING LONG SPAN III WALLS SAFETY PRECAUTION: WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES FOR ALL JOBS. 1••••� • • • • • • f 4••••••••••••1 INSULATION r� BLIND RIVET 1/8 RIVET (6) PER LAP (TYP.) FL08 AB I� I� TRIM INSULATION AND TURN VINYL BACK. INSULATION I I II MUST NOT BE EXPOSED TO WALL PANEL WEATHER. �II II 11 II II II BASE ANGLE NOTE: BASE MEMBER MAY BE DIFFERENT FROM WHAT IS SHOWN. SUGGESTED INSULATION DETAIL AT WALL PANEL BASE I -----KEEP ENDS OF PANELS ALIGNED THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS WC05 PRE -DRILLING FOR FASTENER LOCATIONS WC08 ON THESE DRAWINGS IS EMPLOYED AB LONG SPAN III WALL PANELS AB BY THE MANUFACTURER JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION° SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 ANIERICAIN BUILDINGS JOB NUMBER: SHEET:,��,�;,�. W17G015 - �� m a , CLAMP AND WOOD BLOCKING BY OTHERS (SUGGESTED) FASTENER SEQUENCE NOI RELEASE /REVISION 0 1 PLANS FOR CONSTRUCTION WOOD BLOCKING (BY OTHERS) EAVE STRUT LONG SPAN III PANELS CORNER FLASHING FCR WOOD BLOCKING j BLANKET INSULATION (BY OTHERS) ARCHITECTURAL III PANEL SHOWN, LONG SPAN III & ARCHITECTURAL "V" RIB PANELS SIMILAR BASE ANGLE CORNER FBC-1 rRAKE FLASHING i WALL TRIM FASTENER(S) #14X3/4 1'-0" O.C. AT PANEL RIBS GIRT (SEE NOTE 5) WALL TRIM FASTENER(S) #14X3/4 2'-0" O.C. AT PANEL SIDELAPS WALL MAIN FASTENER(S) #12X1 1/4 1'-O O.C. �- BASE ANGLE BA -20 GENERAL NOTES: 1. CROWD OR STRETCH PANELS SLIGHTLY AS NECESSARY TO MAINTAIN 3'-0" COVERAGE PER PANEL. 2. PANELS MUST BE INSTALLED SQUARE WITH BUILDING FRAME. 3. PANEL SIDELAPS STITCHED 2'-O" ON CENTER WITH #14 WALL FASTENERS. 4. USE TOUCH UP PAINT WITH AN ARTIST TYPE BRUSH. DO NOT USE AEROSOL TYPE PAINT FOR TOUCH UP. 5. GIRTS ARE TO BE BLOCKED TO MAINTAIN VERTICAL GIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT FLANGES WILL CAUSE DIMPLING OF PANELS AT SCREW LOCATIONS. TYPICAL CORNER DETAIL AT PANELS LONG SPAN III WALL PANELS BUILDING STRUCTURAL LINE (GIRT LINE) 1 17/32" WALL MAIN FASTENER(S) �j #12X1 1/4 vALONG SPAN III PANEL Pt. MAJOR RIB (OVERLAPPING RIB) BUILDING STRUCTURAL LINE (GIRT LINE) 1/4" I 1/2" WALL MAIN FASTENER(S) LARCHITECTURAL III # 12X 1 114 PANEL 1'-0" O.C. " MAINTAIN EQUAL SPACING UP THE ENTIRE PANEL LAP. LONG SPAN III PANEL BEARING RIB (TYP. U.N.) OVERLAPPING ARCH. III PANEL 7 RIB OVERLAPPING RIB (TYP. U.N.) EQ. EQ. EQ. EQ. ct 1/8"0 HOLE 1/8"0 HOLE LONG SPAN III PANEL LAP AND ARCHITECTURAL III PANEL LAP AND PRE -DRILLED HOLE DETAIL PRE -DRILLED HOLE DETAIL LONG SPAN III PANEL SHOWN, MULTI RIB SIMILAR DWN: / CKD: ENGRI DATE O JNH / JNH I RM 06/28/2017 'RE -DRILLING OVERLAPPING RIB FOR STITCH SCREW: �S SHOWN WILL INSURE ALL SCREWS ARE ALIGNED. TOTE! TO AVOID DIMPLING DO NOT OVER TORQUE CREWS. RELEASE / REVISION mLeMe 0 TIM _ I `_ __ _ - __ _ _ ----- a_ LONG SPAN III PANEL CORNER FLASHING FCR WALL MAIN FASTENER(S) (TYP) #12X1 1/4 1'-0" O.C. 11 GIRT LINE OR STRUCTURAL LINE WALL TRIM FASTENER(S) #14X314 2'-0" O.C. BLIND RIVET TYPICAL 1/8 RIVET (6) PER FLASHING LAP CORNER FLASHING DETAIL (OUTSIDE) LONG SPAN III WALLS 310 LONG SPAN OUTSIDE CLOSURE LORI LONG SPAN INSIDE CLOSURE AOLI 1�1 6to 1 WC21 AB WALL FASTENERS BACKLAPPING THE PANELS VOR 2' IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING WIDTH AND LENGTH. ON THE SIDEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED. ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS. '7'10'� RIp�E 1 "o NOTE: ENDWALL PANELS SHOWN, SIDEWALLS PANELS SIMILAR LONG SPAN III SHOWN, ARHITECTURAL III & ARCHITECTURAL "V" RIB SIMILAR. PANEL BACKLAPPING ARCHITECTURAL III, ARCHITECTURAL "V" RIB OR LONG SPAN III WALLS DESCRIPTION #12 X 1 1/4 SELF DRILLING CARBON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK NO. #12X1 1/4 SDHH APPLICATION CLIPS AT OVERHEAD DOORS, WALK DOORS, ETC. MISCELLANEOUS FASTENERS DESCRIPTION 1/8' BLIND RIVET MARK NO. 1/8 RIVET APPLICATION FLASHING LAPS AND FLASHING TO PANEL CONNECTIONS WC75 AB SPECIAL CONDITION FASTENERS DESCRIPTION 412 X 1 114 TEK4 SELF DRILLING CARBON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK NO. 012X1 1/4 SDHHT4 APPLICATION (STEEL THICKNESSES GREATER THAN 12 GA. AND UP TO AND INCLUDING 114-) FIELD STRUCTURAL ATTACHMENTS DESCRIPTION DESCRIPTICN #12 X 1 1/4 3/16 DIAMETER RIVET WITH WASHER DESCRIPTION SELF DRILLING COLOR MATCHING HEX HEAD MARK NO. SRV -1 #12 X 1 1/2 TEK5 FASTENER WITHOUT WASHER SELF DRILLING CARBON STEEL HEX HEAD MARK NO. #12X1 1/4 SDHH APPLICATION FASTENER WITHOUT WASHER 6� 1 APPLICATION SIDELIGHT SIDELAP CONNECTIONMARK NO. #12X1 1/2 SDHHT5S 1/ SHEET TO STRUCTURAL CONNECTIONS APPLICA 7 ION (BASE & GABLE ANGLE, GIRTS, EAVE (STEEL THICKNESSES GREATER THAN 1/4' STRUTS, ETC.) AND UP TO AND INCLUDING 112') FIELD STRUCTURAL ATTACHMENTS DESCRIPTION DESCRIPTION #14 X 3/4 Zil 010 X 1/2 zu SELF DRILLING COLOR MATCHING HEX HEAD SELF TAPPING CARBON STEEL HEX DESCRIPTION FASTENER WITHOUT WASHER HEAD FASTENER WITHOUT WASHER #10 X 1 1/2 MARK NO. 014X314 SDHH MARK NO. PlOX1/2 STHH � SELF TAPPING CARBON STEEL HEX HEAD APPLICATION APPLICATION FASTENER WITH WASHER ✓ MARK NO. #10X1 112 STHHW PANEL SIDELAP CONNECTIONS, FLASHING TO WINDOW JAMB MULLIONS PANEL CONNECTIONS AND OTHER SHEET TO r APPLICATION SHEET CONNECTIONS TR R PANELS TO WOOD S UCTU E. (1/4' HEX HEAD SOCKET REQUIRED) NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5/16" HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES WC61 LONGSPAN WALLS AB BUILDING STRUCTURAL PRIOR TO WALL SHEETING ALIGN WALL GIRTS AS SHOWN IN GE03/AA. LINE (GIRT LINE) THE REGISTERED PROFESSIONAL 1/2" INSULATION (BY OTHERS) IF REQUIRED, SHOULD BE INSTALLED PRIOR TO THE PANEL INSTALLATION AND CONTINUED IN THE SAME MANNER AS SHEETING ARCHITECTURAL PROGRESSES ALONG TI4E WALL. "V" RIB PANEL WC64 INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE LONG SPAN III, ARCHITECTURAL III OR ARCHITECTURAL "V" PANEL RIB WITH THE STRUCTURAL OR GIRT LINE AS SHOWN. IT IS EXTREMELY AB IMPORTANT THAT THE FIRST WALL PANEL BE INSTALLED PLUMB. USE A SPIRIT BY THE MANUFACTURER AND DOES NOT SERVE AS LEVEL OR TRANSIT ON EACH PANEL. IT IS RECOMMENDED THAT A SMALL WEDGE/SPACER BE PLACED UNDER THE PANEL AT THE BASE ANGLE. APPLY ALX1 IN WALL MAIN FASTENERS) THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FASTENERS AT ALL #12O.C. STRUCTURAL WALL MEMBERS BEGINNING WITH THE TOP MOST ATTACHMENT AND PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEQUENCE). ENGINEER OF RECORD AND SHALL REMOVE THE WEDGE/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. DO NOT ERECT PANEL BY ATTACHING AT BOTH ENDS WORKING TO THE MIDDLE OF ARCH. 'V' RIB PANEL THE PANEL THIS PROCEDURE PROMOTES "OIL CANNING. (TYP. U.N.) BEARING RIBINSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL (AS SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME FOR CONSTRUCTION MANNER AS THE FIRST PANEL. CONTINUE TO SHEET THE WALL USING THIS 7 PROCEDURE. CUT PANELS AT DOORS, WINDOWS, LOUVERS AND OTHER WALL OVERLAPPING RIB OPENINGS AS REQUIRED. EQ. EQ. SHEETING CAN USUALLY BE STARTED FROM EITHER END OF THE BUILDING AND �. CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT 1/8"0 HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF THE PREVAILING VIEW, THE OVERLAP LINE AT THE SIDELAP OF EVERY PANEL ARCHITECTURAL "V" RIB PANEL LAP WILL BE LESS VISIBLE. THE SAME PRINCIPLE CAN BE APPLIED WHERE HEAVY AND PRE -DRILLED HOLE DETAIL PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD DWN: / CKD: I ENGRI DATE SIDE (DOWNWARD SIDE) OF THE PANEL RIB. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS WALL PANEL INSTALLATION WC64 ON THESE DRAWINGS IS EMPLOYED LONG SPAN III, ARCHITECTURAL III OR ARCHITECTURAL "V" RIB WALL PANELS AB BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. JIM &JAN PETERSON DRAWING STATUS: FOR CONSTRUCTION 8747 MIDWAY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 DURHAM, CA 95938 ,A> MICAN BU.ILDINC;S ELITE STEEL BUILDING SYSTEM JOB NUMBER: SHEET: rr'Wl.4'w* W17GO151A S M. R t.M.,El R DATE [NO 06/28/2017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM RELEASE I REVISION I DWN: I CKD: I ENGRI DATE THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS:` FOR CONSTRUCTION�:� SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 XkiERICkN., BUILDINGS JOB NUMBER: SHEET:,.�,�� W17GO151A S ROOF AND WALL PANELS ROOF PANEL BUNDLE SPREADER BAR (LOCATE OVER RIGID FRAME) ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH MERIT CAUTIOUS CARE IN HANDLING. SAFETY PRECAUTION: STAY WELL IN THE CLEAR OF LOADS _ — — — -' _ UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BEING MOVED BY ANY TYPE LIFTING — BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO DEVICE. BESURE TO KEEP HANDS AND FEET CLEAR of MOVING LOADS. C ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH ENOUGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS DETAIL "A" GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN. RIGID FRAME PURLINS BLOCKING ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN (TO PREVENT PURLINS WATER IS TRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. PANEL MANUFACTURER EXERCISES PACKAGE FROM ROLLING OVER EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL UNDER WEIGHT OF STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION PANEL PACKAGE.) OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS DISCOLORATION CAUSED BY TRAPPED PURLIN ,_ MOISTURE IS OFTEN CALLED WET STORAGE STAIN. THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE DETAIL "A" RAFTER IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THEIR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE. THEREFORE, IT IS IMPERATIVE THAT ALL TO FACILITATE THE HANDLING OF THE ROOF PANELS, PANEL BUNDLES CAN BE LIFTED PANELS BE INSPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER. IF MOISTURE IS PRESENT, DRY AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO THE PANELS AT ONCE AND STORE IN A DRY, WARM PLACE, IF POSSIBLE. PREVENT THE PURLINS FROM ROLLING OVER. DO NOT SLIDE BUNDLED PANELS ALONG ROOF WHEN HANDLING OR UNCRATING THE PANELS, LIFT, RATHER THAN SLIDE, THEM APART. BURRING FRAMING. WHEN LIFTING BUNDLED SHEETS, MAKE CERTAIN THAT THE BUNDLE IS ADEQUATELY EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER SUPPORTED. AS A RULE WHEN LIFTING, NO MORE THAN 1/3 OF THE LENGTH OF THE PANEL ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. SHOULD BE LEFT UNSUPPORTED. ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB REFER TO ERECTION DRAWINGS FOR THE ROOF PANEL MARKINGS AND STAGE SUPERVISION. BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANEL HANDLING AND SPEED THE ERECTION PROCEDURE. CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING SURFACE. WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DE -W, FROST OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. PANEL STORAGE ON ROOF RC54 PANEL STORAGE NOTES RC95 AA AA GUTTER BEND ALONG DASHED LINE CUT ALONG SOLID LINE 1/2" 3" GUTTER DOWNSPOUT FDS34-14.4 i o OR ELBOW FDE341 GTS BLIND RIVET 1/8 RIVET (6) REQUIRED DOWNSPOUT FDS34-14.4 BLIND RIVET (4) 1/8 RIVET 1/8 TUBE GUTTER SEAL GTS DOWNSPOUT OUTLET DETAIL GT01W RIVET LOCATIONS AT DOWNSPOUT LAP OR ELBOW GT04W AA j AA GUTTER GUTTER ELBOW FDE341 ELBOW DOWNSPOUT CLIP FDE341 FDC341 6'-0" O.C. GUTTER DOWNSPOUT TURNOUT DOWNSPOUT (FIELD CUT) DOWNSPOUT BLIND RIVET DOWNSPOUT CLIP FDS34-14.4 1/8 RIVET DOWNSPOUT CLIP FDC341 (2) PER CLIP TO FDC341 NP TYR WALL PANEL 5-0' O.C., TYP DOWNSPOUT 6'-0" O.C., TYP DOWNSPOUT FDS34-14.4 FDS34-14.4 TYP. SIDEWALL PANEL BLIND RIVET BLIND RIVET SEE (GT03-j SEE (GT03_.) TYP. NOTE: BLIND RIVET USE 118 TUBE GUTTER SEAL AT 1/8 RIVET ELBOW DOWNSPOUT TO GUTTER CONNECTION ELBOW (2) PER CLIP TO FDEN1 FDE341 DOWNSPOUT RETURN at WALLS RETURN at OPEN WALL 8 OVERHANGS DOWNSPOUT DETAILS GTIIVV SECTION THROUGH DOWNSPOUT GT03W AA AA R DATE [NO 06/28/2017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM RELEASE I REVISION I DWN: I CKD: I ENGRI DATE THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS:` FOR CONSTRUCTION�:� SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 XkiERICkN., BUILDINGS JOB NUMBER: SHEET:,.�,�� W17GO151A S CAL INSIDE CLOSURE CAULKING DETAIL LONG SPAN III SHOWN - ARCHITECTURAL III & ARCHITECTURAL "V" RIB SIMILAR ROOF PANEL EAVE CLOSURE FLASHING WALL PANEL �r SULATION ISULATION NOTE: SEE APPROPRIATE EAVE DETAILS FOR ROOF FASTENER(S) MASTIC AND FASTENER LOCATION (B) SEE CHART BELOW ENSURE ATTACHMENT OF SCREW THROUGH EAVE SUPPORT MEMBER TAPE MASTIC GUTTER CLIP COVER TRIM 314 TM TCGC T LENGTH (REQUIRED AT PAINTED (PLACE UNDER CLIP) ROOFS ONLY) ROOF PANEL GUTTER CLIP (C) SEE CHART BELOW 3'-0' O.C. VARIES PLACE IN FLAT OF PANEL ROOF FASTENER(S) I EAVE MEMBER (A) SEE CHART BELOW GUTTER TGT1 OPTIONAL ROOF FASTENER(S) (A) SEE CHART BELOW GUTTER CLIP MUST BE PRE-INSTALLED GC -A 3'-0' O.C. • Long Span gutter clips are only FACE OF FLASHING designed for wall panel depths of 11/4'. (OP, A3P, AVP, etc...) Gutter clips for all other wall panel depths will have to be special detailed. ROOF PANEL ROOF FASTENER (A) 1 PER CLIP ROOF FASTENER (6) 1 PER CLIP GUTTER CLIP (C} LONG SPAN III (OP) #14X314 912X1 114 'CGBL_ STANDARD GUTTER DETAIL LONG SPAN III ROOFS STEP 1. SEE INSTRUCTION NO. 5 STEP 2 SEE INSTRUCTION NO. 5 SEE NOTE SEE NOTE NO RELEASE /REVISION 0 PLANS FOR CONSTRUCTION _ EAVE CLOSURE FLASHING WALL FASTENER(S) f 14X 3/4 1 '-0" O.C. NOTE: SHADOW PANEL INSTALLATION SHALL VARY FROM THE DETAILS SHOWN. SEE THE SHADOW PANEL ERECTION DRAWINGS FOR FASTENER AND FLASHING DETAILS. DWN: / CKD: I ENGRI DATE JNH ! JNH RM 06/28/2017 RELEASE / REVISION E SEE APPROPRIATE FASTENER LAYOUT AT EAVE (EA26BA) ROOF MAIN FASTENER(S) #12X1 114 TAPE MASTIC 112 TM (TOP & BOTTOM OF CLOSURE) SAVE CLOSURE FLASHING FEC WALL MAIN FASTENER(S) #12X1 114 1'-0" O.C. WALL TRIM FASTENER(S) K 14X314 V-0' O.C. WALL PANEL LONG SPAN III PANEL INSIDE CLOSURE AOU EAVE STRUT OUTSIDE CLOSURE AOLIIAVPOtLOAI SECTION AT SIMPLE EAVE WITH SHEETED SIDEWALL LONG SPAN III ROOF 1 ARCHITECTURAL III, ARCHITECTURAL "V" RIB OR LONG SPAN III WALLS STEP 3. SEE INSTRUCTION NO. _6 SEE NOTE DWN: / CKD: I ENGRI DATE INSTRUCTIONS NOTE: FOLD INSULATION BACK, IT MUST NOT BE EXPOSED TO THE WEATHER. SAFETY PRECALI ION: wORKEP.S SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES FOR ALL JOBS. INSULATION (BY OTHERS) 1. PRIOR TO SHEETING THE ROOF OR WALL, THE STRUCTURAL FRAMING MUST BE SQUARE AND PLUMB. 2. BLOCK OR SUPPORT THE GIRTS AND EAVE STRUT TO PREVENT THE SUB FRAMING FROM SAGGING. BLOCKING MUST BE USED BETWEEN ENDWALL COLUMNS AND SIDEWALL COLUMNS AND SHOULD REMAIN IN PLACE UNTIL ALL WALL SHEETS ARE INSTALLED. 3. PLACE THE EAVE SUPPORT FLASHING ON THE EAVE STRUT, LEAVING AN 1 1/2" OPENING BETWEEN THE OUTSIDE FACE OF THE EAVE STRUT AND THE INSIDE OF THE EAVE SUPPORT FLASHING. (A 2 X 4 WORKS WELL TO OBTAIN THIS SPACE). THE 1 112" OPENING WILL ACCOMMODATE THE ARCHITECTURAL 111, ARCHITECTURAL -V" RIB OR LONG SPAN III WALL PANELS. AN OPENING OF 3 1/8.. MUST BE MAINTAINED FOR SHADOW PANELS. SECURE THE EAVE SUPPORT FLASHING WITH f12 X 1 1/4" SELF DRILL FASTENERS LOCATED 1'-0" O.C. THESE ARE PERMANENT FASTENERS AND MUST BE INSTALLED. REMOVE ANY SPACERS USED FROM BEHIND THE EAVE SUPPORT FLASHING. INSTALL EAVE CLOSURE FLASHING (TFEC_). EAVE CLOSURE IS HELD INPLACE BY ROOF FASTENERS AT EAVE AND MUST BE INSTALLED WITH ROOF PANEL. 4. INSTALL THE ROOF PANELS ACCORDING TO THE APPROPRIATE MANUAL AND/OR ERECTION DRAWINGS. REMEMBER THE PANEL OVERHANG DIMENSION IS USUALLY FROM THE FACE OF THE EAVE STRUT AND SHOULD BE MEASURED AS REQUIRED BY THE ERECTION DRAWINGS. 5. WALL PANELS AND INSULATION MAY NOW BE INSTALLED. SECURE THE INSULATION TO THE FACE OF THE EAVE STRUT AND BASE ANGLE ACCORDING TO MANUFACTURERS RECOMMENDATIONS. SLIDE THE WALL PANEL BETWEEN THE EAVE STRUT AND EAVE CLOSURE FLASHING, PLUMB THE PANEL AND SECURE WITH THE WALL FASTENERS. FASTENERS MUST BE INSTALLED BELOW THE EAVE TRIM. 6. INSTALL THE PANEL CLOSURES AND SECURE THE EAVE CLOSURE FLASHING TO THE WALL PANELS. ROOF SHEETING PRIOR TO WALL SHEETING INSTRUCTIONS JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM EA1 1 AAX SAFETY PRECAUTION: USE OSHA APPROVED TIE OFFS, NETTING OR RAILING WHEN WORKING ON ROOF AREAS. INSULATION (BY OTHERS) EAVE STRUT TAPE MASTIC (CONTINUOUS AT PANEL SIDELAPS) 112 TMROOF FASTENERS) PANEL MAJOR RIB (BEARING RIB) WALL LONG SPAN III PANEL PANEL MASTIC EXTENSION INSIDE CLOSURE EAVE CLOSURE FLASHING ----TAPE MASTIC (CONTINOUS TOP AND UNDERNEATH INSIDE CLOSURE) I 112 TM MASTIC LOCATION AT THE EAVE IS CRITICAL. TO ENSURE A OUTSIDE CLOSURE WEATHER TIGHT SEAL, THE SIDELAP MASTIC MUST EXTEND DOWN FROM THE TOP OF THE RIB TO THE MASTIC ON THE EAVE CLOSURE. THE MASTIC EXTENSION MUST SPLICE INTO THE EAVE MASTIC. EAVE MASTIC DETAIL AT PANEL SIDELAP LONG SPAN III ROOFS DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: SHEET: W17GO151A ISED-011 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. ;AN ERICA. BUILDINGS V �. ', R ­I. q 112, q, 3 3/q 11 r2, 3 41/2 ROOF MAIN FASTENER(S) ... \ #12X1 1/4 (9) PER PANEL EAVE CLOSURE FLASHING NOTE: INSIDE CLOSURES OMITTED FOR CLARITY. FASTENER INSTALLATION AT EAVE LONG SPAN III ROOF LONG SPAN III PANEL TAPE MASTIC EAVE STRUT "PIGTAIL" MASTIC TO JOIN CONTINUOUS SEALING RUN OF MASTIC UNDER RAKE FLASHING ROOF TRIM FASTENER(S) A) (4) #14X1 SDRF UNIVERSAL RAKE FLASHING TRU1 UNIVERSAL RAKE FLASHING ALL ROOF PANELS TAPE MASTIC 3/4 TM IJ FIELD CUT 7" SECTION OF BACKUP FLASHING FEB -10.2 TAPE MASTIC 3/4 TM 1/4"0 URETHANE CAULK GTS BLIND RIVET 1/8 RIVET FI -02 AA REF. DETAILS FLO6AA, RC35AAA & RC35VVAA r wr CLOSURE FLASHING URETHANE CAULK GTS BLIND RIVET 1/8 RIVET (3) PER LAP EAVE CLOSURE FLASHING FL14 STANDARD FLASHING LAP AA NOI RELEASE /REVISION 0 PLANS FOR CONSTRUCTION DWN: / CKD: ENGRI DATE JNH / JNH RM 06/28/2017 BLIND RIVET 1/8 RIVET (12) REQUIRED 1/4"0 URETHANE CAULK GTS ROOF FLASHING LAPS AND END TRANSITIONS -EXPOSED TO ROOF CONDITIONS GUTTER TGT1 1. ROOF FLASHING LAPS SHALL BE SEALED WITH 3/4 X 3/16 TAPE MASTIC (3/4 TM). 2. FIELD CUT FEB -10.2 BACKUP FLASHING TO REINFORCE FLASHING ENDLAPS AND TERMINATIONS. INSTALL FEB AS SHOWN IN CONNECTION DETAILS (INBOARD) OF MASTIC, CLOSURES AND SUPPORT MEMBERS. EXTRA CARE SHOULD BE TAKEN: DO NOT EXTEND FEB INTO THE MASTIC DO NOT EXTEND FEB BEYOND THE BUILDING ENVELOPE FEB EXTENDED BEYOND THE BUILDING ENVELOPE INTERUPTS THE GASKET CREATED BY THE CONTINUOUS MASTIC APPLICATION. ADJUST FIELD CUT FEB LENGTHS AS REQUIRED. 3. STANDARD FASTENER SPACING AS SHOWN ON CONNECTION DETAILS WILL NEED TO VARY TO ENSURE A COMPLETE GASKET SEAL AT SOME LOCATIONS. INCLUDING (BUT NOT LIMITED TO) THE FOLLOWING. • DECREASE STITCH FASTENER SPACING FROM 6" O.C. TO 3" O.C. AT FLASHING LAPS AND TRANSITIONS. EXAMPLES: RIDGE FLASHING TO RAKE CAP HIP FLASHING TO TRCZ AT EAVE RIDGE CAP TO PEAK BOX • AT ALL EXPOSED ROOF FLASHINGS ENDLAPS INSTALL A STITCH FASTENER THROUGH THE UPPER FLASHING 2 1/2" FROM THE ENDLAP. (SEE DETAIL RC35WAA) SAFETY PRECAUTION: FASTENER AND WASHER WORKERS SHOULD BE TRAINED IN OR OTHER MEANS (BY OTHERS) THE PROPER EPECTION PROCEDURES MAY BE USED TO ATTACH FOR ALL JOBS. INSULATION BEFORE EAVE CLOSURE NOTE: ( FOLD INSULATION BACK ONTO FLASHING IS ATTACHED) ITSELF FOR COMPRESSION ROOF PANEL BETWEEN EAVE STRUT AND ROOF PANEL. IT MUST NOT BE EXPOSED TO THE WEATHER. L- - INSULATION EAVE CLOSURE FLASHING EAVE SUPPORT FLASHING - TFSE(T) NOT REQUIRED AT LONG SPAN III ROOFS WALL PANEL OR FLASHING EAVE STRUT DOUBLE SIDED TAPE (BY OTHERS) TO BE USED TO SECURE INSULATION. TRIM INSULATION AND TURN VINYL BACK INSULATION MUST NOT BE EXPOSED TO WEATHER. SUGGESTED INSULATION ATTACHMENTS AT EAVE RELEASE / REVISION DWN: / CKD: I ENGRI DATE SAFETY PRECAUTION' YvORKERC SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES FOR ALL JOBS. TAPE MA (CONTINUOUS AL TOP OF CLOS INSIDE CLO: TAPE MA (CONTINUOUS UNDERNI CLOS EAVE CLOSURE FLASHING ARCH. WALL PANEL SHOWN, OTHERS SIMILAR NOTE: 3 TO BE FOLDED EAVE-DO NOT NTION TO BE THE WEATHER. AVE STRUT 4. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC (2 TM) AND SHALL BE STITCHED WITH #14 ROOF FASTENERS 2" ON CENTER. QUANTITY WILL VARY WITH GUTTER SIZE. 5. PREDRILL 1/4"0 HOLES AT UPPER AND LOWER FLASHING FOR #i14 FASTENERS. DO NOT PREDRILL FEB BACKUP FLASHING. 6. FOR ROOF FLASHING LAPS NOT SHOWN IN DETAILS, THAT ARE EXPOSED TO ROOF CONDITIONS, USE THE FOLLOWING AS A GUIDE; • REINFORCE THE TOP SIDE OF ALL FLASHING END TRANSITIONS EXPOSED TO ROOF CONDITIONS USING #14 ROOF FASTENERS, XON CENTER THROUGH MASTIC AND FIELD CUT FEB -10.2 (AS SPACE ALLOWS) FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS 7. FOR FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS. USE THE FOLLOWING AS A GUIDE; • USE 1/8 INCH BLIND RIVETS 3" ON CENTER. GENERAL REQUIREMENTS 8. ALL FLASHING LAPS SHALL BE TWO INCHES. FLASHING LAPS AND TRANSITIONS -GENERAL REQUIREMENTS4L06 AA TAPE MASTIC 112 TM (CONTINUOUS TOP $ UNDERNEATH CLOSURE) EAVE CLOSURE FLASHING WALL TRIM FASTENER(S) 1'-T O.C. i WALL PANEL - INSIDE CLOSURE INSULATION (BY OTHERS) WALL MAIN FASTENER(S) OUTSIDE CLOSURE -' EAVE STRUT PRIOR TO THE INSTALLATION OF THE FIRST ROOF PANEL, THE SIDEWALL AND ENDWALL SHEETING SHOULD HAVE BEEN COMPLETED AND THE ROOF INSULATION STARTED. START A LINE OF 112'X 1/8" TAPE MASTIC DOWN THE EAVES AND ALONG TOP OF CLOSURE AS SHOWN ABOVE. LEAVE THE PAPER BACKING ON THE TAPE ALONG THE TOP OF THE CLOSURE UNTIL THE ROOF PANEL IS READY TO BE SECURED. MASTIC AND INSULATION APPLICATION AT EAVE EA28 LONG SPAN III ROOFS BA THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. JIM &JAN PETERSON DRAWING STATUS: FOR CONSTRUCTION 8747 MIDWAY DURHAM, CA 95938 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 r ERYCAN BUILDINGS ELITE STEEL BUILDING SYSTEM JOB NUMBER: SHEET:,.,,-�,:'k SED -012 MR W17GO151A ROOF TRIM FASTENERS) �14X33r44 6' O.C. TAPE MASTIC 112 TM LONG SPAN III PANEL --\ ROOF MAIN FASTENER(S) STRUCTURAL FASTENER(S) #12X1 114 (2) PER PURLIN WALL MAIN FASTENER(S) #12/X1 1/4 1'-0' O.C. PURLIN FIXED RAKE DETAIL LONG SPAN III ROOF PANEL RAKE SUPPORT ANGLE RSA -1 ROOF PANEL RAKE FLASHING ROOF MAIN FASTENER(S) #12X1 114 6' O.C. (NOT TO PASS THROUGH PURLIN) TAPE MASTIC 112 TM PURLIN STRUCTURAL FASTENERS) #12X1 114 (2) PER CL -21 RAKE DETAIL EXPANDED VIEW OF RAKE CONNECTION I LONG SPAN III ROOF TAPE MASTIC LONG SPAN III PANEL 1/2 TM CONTINUOUS ROOF MAIN FASTENER(S) (9) PER PANEL #12X1 114 C EAVE TRIM NOTE: INSIDE CLOSURE LOAI NOT SHOWN FOR EAVE STRUT CLARITY. N01 RELEASE /REVISION 0 PLANS FOR CONSTRUCTION GABLE ANGLE GA -7 (8' PURLINS) GA4 (9112" PURLINS) GA -5 (12" PURLINS) (4)118' RIVET TO HOLD IN PLACE RAKE FLASHING FOR FASTENER I FR1 ATTACHMENT OF I RAKE CAP I I EXTEND RSA WORKING POINT I TO PEAK 6" AT TOP OF STEEL ROOF PANEL I i I I I RA01 I ( AB RAKE FLASHING I STEP 1 I - WALL TRIM FASTENER(S) I RAKE AKE CAP 1'-0' O.C. I PBB- INSACKER PLATE � IDE OF RAKE FLASHING PANEL STEP 2 11/4' MAX. "CRITICAL' SLIP ANGLE CLIP CL -21 (1) PER PURLIN �- GABLE ZEE WALL PANEL NOT SHOWN FOR CLARITY I t'CHUO BA ROOF MAIN FASTENER(S) (TYP) #12X1 114 1'-0' O.C. PURLIN GABLE ZEE BOG6-20.0 (8' PURLINS) 95GS-20.D (9112" PURLINS) 12G6 -20.D (12" PURLINS) DWN: ! CKD: ENGRI DATE JNH / JNH RM 06/28/2017 UNIVERSAL RAKE CAP INSTALLATION LONG SPAN III ROOF W/DIE FORMED RIDGE I8]l: TAPE MASTI( 1/2 TN rL RIDGE ^^^r RAA"' FASTENER(S) JEL RIDGE DETAIL LONG SPAN III ROOF W/DIE FORMED RIDGE ROOF MAIN FASTENER(S) (TYP) #12X1 114 LONG SPAN III PANEL 8' MINIMUM 'CRITICAL' INSULATION OF RIB BEARING (BY OTHERS) RIB PURLIN GABLE ZEE ENDWALL RAFTER J� THE FIRST RUN OF PANELS IS NOW READY TO BE INSTALLED. BEGIN WITH THE EAVE PANEL. INSTALL THE FIRST EAVE PANEL WITH THE CENTER LINE OF THE OVERLAPPING RIB EVEN WITH THE END OF THE PURLINS. UNLESS NOTED DIFFERENTLY ON THE BUILDING ERECTION DRAWINGS, EXTEND THE LOWER END 3" PAST THE BACK OF THE EAVE STRUT (A STRING LINE EXTENDED OUT FROM THE EAVE STRUT WILL HELP KEEP THE LINE STRAIGHT). LIFT THE LOWER END OF THE PANEL ENOUGH TO REMOVE THE PAPER BACKING FROM APPROXIMATELY 3 FEET OF THE MASTIC ALONG THE TOP OF THE INSIDE CLOSURE AT THE EAVE. PUSH DOWNWARD ON THE PANEL AT THE MASTIC LOCATION TO INSURE THE MASTIC, CLOSURE AND PANEL ADHERE TO EACH OTHER AND FASTEN THE PANEL WITH ROOF FASTENERS AS SHOWN. FIRST PANEL INSTALLATION LONG SPAN III ROOF PANELS RELEASE / REVISION TAPE MASTIC 314' wl2 STRIPS OF 314' TM BOTH SIDES OF RIDGE PLACED L3DFR_ BLIND RIVETS 1/8 RIVET (TYP) ROOF TRIM FASTENER(S) #14X314 (12) REQUIRED STEP 3 TAPE MASTIC 314' ALONG TOP OF EACH SIDE OF RAKE CAP AND ALONG BACK LEG ROOF TRIM FASTENER(S) RAKE FLASHING #14X314 GUTTER ENDCAP (3) REQUIRED RAKE ENDCAP ALIGN WITH EAVE SEAL CORNER CAP BOX TCB L GUTTER \ .{� TAPE MASTIC T r I 314 TM URETHANE CAULK T T T 114"0 BEAD URETHANE CAULK GTS \ 114.0 BEAD T BLIND RIVET / I GTS RAKE CAP 118 RIVET TRCU_ (12) PER ENDCAP RAKE SUPPORT FLASHING I BUILDING CORNER BLIND RIVET RIVET BUILDING CORNER (SEE NOTES) � 118 RIVET (SEE NOTES) ROOF TRIM FASTENERS) NOTES: (10) PER CAP BOX 914X314 1. START AND STOP GUTTER AND RAKE FLASHING RIVET (4) REQUIRED AT BUILDING CORNERS AND ALIGN WITH OUTSIDE BLIND 118 RI EDGE OF WALL PANEL AT CORNERS. 12 REQUIRED 2. THE FIRST 10 FEET OF THE RAKE FROM THE CORNER ( ) SHOULD BE TEMPORARILY ATTACHED TO ALLOW ADJUSTMENT WALL TRIM FASTENER(S) WHEN INSTALLING THE CORNER BOXES. PERMANENTLY ATTACH #14X3!4 #1REQUIRED THE RAKE AFTER CORNER BOXES ARE INSTALLED. RA03 CORNER CAP BOX INSTALLATION SAFM PRECAUTION: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METk SURFACES WITH SHARP EDGES. PA04W Bq j LONG SPAN III ROOFS (UNIVERSAL RAKE) AA REF. DETAILS FL02BA & FL06AA ROOF STITCH FASTENER(S) ROOF MAIN FASTENER(S) ROOF PANEL #14X314 #12X1 114 SEE DETAIL "A' UNIVERSAL RAKE TRIM V-6" O.C. (SEE NOTE) 1'-0' O.C. 114A,IOR RIB TRU1 \ APPLY URETHANE CAULK TYPICAL FASTENER LAYOUT AT INTERMEDIATE PURLINS \ ALL AROUND \ 1/40 BEAD GTS LONG SPAN 111 PANEL \ \ \ \ RAKE ENDCAP TRUEC- PART "B" RC31 UNIVERSAL RAKE ENDCAP INSTALLATION BA LEFT HAND SHOWN OVERLAPPING RIB RC11 BA JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: ENGR DATE ROOF STITCH FASTENER(S) #14X314 /2 TMS \ NOTE: 1'-0" O.C. LOCATE 0'-T O.C. FOR FIRST (SEE NOTE) 5-0' FROM EAVE FOR ICE AND SNOW CONDITIONS. DETAIL'A" (TYP. AT SIDELAPS) ROOF MAIN FASTENER(S) #12X1 114 ROOF PANEL i- SEE DETAIL 'A' r MAJOR RIB 1 RAKE ENDCAP TRUEC_ TYPICAL FASTENER LAYOUT AT EAVE. ENDLAPS, RIDGE AND HIGHSIDE PART "A" rn A Tr% FASTENER LAYOUT LONG SPAN III ROOF THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTIONMY' SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 ANIMICANYBUILDINGS JOB NUMBER: SHEET: M IGx W17GO151A S� 3 r�R :NER(S) DIE FORMED RIDGE INSTALLATION DIE FORMED RIDGE PANELS ARE TO BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED. THIS WILL AID IN KEEPING BOTH SIDES OF THE ROOF ALIGNED. AFTER HAVING INSTALLED A RUN OF PANELS ON EACH SIDE OF THE ROOF, APPLY MASTIC TO THE PANELS AS SHOWN AT LEFT. SET DIE FORMED RIDGE PANEL IN PLACE AND INSTALL LAP AND PURLIN FASTENERS. APPLY MASTIC ALONG THE TOP OF THE LEADING RIB TO PREPARE FOR THE NEXT SIDELAP. DIE FORMED RIDGE SHOULD NOT BE USED ON BUILDINGS WITH ROOF PLANES GREATER THAN 75' WIDE. TIC SAFETY PRECAUTION: EACH WORKER SHOULD BE TRAINED TO USE THE SAFEST AND MOST PRODUCTIVE ERECTION TECHNIQUES. AN III PANEL RLIN DIE FORMED RIDGE INSTALLATION LONG SPAN III ROOF PANELS ROOF FASTENERS DESCRIPTION 118 BLIND RIVET MARK NO. 118 RIVET APPLICATION FLASHING LAPS AND FLASHING TO PANEL CONNECTIONS, NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5116" HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES THE LONG SPAN III ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING CAN BE SHEETED SIMULTANEOUSLY. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE RIDGE, THE SHEETING CAN BEGIN AT EITHER ENDWALL. HOWEVER, IF THE BUILDING IS NOT SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE EAVE TO EAVE, THE SHEETING MUST BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS. SIDEWALL SHEETING DIRECTION �e OF RIDGE EAVE PANELS INTERMEDIATE PANELS RIDGE PANELS ENDWALL RIDGE PANELS SIULWALL DIRECTION OF ROOF PANEL ERECTION LONG SPAN III ROOFS NOI RELEASE /REVISION 0 PLANS FOR CONSTRUCTION INTERMEDIATE PANELS EAVE PANELS LONG SPAN III ROOF SAFETY PRECAUTION: DO NOT WALK ON UNSECURED ENDS OF PANELS. SPECIAL CONDITION FASTENERS DESCRIPTION �„ sriz x 111a SELF DRILLING CARBON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK NO. 012X1 114 SDHH APPLICATION GABLE ANGLE ATTACHMENT TO PURLINS. ICE d SNOW CAVE FLSG. ATTACHMENT. DESCRIPTION 012 X 1 114 TEK4 SELF DRILLING CARBON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK N0, 012X1 114 SDHHT4 APPLICATION (STEEL THICKNESSES GREATER THAN 12 GA. AND UP TO AND INCLUDING 114') GABLE ANGLE ATTACHMENT TO BAR JOISTS. DESCRIPTION V12 X 1 112 TEK5 SELF DRILLING CARSON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK NO 012X1 12 SDHHTS APPLICATION (STEEL THICKNESSES GREATER THAN 114' AND UP TO AND INCLUDING 112') GABLE ANGLE ATTACHMENT TO BAR JOISTS I DESCRIFTION :10 x 1112 SELF TAPPING CARBON STEEL HEX HEAD FASTENER WITH WASHER r MARK NO 010X1 112 STH" ,r APPLICATION PANELS TO WOOD STRUCTURE (114' HEX HEAD SOCKET REQUIRED) SAFETY PRECAUTIION: USE OSHA APPROVED TIE OFFS, NETTING 0 OR RAILING WHEN WORKING ON ROOF AREAS. LONG SPAN III PANEL TAPE MASTIC 1/2 TM (CONTINUOUS AT RIB OF SIDELAP AND ACROSS PANEL WIDTH TO BE BACKLAPPED) EAVE FLASHING TAPE MASTIC 1/2 TM I (TOP & BOTTOM OF CLOSURE) INSIDE CLOSURE BACKLAPPING THE PANELS IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING LENGTH. THIS IS DONE WITH THE LAST ROOF PANEL INSTALLED. THE PANEL MAY BE BACKLAPPED VOR 7 AS REQUIRED TO COMPLETE PANEL COVERAGE. WHEN BACKLAPPING PANELS, MASTIC MUST BE APPLIED BETWEEN THE TWO PANELS AT THE EAVE AND AT PANEL ENDLAPS AS SHOWN ABOVE. RC64 PANEL BACKLAPPING RC75 BA LONG SPAN III ROOFS BA DWN: / CKD: ENGRI DATE JNH / JNH RM 06/28/2017 RELEASE / REVISION DWN: / CKD: I ENGRI DATE (U UPPER R( ROOF TRIM FASTENER(S) #14X_ 2 1/2" ROOF FLASHING UPPER ROOF FLASHING LOWER ROOF FLASHING 'A" BACKUP FLASHING J ' FEB -10.2 FIELD CUT TO LENGTH ` LENGTH REQUIREMENT DETAILS RIDGE/HIP; RC33_A RAKE/HIGH SIDE EAVE; FLO_A 2" LAP HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. TEMPORARILY LAP PIECE "B" OVER PIECE "A". PRE—DRILL THE REQUIRED NUMBER OF 1/4-0 HOLES THROUGH BOTH "A"& "B" PIECES OF ROOF FLASHING BUT NOT BACKUP FLASHING. SLIDE PIECE "B" BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON PIECE "A" AS SHOWN. LAP PIECE "B" OVER PIECE "A" BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS ALONG ROOF CONDITION. SECTION THROUGH ROOF FLASHING LAP RC35A AA SAFETY PRECAUTION: Dp NOT STEP ON PANELS UNTIL FULLY SECURED WITH FASTENERS. LONG SPAN III PANEL SAFETY PRECAUTION: DO NOT STEP ON RIB OF PANEL. ALWAYS STEP ON FLAT SURFACE. OVERLAPPING RIB OUTSIDE (THIS RIB OVERLAPS PRECEEDING PANEL) BEARING LEG BEARING LEG (BEARING LEG GIVES SUPPORT TO SIDELAP) SIDELAP DETAIL ERECTION NOTES: 1. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL ENSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BE USED TO SECURE THE INSULATION TO THE EAVE. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. ADDITIONAL_ ATTACHMENTS (BY OTHERS) MAY BE REQUIRED. 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER TIGHT CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE. 4. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. ERECTION NOTES LONG SPAN III JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM ALL FLASHING EXPOSED TO ROOF CONDITIONS REQUIRE A FASTENER LOCATED 2 1/2" FROM THE EDGE OF THE UPPER FLASHING, AS SHOWN ABOVE, TO ENSURE A POSITIVE SEAL AT ENDLAPS. STANDARD FASTENER SPACING FOR FLASHING CONNECTION, TYPICALLY 6" O.C., MAY RESULT IN FASTENER SPACING AT ENDLAPS EXCEEDING THE 2 1/2". ADD FASTENERS OR REDUCE SPACING AS REQUIRED AT ENDLAPS. EXPOSED ROOF FLASHING FASTENER REQUIREMENT RC35W LONG SPAN III, PANEL IDENTIFICATION MARK NUMBER EXAMPLE L3P 24 — 30.0 r__��24 30'-0" IN LENGTH GAGE (22, 24, 26, & 29 GAGE AVAILABLE) LONG SPAN III ERECTION OF THE LONG SPAN PANEL REQUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION BE MADE. THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEXT PANEL. THE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER, UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANELS CAN PROCEED FROM EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER THE BEARING RIB. NOTE ALUMINUM -COATED PANELS ARE SUBJECT TO STAINING DUE TO RESIDUE FROM BARE HANDS. ALUMINUM -COATED PANELS THAT INCLUDE AN ACRYLIC FINISH DO HAVE ADDITIONAL PROTECTION, BUT IT IS LIMITED AND DETERIORATES IN A RELATIVELY SHORT TIME MAKING THAT PANEL ALSO SUBJECT TO STAINING FROM BARE HANDS. IT IS RECOMMENDED THAT GLOVES BE USED FOR ALL HANDLING OF BOTH PRODUCTS AND THAT APPLICATION OF THESE PRODUCTS BE LIMITED TO AREAS NOT EXPOSED TO TOUCH. PANEL MARKING AND SIDELAP DETAILS LONG SPAN III THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS RC91 ON THESE DRAWINGS IS EMPLOYED BA BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION.ri SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 �WERIC+kN BUILDINGS JOB NUMBER: SHEET: rmo-'ev. W17GO151A SED -014 V1R �a .. ' ,. DESCRIPTION >r12 x 1114 1r� SELF DRILLING HEX HEAD FASTENER WITH WASHER MARK NO. 012X1 114 SDRF APPLICATION PURLIN AND DIE -FORMED SAVE. RIDGE CONNECTIONS AND EXPOSED SHEET TO STRUCTURAL CONNECTIONS. ALUMINUM -ZINC ALLOT -COATED ROOFS AND ALL PRE -FINISHED ROOFS. DESCRIrTION 014 STITCH SELF DRILL TNG HEX HEAD FASTENER WITH WASHER .� ,✓. MARK NO. #1404 SDRF APPLICATKNJ (118`0 PILOT & 114-0 CLEARANCE HOLE REOUIRM) PANEL SIDELAP CONNECTIONS, FLASHING 1�1 TO PANEL CONNECTIONS AND OTHER EXPOSED SHEET TO SHEET CONNECTIONS. ALUMINUM -ZINC ALLOY -COATED ROOFS AND ALL PRE -FINISHED ROOFS. MISCELLANEOUS FASTENERS DESCRIPTION 118 BLIND RIVET MARK NO. 118 RIVET APPLICATION FLASHING LAPS AND FLASHING TO PANEL CONNECTIONS, NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5116" HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES THE LONG SPAN III ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING CAN BE SHEETED SIMULTANEOUSLY. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE RIDGE, THE SHEETING CAN BEGIN AT EITHER ENDWALL. HOWEVER, IF THE BUILDING IS NOT SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE EAVE TO EAVE, THE SHEETING MUST BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS. SIDEWALL SHEETING DIRECTION �e OF RIDGE EAVE PANELS INTERMEDIATE PANELS RIDGE PANELS ENDWALL RIDGE PANELS SIULWALL DIRECTION OF ROOF PANEL ERECTION LONG SPAN III ROOFS NOI RELEASE /REVISION 0 PLANS FOR CONSTRUCTION INTERMEDIATE PANELS EAVE PANELS LONG SPAN III ROOF SAFETY PRECAUTION: DO NOT WALK ON UNSECURED ENDS OF PANELS. SPECIAL CONDITION FASTENERS DESCRIPTION �„ sriz x 111a SELF DRILLING CARBON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK NO. 012X1 114 SDHH APPLICATION GABLE ANGLE ATTACHMENT TO PURLINS. ICE d SNOW CAVE FLSG. ATTACHMENT. DESCRIPTION 012 X 1 114 TEK4 SELF DRILLING CARBON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK N0, 012X1 114 SDHHT4 APPLICATION (STEEL THICKNESSES GREATER THAN 12 GA. AND UP TO AND INCLUDING 114') GABLE ANGLE ATTACHMENT TO BAR JOISTS. DESCRIPTION V12 X 1 112 TEK5 SELF DRILLING CARSON STEEL HEX HEAD FASTENER WITHOUT WASHER MARK NO 012X1 12 SDHHTS APPLICATION (STEEL THICKNESSES GREATER THAN 114' AND UP TO AND INCLUDING 112') GABLE ANGLE ATTACHMENT TO BAR JOISTS I DESCRIFTION :10 x 1112 SELF TAPPING CARBON STEEL HEX HEAD FASTENER WITH WASHER r MARK NO 010X1 112 STH" ,r APPLICATION PANELS TO WOOD STRUCTURE (114' HEX HEAD SOCKET REQUIRED) SAFETY PRECAUTIION: USE OSHA APPROVED TIE OFFS, NETTING 0 OR RAILING WHEN WORKING ON ROOF AREAS. LONG SPAN III PANEL TAPE MASTIC 1/2 TM (CONTINUOUS AT RIB OF SIDELAP AND ACROSS PANEL WIDTH TO BE BACKLAPPED) EAVE FLASHING TAPE MASTIC 1/2 TM I (TOP & BOTTOM OF CLOSURE) INSIDE CLOSURE BACKLAPPING THE PANELS IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING LENGTH. THIS IS DONE WITH THE LAST ROOF PANEL INSTALLED. THE PANEL MAY BE BACKLAPPED VOR 7 AS REQUIRED TO COMPLETE PANEL COVERAGE. WHEN BACKLAPPING PANELS, MASTIC MUST BE APPLIED BETWEEN THE TWO PANELS AT THE EAVE AND AT PANEL ENDLAPS AS SHOWN ABOVE. RC64 PANEL BACKLAPPING RC75 BA LONG SPAN III ROOFS BA DWN: / CKD: ENGRI DATE JNH / JNH RM 06/28/2017 RELEASE / REVISION DWN: / CKD: I ENGRI DATE (U UPPER R( ROOF TRIM FASTENER(S) #14X_ 2 1/2" ROOF FLASHING UPPER ROOF FLASHING LOWER ROOF FLASHING 'A" BACKUP FLASHING J ' FEB -10.2 FIELD CUT TO LENGTH ` LENGTH REQUIREMENT DETAILS RIDGE/HIP; RC33_A RAKE/HIGH SIDE EAVE; FLO_A 2" LAP HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. TEMPORARILY LAP PIECE "B" OVER PIECE "A". PRE—DRILL THE REQUIRED NUMBER OF 1/4-0 HOLES THROUGH BOTH "A"& "B" PIECES OF ROOF FLASHING BUT NOT BACKUP FLASHING. SLIDE PIECE "B" BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON PIECE "A" AS SHOWN. LAP PIECE "B" OVER PIECE "A" BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS ALONG ROOF CONDITION. SECTION THROUGH ROOF FLASHING LAP RC35A AA SAFETY PRECAUTION: Dp NOT STEP ON PANELS UNTIL FULLY SECURED WITH FASTENERS. LONG SPAN III PANEL SAFETY PRECAUTION: DO NOT STEP ON RIB OF PANEL. ALWAYS STEP ON FLAT SURFACE. OVERLAPPING RIB OUTSIDE (THIS RIB OVERLAPS PRECEEDING PANEL) BEARING LEG BEARING LEG (BEARING LEG GIVES SUPPORT TO SIDELAP) SIDELAP DETAIL ERECTION NOTES: 1. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL ENSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BE USED TO SECURE THE INSULATION TO THE EAVE. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. ADDITIONAL_ ATTACHMENTS (BY OTHERS) MAY BE REQUIRED. 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER TIGHT CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE. 4. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. ERECTION NOTES LONG SPAN III JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM ALL FLASHING EXPOSED TO ROOF CONDITIONS REQUIRE A FASTENER LOCATED 2 1/2" FROM THE EDGE OF THE UPPER FLASHING, AS SHOWN ABOVE, TO ENSURE A POSITIVE SEAL AT ENDLAPS. STANDARD FASTENER SPACING FOR FLASHING CONNECTION, TYPICALLY 6" O.C., MAY RESULT IN FASTENER SPACING AT ENDLAPS EXCEEDING THE 2 1/2". ADD FASTENERS OR REDUCE SPACING AS REQUIRED AT ENDLAPS. EXPOSED ROOF FLASHING FASTENER REQUIREMENT RC35W LONG SPAN III, PANEL IDENTIFICATION MARK NUMBER EXAMPLE L3P 24 — 30.0 r__��24 30'-0" IN LENGTH GAGE (22, 24, 26, & 29 GAGE AVAILABLE) LONG SPAN III ERECTION OF THE LONG SPAN PANEL REQUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION BE MADE. THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEXT PANEL. THE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER, UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANELS CAN PROCEED FROM EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER THE BEARING RIB. NOTE ALUMINUM -COATED PANELS ARE SUBJECT TO STAINING DUE TO RESIDUE FROM BARE HANDS. ALUMINUM -COATED PANELS THAT INCLUDE AN ACRYLIC FINISH DO HAVE ADDITIONAL PROTECTION, BUT IT IS LIMITED AND DETERIORATES IN A RELATIVELY SHORT TIME MAKING THAT PANEL ALSO SUBJECT TO STAINING FROM BARE HANDS. IT IS RECOMMENDED THAT GLOVES BE USED FOR ALL HANDLING OF BOTH PRODUCTS AND THAT APPLICATION OF THESE PRODUCTS BE LIMITED TO AREAS NOT EXPOSED TO TOUCH. PANEL MARKING AND SIDELAP DETAILS LONG SPAN III THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS RC91 ON THESE DRAWINGS IS EMPLOYED BA BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION.ri SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 �WERIC+kN BUILDINGS JOB NUMBER: SHEET: rmo-'ev. W17GO151A SED -014 V1R �a .. ' ,. 112X1 114 A32` V2 HVHX NI CJR- - 314X2 314 A325T 314 HVHX NUT 314 H WASHEF A JAN EAVE STRUT PURLIN STRUCTURAL FASTENER(S) RAFTER FB-- #12X1 114 IRLIN 11-01 O.C. ER STAGGERED o �-(2)112 X 1 114 A325T/ FOR GIRT ATTACHMENT 112 HVHX NUT TO EAVE STRUT JAMB CLIP CJR_ 3/4 H WASHER AT SLOT SIDE (JAMB WEB) 3/4 X 2 314 A325TI 314 HVHX NUT FINGER TIGHTEN AND JAMB DEFORM THREADS THIS CONNECTION IS CLIP —� DESIGNED TO MOVE CL -3 VIEW A -A -CJR L SHOWN, CJR R AT OPPOSITE SLOPE. (2)1/2X1 114 A325T/ CONNECTION AT RAFTER IS UP SLOPE FROM JAMB. 112 HVHX NUT JAMB TO RAFTER BOTTOM FLANGE OF RAFTER INSET/ FLUSH BEAM & COLUMN ENDWALL CLIP CL -3 CL10 (12" JAMBS) HEADER HEADER TO JAMB CONNECTION SIMILAR AT SILL (2)1/2X1 1/4 A325T/ 1/2 HVHX NUT BUTTON HEAD BOLTS 112X1 114 BHB JAMB E F28Y AA (6) STRUCTURAL FASTENERS FOR JAMB CLIP ATTACHMENT #12X1 114 RUN GIRT FULL BAY LENGTH AND ATTACH TO EAVE STRUT BRACKET IN ORDER TO REINFORCE EAVE STRUT AT FRAMED OPENING. �-- FRAMED OPENING JAMB U JAMB TO EAVE STRUT CONNECTION WITH REINFORCING GIRT 1 316 A - A - DOOR WIDTH DOOR WIDTH + 2 314' TYPICAL ANCHOR ROD LAYOUT JAMB BUTTON HEAD BOLT - (1)112X1 114 BHB AT EXPOSED HOLE LOCATION Wl 12" JAMBS BUTTON HEAD BOLTS (2)112X1 114 BHB OF06A JAMB BASE CONNECTION AA CLIP CL -3 CLA (FOR 12- JAMBS & STRUCTURALJAMBS) - 112"0 ANCHOR BOLTS (BY OTHERS) BASE ANGLE (FIELD NOTCH) EDGE OF GENERAL NOTES FOR FIELD LOCATED FRAMED OPENINGS: SLAB - 1. OVERHEAD DOORS ARE FIELD LOCATED. CUT STANDARD PANELS AND GIRTS AS REQUIRED. 2. MAXIMUM HEIGHT OF DOOR IS 2'-0' LESS THAN EAVE HEIGHT. 1318 3. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. 4. JAMBS MUST BE LOCATED A MINIMUM OF 1'-0' FROM CENTER LINE OF COLUMNS. I I 1 112 FINISH FLOOR FINISH GRADE . ••. •• , II �� i • • 1l2"0 ANCHOR RODS (BY OTHERS) SECTION "A -A" FRAMED OPENING ANCHOR ROD DETAIL OF61 COVER FLASHING (OPTIONAL) FOCF - JAMB FLASHING FJ 15-_ SECTION AT FRAMED OPENING JAMB LONG SPAN III WALLS RELEASE / REVISION AA SAFETY PRECAUTION: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL SURFACES WITH SHARP EDGES. JAMB COLD FORMED SHOWN STRUCTURAL SIMILAR - WALL MAIN FASTENER(S) #12X1 1/4 1'-0" O.C. WALL PANEL GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS: 1. OVERHEAD DOORS ARE SHOP LOCATED. SOME PANELS MAY REQUIRE FIELD CUTTING. 2. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. ON AA FIELD AND SHOP LOCATED FRAMED OPENING NOTES OF91 AA JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE SAFETY PRECAUTION: DO NOT STEP, SIT OR CLIMB ON WALL GIRTS OR EAVE STRUTS. FAILURE TO ADHERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. JAMB —� JAMB SQUEEZE CLIP CL -7 (8- JAMBS) CL -8 (91/Y JAMBS) CL -9 (2 PLACED BACK O TO BACK FOR 12" JAMBS) O Q> STRUCTURAL FASTENER(S) #12X1 114 (4) PER CLIP FIELD CUT AND FIELD DRILL GIRT AT FIELD LOCATED FRAMED OPENINGS GIRT TO JAMB CONNECTION HE"fMrf1 I-1 "NIII&kP FIELD NOTCH ANS' BEHIND H JAMB GIRT JAMB SQUEEZE CLIP CL -7 (8- JAMBS) CL -8 (9112" JAMBS) CL -9 (2 PLACED BACK TO BACK FOR 12" JAMBS) OF16 AA `- JAMB FLASHING SECTION AT HEADER AND JAMB TRIM ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALLS THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7AiERICABUILDINGS JOB NUMBER: SHEET: 113 FLASHING "II r 1. NOTCH PANELS AS REQUIRED FOR INSTALLATION OF HEAD FLASHING. 2. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS HOT METAL PARTICLES OR BURN THE CUT EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. CC (IF RE WALKDOOR PANEL OPENING WD09 ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALLS AB WALL FASTENER SUB -JAMB WALL FASTENER #12X1 V4DOOR JAMB #12X1 114 1'-0" O.C. 1'-0" O.C. FIELD TRIM HIDDEN RETURN LEG FIELD TRIM HIDDEN RETURN LEG AS NECESSARY TO 61AINTAIN A AS NECESSARY TO MAINTAIN A CONSISTENT PANEL PROFILE CONSISTENT PANEL PROFILE ARCHITECTURAL 111 PANEL J JAMB FLASHING FJ15B- SECTION THRU JAMB W!ARCHITECTURAL III PANEL NOI RELEASE /REVISION 0 PLANS FOR CONSTRUCTION a• SEE RFS 4AA a FINEST, EpG F�pr4 OR SEF �►v�,•ali e SfEWF��I�A (1F RFG!P�T ASSEMBLY DETAIL FOR WALKDOOR FRAME WD07 ARCHITECTURAL 111, ARCHITECTURAL "V" RIB and LONG SPAN III WALL PANELS AB AT 7'-6" HEADER GIRTS (RANGE 7'-4" UP TO 7'-•8") ARCHITECTURAL Or RIB PANEL--/ JAMB FLASHING FJ15B- SECTION THRU JAMB WIARCHITECTURAL'V' RIB PANEL DWN: / CKD: ENGRI DATE O JNHlJNH I RM 06/28/2017 SUB -JAMB DOOR JAMB WALL FASTENER #12X1 114 1'-0' O.C. LONG SPAN III PANEL WALKDOOR JAMB FLASHING DETAILS JAMB FLASHING FA -5 - SECTION THRU JAMB WILONG SPAN III PANEL ARCHITECTURAL III, ARCHITECTURAL 'T RIB AND LONG SPAN III WALL PANELS RELEASE / REVISION SUB -JAMB — DOORJAMB FIELD CUT AS REO'D WMA FASTENER(S) (2) #10X3/4 DETAIL DETAIL A TALL CLIP FASTENER(S) (5) #14X1 STRUCTURAL FASTENER(S) (4) #12X1 1/4 FASTENER(S) #14X1 SHORT CLIP STENER(S) #14X1 ;Y ANCHORS :RS) * INCLUDED IN KNOCK DOWN DOOR PACKAGE PERSONNEL DOOR SUB -JAMB CONNECTION DETAILS 2WD08 ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALL PANELS FAA WALKDOOR BASE ANGLE NOTCH DETAIL CLIP, (5) FASTENERS HORS INCLUDED IN CKAGE NOTE: APPLY TAPE SEALER UNDERNEATH PERIMETER OF THRESHOLD, AS SHOWN. AFTER INSTALLATION, APPLY CAULK (BY OTHERS) ALONG TOP EDGE OF THE THRESHOLD, PERPENDICULAR TO DOOR JAMBS, TO FORM WEATHER SEAL 'TIC WALKDOOR THRESHOLD DETAIL ALL WALL PANELS WALL PANE INSIDE CLOSUR HEADER FLASI- F1 1" SECTION THROUGH WALKDOOR HEADER ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALL PANELS THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS W D05 ON THESE DRAWINGS IS EMPLOYED ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALL PANELS AB A DDOESTHE OTSEREMANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 ,r NIERICA'., BUILDINGS JOB NUMBER: SHEET:,,,�� W17G0151A ISED-016�eMR �ppP J See., qMa AMe N FASTENER(S) ODER WD11 AB • r WINDOW SIZE OPENING SIZE A B C 3'X3' Z-10" 5-10' 4'X3' X-10' T-10' 11'-10" WINDOW OPENING SIZE SIZE A B C 4'X 4' 3AT T-10" 11'-10' 6'X 4' F-10' 11'-10" 1' A (ONE WINDOW) 1" 1" PANEL Ii PANEL CC PANEL RIB RIB RIB B (TWO WINDOWS) C WALL PANEL OPENING DETAI 1 114" WINDOW JAMB SNAP -IN JAMB 3� 0• TRIM 4'-0" SLIDE IN JAMB EXTENSION (TYP.) HW -597 SNAP -IN TRIM (TYP.) TYPICAL SECTION THRU MULLION TYPICAL SECTION THRU JAMBS 2112 - 1' �t PANEL RIB SLIDE IN JAMB EXTENSION HW -597 WALL STITCH FASTENER(S) #14X314 1114' 1'-0' O.C. OUTSIDE (3030 WINDOW) (4030 b 4040 WINDOW) (6040 WINDOW) 2-w S I rNER BY OTHERS O.C. `— OUTSIDE WINDOW JAMB Window Opening: 1. Sheet wall in normal manner. Cut window opening after wan panels are erected. 2. At desired window location, cut opening as shown below and on WN01. Window Installation: 1. Slide the jamb extension into the correct grooves along the outside of the window jambs (HW -595 for Architectural III or Architectural' V' Rib and HAI -597 for Long Span III), typical section through jambs. 2. Insert window into opening, bottom first, from inside of building. 3. Secure window in the opening with wall fasteners at 1'-0" on center along jambs as shown (typical section thru jambs). Secure window sill with wall fasteners at V-0" o.c. and window head with wan fasteners at 1'-0' o.c. as shown (typical section thru header and sill). At mulled jambs, stitch jamb extensions together as shown (typical section thru mullion). 4. Caulk window at header, sill, and jambs as required to weather proof. 5. Install snap4n jamb trim as shown after window installation is completed. Jamb trim at mulled windows must be installed befDre jamb extensions are fastened together. 6. If framing is required, install and secure window in wall as in steps 1 thru 5 above before installing framing. Support wall panels below window sill as required until framing installation is complete. Attach wall panels below window sill as shown in detail WN021AA. General Notes: 1. Window is self framing when installed at pane! location shown. Any other location will require field modifications as required with special flashing furnished by others. 2. Window frame is available in bronze only. 3. Window panels are insulated glass. 4. Window sizes: I SIZE -Iv 3'X 3' 33112' 35' TX 3' 45112' 36' 4'X 4' 4511T 48• 4 6911' 48' 5. Mulled window flashing (MWF_) WINDOW MULLED WINDOW FLASHING WINDOW MULLED WINDOW FLASHING required only at mulled windows. SIZE SIZE TX 3' MAT1 MWF2 4'X 4' MWF3 MWF4 MVVF3 MWF4 6'X 4' MWF4 6. Sub framing is not required with 3'-0' (elevation) girt, unless liner pane's are required. WINDOW INSTALLATION PROCEDURES INN03 ARCHITECTURAL III, ARCHITECTURAL "V" RIB and LONG SPAN III WALLS AA WALL PANEL INSIDE CLOSURE AOLI'AVPIlLOAI MULLED WINDOW FLASHING WINDOW HEAD WINDOW SILL INSIDE CLOSURE AOLIIAVPVLOAI WALL PANEL TYPICAL SECTION THROUGH WINDOW HEAD & SILL ARCHITECTURAL III, ARCHITECTURAL 'Nr RIB and LONG SPAN III WALLS I � O^TA01 AA HEAD AND JA INSTALLATION NOTCH PANEL AS REQUIRED WN02 AA WALL PANEL OPENING WIDTH I NOTE: FIELD SLIT PANELS AND SLIDE HEAD 3'X3', 4'X3', 4'X4' AND 6'X4' WINDOW SECTIONS WN01 OR SILL FLASHING BEHIND PANELS LONG SPAN III WALL PANELS Ag SHEETING AND FLASHING ELEVATION OTOA ARCHITECTURAL III, ARCHITECTURAL 'V" RIB, LONG SPAN III AND MULTI -RIB PANEL WALLS AB 101 RELEASE !REVISION 0 1 PLANS FOR CONSTRUCTION DWN: / CKD: I ENGRI DATE FO JNH / JNH I RM 06/28/2017 r NOTE: SEE WINDOW FRAMING SCHEDULE FOR APPROPRIATE MARK NUMBERS. of irrnwi urwn BOLTS) IB 1/4 A325T/ NUT AMBS) JAMB 1 WINDOW "G" DIMENSION 2 WINDOWS EXAMPLE WINDOW FRAMING SCHEDULE TX 3' 2-10 112' 5'-10 117 WINDOW SIZE GIRT DEPTH JAMB LENGTH 1 SILL WINDOW LENGTH 2 WINDOWS SILL LENGTH 3 WINDOWS SILL LENGTH XX 3' 8' 80C16- T-1 1/2" 80C16- Z-10 112" 80C16- F-10 1/2" OT21 8'-10 112' 3' X 3' 9 112" 95C15- T-1 112' 95C15- 7-10 112" AB 5'-10 117 95C15- 8'-10 112' TX 3' 17 12C13- T-1 1/2' HEAD FLASHING 7-10 112" 12C13- F-10 112' 12C13- 8'-10 117 4' ' 8' SEE NOTE T-1112' 80016- 3'-10112" 80C16- 7'-10117 80016- 11'-10112" JAMB FLASHING 9 112" 95015- MB TRIM T-10 112" 95015- = 95C15- 11'-10 112' 4' X 3' 12- 12C13- T-1112' 12C13- O OT26 OT26 OT26 7'-10117 12013- 11'-10112' 4'X 4' 8' 80C16- w AB AC AV T-10 112" 80C16- T-10 117 8DC16- 11'-10 112" 4' 4' (7 95C15- T-1112' 95C15- 3.10112" 95015- T-10112' 95015- Z 4'X 4' 17 12C13- T-1 112" 12C13- T-10 112" 12C13- Z 12C13- 11'-10 112' 6'X4' 6' X 4' VX 4' 8' 9 1/2" 12- 80C16- 95C15. 1 12C13- T-1112' T-1 112' T-1 112' 80-16- 95C15- 12C13- W 80C16- 95C15- 12013- 11'-10112' 11'-10 112" 11'-10 112" a 0 SILL FLASHING (IF REQUIRED) SEE NOTE FINISHED FLOOR WALL PANELS BELOW SILL NOT SHOWN FOR CLARITY WALL PANEL OPENING WIDTH I NOTE: FIELD SLIT PANELS AND SLIDE HEAD 3'X3', 4'X3', 4'X4' AND 6'X4' WINDOW SECTIONS WN01 OR SILL FLASHING BEHIND PANELS LONG SPAN III WALL PANELS Ag SHEETING AND FLASHING ELEVATION OTOA ARCHITECTURAL III, ARCHITECTURAL 'V" RIB, LONG SPAN III AND MULTI -RIB PANEL WALLS AB 101 RELEASE !REVISION 0 1 PLANS FOR CONSTRUCTION DWN: / CKD: I ENGRI DATE FO JNH / JNH I RM 06/28/2017 r NOTE: SEE WINDOW FRAMING SCHEDULE FOR APPROPRIATE MARK NUMBERS. of irrnwi urwn BOLTS) IB 1/4 A325T/ NUT AMBS) JAMB WINDOW SIZE 1 WINDOW "G" DIMENSION 2 WINDOWS EXAMPLE WINDOW FRAMING SCHEDULE TX 3' 2-10 112' 5'-10 117 WINDOW SIZE GIRT DEPTH JAMB LENGTH 1 SILL WINDOW LENGTH 2 WINDOWS SILL LENGTH 3 WINDOWS SILL LENGTH XX 3' 8' 80C16- T-1 1/2" 80C16- Z-10 112" 80C16- F-10 1/2" 80016- 8'-10 112' 3' X 3' 9 112" 95C15- T-1 112' 95C15- 7-10 112" 95C15- 5'-10 117 95C15- 8'-10 112' TX 3' 17 12C13- T-1 1/2' 12013- 7-10 112" 12C13- F-10 112' 12C13- 8'-10 117 4' ' 8' 80C16- T-1112' 80016- 3'-10112" 80C16- 7'-10117 80016- 11'-10112" 4' X ' 9 112" 95015- T-1 112' 95C15- T-10 112" 95015- T-10 112' 95C15- 11'-10 112' 4' X 3' 12- 12C13- T-1112' 12C13- 3'-10112" 12C13- 7'-10117 12013- 11'-10112' 4'X 4' 8' 80C16- T-1 112' 80C16- T-10 112" 80C16- T-10 117 8DC16- 11'-10 112" 4' 4' 9112" 95C15- T-1112' 95C15- 3.10112" 95015- T-10112' 95015- 11'-10112' 4'X 4' 17 12C13- T-1 112" 12C13- T-10 112" 12C13- T-10 112' 12C13- 11'-10 112' 6'X4' 6' X 4' VX 4' 8' 9 1/2" 12- 80C16- 95C15. 1 12C13- T-1112' T-1 112' T-1 112' 80-16- 95C15- 12C13- 5'-10112" 5-10 112" 5-10 112" 80C16- 95C15- 12013- 11'-10112' 11'-10 112" 11'-10 112" WINDOW SIZE 1 WINDOW "G" DIMENSION 2 WINDOWS 3 WINDOI'S TX 3' 2-10 112' 5'-10 117 8'-10 112' 4'X 3' 3-10 112" T-10 112" 11'-10 112' 4'X 4' 3-10 112" T-10 112' 11'-10 117 6' X 4' F-10 112" 11'-10 112" WINDOW SUB -FRAMING KEY OFOE 3030, 4030, 4040, 6030, 6040 WINDOWS AA SILL TO JAMB CONNECTION OF26 8%9 1/2' AND 12" SILLS AA FIELE FOR FRAN E FRAMED OPENING KEY JAMB TO EAVE STRUT JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM RELEASE / REVISION I DWN: / CKD: I ENGRI DATE DOOR WIDTH r GLE THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS OFOB ON THESE DRAWINGS IS EMPLOYED ^ BY THE MANUFACTURER AA AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION„ SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 > NIERYCAN BUILDINGS JOB NUMBER: SHEET: it r4t.=0" 01VIIAV W17GO151A ISED-017 SMR LONG SPAN III ROOF PANEL LONG SPAN III SKYLIGHT (SEE LONG SPAN III ROOF PANEL t DETAIL "A" (SK11 BA) I PURLIN TYP. SKYLIGHT SIDE VIEW LONG SPAN III ROOF LONG SPAN III ROOF PANEL SKYLIGHT INSULATION TRIM TSIT PROVIDED WITH SKYLIGHT INSULATION TRIM KIT ONLY (SEE NOTE 3, SK91 BA) 1 Lo DETAIL "C" (SK16BA) DETAIL "B" (SK2613A) SAFETY PRECAUTION: DO NOT STAND OR WALK ON FIBERGLASS SKYLIGHT. USE PROPERLY LOCATED WALKBOARDS FOR FOOT TRAFFIC. SK01 BA ROOF STITCH FASTENER(S) #14X3/4 Ft. RIB 1'-6" O.C. TAPE MASTIC 1/2 TM a r- LONG SPAN III SKYLIGHT "SKYLIGHT TO PANEL" CONNECTION AT SIDELAP SK21 LONG SPAN III ROOF BA NOTES: 1. DO NOT STAND OR WALK ON FIBERGLASS SKYLIGHT. USE PROPERLY LOCATED WALKBOARDS FOR FOOT TRAFFIC. 2. COVER EXPOSED EDGES OF INSULATION WITH VINYL PATCHING TAPE. 3. TRIM ANGLE LSTA1 AND "SKYLIGHT TO PANEL" SIDELAP INSULATION TRIM TSIT NOT REQUIRED ON BUILDINGS WITHOUT INSULATION. 4. SKYLIGHT INSULATION TRIM TSIT MAY REQUIRE FIELD TRIMMING. 5. DO NOT LAP SKYLIGHTS END TO END OR SIDE BY SIDE. 6. DO NOT INSTALL ADJACENT TO THE EAVE, RAKE OR RIDGE. 7. A METAL PANEL IS REQUIRED A MINIMUM OF TWO (2) PURLIN SPACINGS BETWEEN ENDS OF MULTIPLE SKYLIGHTS. 8. PRE -DRILL ALL FASTENER HOLES BEFORE INSTALLATION. SKYLIGHT NOTES SK91 LONG SPAN III ROOF BA NOI RELEASE REVISION 0 1 PLANS FOR CONSTRUCTION 4" all SKYLIGHT TAPE MASTIC 1/2 TM LONG SPAN III SKYLIGHT 4" ROOF MAIN FASTENER(S) ROOF STITCH FASTENER(S) -� (SEE FASTENER LAYOUT SK31BA) #14X3/4 #12X1 1/4 1'-6" O.C. TAPE MASTIC 1/2 TM I LONG SPAN 111 SKYLIGHT LONG SPAN III ROOF PANEL INSULATION TRIM I OSURE TSIT I )N TRIM INSIDE CLOSURE AOLI )P WITH SER ANGLE) -C> -C) -TRIM ANGLE <91 BA) * LSTA1 SAFETY PRECAUTION: ATTACH FROM TOP WITH ALWAYS WEAR OSHA APPROVED EYE JLATION BLIND RIVET (4 PER ANGLE) OR ET ECTR C SCREW GWHEN UNS.NG DRILLS <91 BA) (SEE NOTE 3, SK91 BA) BLANKET INSULATION CUT & FOLD INSULATION PURLIN * PROVIDED WITH SKYLIGHT INSULATION TRIM KIT ONLY (SEE NOTE 2, SK91 BA) * PROVIDED WITH SKYLIGHT INSULATION TRIM KIT ONLY SKYLIGHT ENDLAP AT DOWNSLOPE END DETAIL "A") SK11 SKYLIGHT ENDLAP AT UPSLOPE END (DETAIL "C") SK16 LONG SPAN III ROOF BA LONG SPAN III ROOF BA LONG SPAN III lkAA Ike rAOTr_klr_ lf_% .AYOUT SK31 BA) SKYLIGHT ATTACHMENT AT INTERMEDIATE PURLIN (DETAIL "B") SK26 LONG SPAN III ROOF BA ROOF MAIN FASTENER(S) #12X1 1/4 (SEE SK21 BA) MAJOR RIB LONG SPAN III SKYLIGHT (SEE SK2IABA) CRITICAL NOTE.: USE EXTREME CAUTION WHEN INSTALLING FASTENERS INTO THE FIBERGLASS SKYLIGHT. OVERTORQUING FASTENERS COULD RESULT IN SKYLIGHT FRACTURE. SKYLIGHT FASTENER LAYOUTS SK31 LONG SPAN III ROOF BA n^^r DWN: / CKD: ENGRI DATENO JNH / JNH RM 06/28/2017 'ENER -LONG SPAN III PANEL ROOF TRIM FASTENER(S) #14X3/4 )P 1'-0" O.C. PURLIN OUTSIDE CLOSURE LOAI 9"MIN OPENING (12 -MIN. W/12" THROAT VENT) )GE VENT INSTALLATION -,.JG SPAN III ROOF WITH DIE FORMED RIDGE JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM RELEASE /REVISION I DWN: /CKD: I ENGRI DATE BIRD SCREEN WINDBAND ASPIRATOR 1",min. TAPE MASTIC 1/2 TM ROOF FASTENER (L' RIB "PANEL TO SKYLIGHT" CONNECTION AT SIDELAP LONG SPAN III ROOF SAFETY PRECAUTION: DO NOT STAND OR WALK ON FIBERGLASS SKYLIGHT. USE PROPERLY LOCATED WALKBOARDS FOR FOOT TRAFFIC. rt RIB CRITIC(i RIB PURLIN (TYP.) INSULATION TRIM ANGLE LSTA1 PANELS AND INSULATION OMITTED FOR CLARITY. SKYLIGHT INSULATION TRIM LAYOUT LONG SPAN III ROOF THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS RV01 A ON THESE DRAWINGS IS EMPLOYED BA BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENTTHE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION y SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 AIMERICAN BUILDINGS JOB NUMBER: SHEET: a rqu=oo t'inf-'n.' W Mt o. 17G0151 A SED 018 . R LONG SPAN III ROOF PANEL SKYLIGHT INSULATION TRIM TSIT REQUIRED ALWAYS S K21 A BA SKYLIGHT INSULATION TRIM (OPTIONAL) TSIT (SEE SK21 BA) r INSULATION TRIM ANGLE 1 LSTA1 SKYLIGHT INSULATION TRIM TSIT REQUIRED ALWAYS (SEE SK21ABA) SK51 BA 50# CAPACITY WITHOUT 2"x2" ANGLE, ROOF SLOPE 1:12 MAX (WITHOUT BEVEL WASHER) 2009 CAPACITY WITH 2"x ROOF SLOPE 1:12 MAX (WITHOUT BEVEL WASHER WITHOUT ANGLE WITH ANGLE 7/16" (FIELD PURLIN ANGLE MAY BE OMITTED WITH HANGER LOADS 50 LBS. OR LESS. NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION NOTE: NOTE: SO THAT IT HANGS VERTICALLY. PURLIN LIP MUST NOT PURLIN LIP MUST NOT THE METAL BUILDING SUPPLIER IS NOT BE DISTORTED. BE DISTORTED. RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. HANGER DETAIL AT PURLINS SH01 HANGER DETAIL AT PURLINS AA ROD HANGER WITHOUT REINFORCING ANGLE 250# CAPACITY WITHOUT 2"x2" ANGLE, SEE ALSO (SH14AA) 500# CAPACITY WITH 2"x2" ANGLE, ROOF SLOPE LESS THAN (SH15AA) ROOF SLOPE LESS THAN OR EQUAL TO 4:12 OR EQUAL TO 4:12 1 /2" AN 1250# CAPACITY WITH 2"x2" ANGLE, MAX 4BUTPE GREATER LESSTHAN 8H12 SEE ALSO (SH15AA) 50# CAPACITY WITHOUT 2"x2" ANGLE, ROOF SLOPE 1:1 (WITHOUT BEVEL (2) STRUCTURAL FASTENER(S) #12X1 1/4 TEK (WITH ANGLE) OPTIONAL ANGLE (L2x2x1/8x6" LONG) 3/8"0 ROD HANGER 7/16 (FIEI CADDY PURLIN CLAMP MODEL 315 NOTE: USE OF THIS DETAIL WILL REQI ROD HANGER TO BE BENT AFTE SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. NOTE: PURLIN LIP MUST NOT BE DISTORTED. HANGER DETAIL AT PURLINS PURLIN CLAMP WITHOUT REINFORCING ANGLE 500# CAPACITY ROOF SLOPE LESS THAN OR EQUAL TO 1:12 "NOTT MID -Gtr I n �r rurc�Iry NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. HANGER DETAIL AT PURLINS ROOF SLOPES LESS THAN OR EQUAL TO 1:12 NOI RELEASE /REVISION 0 PLANS FOR CONSTRUCTION PURLIN PURLIN o/8"0 ROD HANGER 25/64"0 HOLE ,FIELD DRILL) SH02A CADDY PURLIN CLAMP MODEL 315 ANGLE MAY BE OMITTED WITH HANGER LOADS 250 LBS. OR LESS EXCEPT THAT ANGLE IS REQUIRED WITH SLOPE GREATER THAN 4:12, BUT LESS THAN 8:12. NOTE: PURLIN LIP MUST NOT BE DISTORTED. HANGER DETAIL AT PURLINS AA I PURLIN CLAMP WITH REINFORCING ANGLE 500# CAPACITY SEE ALSO (SH14AA) ROOF SLOPE LESS THAN (SH15AA) OR EQUAL TO 1:12 SAMMY X -PRESS SIDEWINDER PIPE HANGER MODEL SWXP 35 3/8"0 ROD HANGER SH11 AA DWN: / CKD: ENGRI DATE O JNH ! JNH RM 06/28/2017 SAMMY X -PRESS SIDEWINDER PIPE HANGER MODEL SWXP 35 3/4 it SEE ALSO (SH15AA} 200# CAPACITY WITH 2"x2" ANGLE, ROOF SLOPE 1:12 MAX (WITHOUT BEVEL WASHER) PURLIN ER NUT WASHER 7/16"0 HOLE --� NOTE: (FIELD DRILL) USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. NOTE: THE METAL BUILDING SUPPLIER IS NOT PURLIN LIP MUST NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. BE DISTORTED. SH01A HANGER DETAIL AT PURLINS AA ROD HANGER WITH REINFORCING ANGLE SEE ALSO (SH14AA) 400# CAPACITY PROVIDED ROD HANGER IS WITHIN PURLIN (SH15AA) CENTER ONE-THIRD OF 3"x3"ANGLE SPAN (200# CAPACITY OTHERWISE) 1 -1 /291 STRUCTURAL FASTENER(S) MAX (2) #12X1 1/4 TEK MAX. NOT TO EXCEED MID -DEPTH OF PURLIN NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. HANGER DETAIL AT PURLINS (2) STRUCTURAL FASTENER(S) #12X1 1/4 TEK 1/8 TYP. 250# CAPACITY WITHOUT 2"x2" ANGLE, PURLIN SEE ALSO (SH15AA) ROOF SLOPE LESS THAN OR EQUAL TO 4:12 500# CAPACITY WITH 2"x2" ANGLE, ROOF SLOPE LESS THAN OR EQUAL TO 4:12 250# CAPACITY WITH 2"x2" ANGLE, (2) STRUCTURAL FASTENER(S) ROOF SLOPE GREATER THAN #12X1 1/4 TEK 4:12, BUT LESS THAN 8:12 CADDY PURLIN CLAMP - MODEL 315 WITHOUT ANGLE SH02A mA WITH ANGLE I SH02A AB ANGLE (2"x2"x1/8"x 6" LONG) 3/8"0 ROD HANGER NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. SH01B Aa, SEE ALSO (SH15AA) ANGLE (TYP.) (L2X2X3" LONG)7 �-ANGLE ' 7/16"0 HOLE —� `— ANGLE (L2x2x1/8x 6" LONG) (FIELD DRILL) (L3X3X3/16X LENGTH) 3/8"0 ROD HANGER 3/8"0 ROD HANGER NOTE: NOTE: USE OF THIS DETAIL WILL REQUIRE THE USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT A HANGS VERTICALLY. SO THAT IT HANGS VERTICALLY. r THE METAL BUILDING SUPPLIER IS NOT THE METAL BUILDING SUPPLIER IS NOT NOTE: FIELD WELDING REQUIRED, RESPONSIBLE FOR THE DESIGN OR ADEQUACY RESPONSIBLE FOR THE DESIGN OR ADEQUACY SEE DETAIL ENFWA_. OF THE BENT ROD HANGER. OF THE BENT ROD HANGER. SH02B HANGER DETAIL BETWEEN PURLINS SH03 AA AA PURLIN 375# CAPACITY SEE ALSO (SH14AA) SEE ALSO (SH14AA) ROOF SLOPE LESS THAN (SH 15AA) OR EQUAL TO 4:12 r— PURLIN (SH15AA) 250# CAPACITY 25/64"0 HOLE ROOF SLOPE GREATER THAN �— (FIELD DRILL) 4:12, BUT LESS THAN 8:12 SIDEWINDER PIPE HANGER FOR SLOPES LESS THAN OR EQUAL TO 1:12 WASHER LOCK NUT 3/8"0 ROD HANGER SH11A AA SAM % SWIVEL PI mol 3/8"0 RGA NOTE: PURLIN LIP MUST NOT BE DISTORTED. HANGER DETAIL AT PURLINS ROOF SLOPES LESS THAN 8:12 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM RELEASE /REVISION DWN: / CKD: ENGR DATE 25/64"0 HOLE (FIELD DRILL) 3/8"0 ROD HANGER---- \ NOTE: USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. NOTE: PURLIN LIP MUST NOT BE DISTORTED. HANGER DETAIL AT PURLINS PURLIN CLAMP MAX. SEE ALSO (SH14AA) PURLIN (SH15AA) (2) STRUCTURAL FASTENER(S) #12X1 1/4 TEK (WITH ANGLE) OPTIONAL ANGLE " (L.2x2x1/8x 6" LONG) 'ANGLE MAY BE OMITTED WITH HANGER LOADS 250 LBS. OR LESS EXCEPT THAT ANGLE IS REQUIRED WITH SLOPE GREATER THAN 4:12, BUT LESS THAN 8:12. CLAMP INSTALLATION "NOT ALLOWED' CLAMP CAUSING BENT PURLIN LIP THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS SH 1 2 ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AA AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 A.MI ERIC NY BUILDINGS JOB NUMBER: SHEET: a W17GO151A SED -01 9 I I F - BUTTE COUNTY JUN 2 vO- 201-t DEVELOPMENT SERVICES 17-)307 P RMI T f BU -Fl E C01 -J!"471" DE:V DATE W 17 0 15 1 JIM &JAN PETERSON ELITE STEEL BUILDING SYSTEM .,NMERIC.A-144 PLTILI3INCS A r`-4L-Z=E=Z5= COMPANY Richard Maddox 5/19/2017 1 am approving these drawings I T BUILDING ERECTION NOTES 1. THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4. REINFORCING BARS, WIRE MESH, ANCHOR ROD SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR OTHER DEPENDABLE MEANS. S. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB, AS SPECIFIED BY THE FOUNDATION DESIGNER. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE +/-1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A +/-1/8 INCH TOLERANCE. 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 10. ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 11. THE EMBEDMENT OF THE ANCHOR RODS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 12. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPLIER'S DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. 13. ANCHOR ROD DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PLAN. ANCHOR RODS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36, ASTM A 572 GRADE 50 OR 55, OR ASTM A 992. STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A. ASTM A 1011 SS, GRADE 55 B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1 C. ASTM A 572 GRADE 55 D. ASTM A 529 GRADE 55 STEEL FOR ENDWALL "C" SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1. STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADE B, 42 KSI. SECONDARY FRAMING STEEL STEEL USED TO FORM PURLINS, GIRTS, EAVE STRUTS AND "C" SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR HSLAS GRADE 55, CLASS 1, OR IF GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 55, G90 OR HSLAS, GRADE 55, CLASS 1, G90. ROOF AND WALL PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 1. MATERIAL MAY BE EITHER 24 OR 22 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 80, CLASS 1 OR CLASS 2, OR HSLAS, GRADE SO. -MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 1 OR CLASS 3, MATERIAL MAY BE EITHER 24 OR 22 GAGE. BRACE MATERIALS: BRACE CABLES: ASTM A 475,7 -STRAND EHS WIRE CABLE BC4 =1/4" DIA.(7mm) BCS = 5/16" DIA.(8mm) BC6 = 3/8" DIA.(10mm) BRACE RODS: ASTM A 572, 50 KSI (UPSET THREADS) BR5 = 5/8" DIA.(16mm) BR6 = 3/4" DIA.(20mm) BR7 = 7/8" DIA.(23mm) OR ASTM A 529, 50 KSI (CUT THREADS) BR9 = 11/8" DIA.(29mm) BR10 =1 1/4" DIA.(32mm) BR11 = 13/8" DIA.(35mm) STRUCTURAL PRIMER NOTE: BC8 = 1/2" DIA.(13mm) BR8 = 1" DIA.(26mm) BR12 =1 1/2" DIA.(39mm) "SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING DURING TRANSPORTATION TO THE JOBSITE AND FOR NOT MORE THAN 45 DAYS FROM THE APPLICATION. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF AFIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER. ABC IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING." "AS A MINIMUM AND SECONDARY TO MORE STRENUOUS JOB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPEOFICATION 516.01 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN THE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL, PUBLISHED BY THE MBMA." CONSTRUCTION BRACING NOTE: TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION IS TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINST THE LOADS RESULTING FROM THE ERECTION OPERATION. ERECTOR NOTE FIELD WORK (TRIMMING, DRILLING, WELDING, ETC.) MAY BE REQ'D FOR CERTAIN CONDITIONS. ABC WILL NOT BE LIABLE FOR ADDITIONAL ERECTION COSTS DUE TO THIS WORK. CONDITIONS EFFECTED MAY INCLUDE (BUT ARE NOT LIMITED TO): ALL SHEETING PANELS LESS THAN 1'0 IN LENGTH WILL HAVE TO BE FIELD CUT FROM PANELS PROVIDED AS NOTED ON ERECTION DWGS, SOME PORTAL FRAME KNEE BRACES REQUIRE FIELD WELDING OR DRILLING FOR CONNECTION AT RAFTER, FLUSH GIRT/PURLIN CONDITIONS MAY NEED TO BE SLOTTED TO ACCOMMODATE X -BRACING, "KICKER" BRACES AT OPEN ENDWALLS MAY REQUIRE FIELD DRILLED HOLES AT CONNECTION TO PURLINS, ANGLE X -BRACING MAY REQUIRE FIELD WELDING AT THE COLUMN BASE, ALL JOBS WITH JOISTS WILL LIKELY REQUIRE SOME FIELD WELDING (REGARDLESS OF BOLTED CONNECTIONS) NOI RELEASE /REVISION 0 1 PIANS FOR PERMIT DWN: / CKD: I ENGRI DATE O VTH/AA / AJ I RM 05/19/2017 ABC -ATLANTIC DIVISION 6115 COCA COLA BLVD. COLUMBUS, GA 31909 PHONE: (706) 562-8020 FAX: (706)562-8017 ABC - MIDWEST DIVISION 901 WEST MAIN STREET EL PASO, IL 61738 PHONE: (309) 527-1500 FAX: (309) 527.1522 ABC - SOUTH DIVISION 1150 STATE DOCKS RD. E U FAU LA, AL 36027 PHONE: (334) 687-2032 FAX: (334) 688-2200 ABC - WEST DIVISION 2260 TENAYA DRIVE MODESTO, CA 95354 PHONE: (209) 236-0580 FAX: (209) 236-0588 TAKING CARE OF OUR CUSTOMERS FOR FIELD ISSUES CALL GREG SANTUCCI or JOHN SILVEIRA (775) 887 - 2931 WestQSR@AmericanBuildings.com THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY FOR THE REFERENCED BUILDING HAVE BEEN DESIGNED IN OUR MODESTO, CA OFFICE FOR FABRICATION IN OUR CARSON CITY, NV PLANT. IN ADDITION TO THE DEAD LOAD (D) OF THE BUILDING COMPONENTS, THE MEMBERS ARE DESIGNED ON THE FOLLOWING DESIGN BASIS: COLLATERAL LOAD (C) 1 psf On Roof Members 1 psf On Supporting Frames ROOF LIVE LOAD (Lr) 20 psf on Roof Members With Reduction On Supporting Frames As Permitted By Code SNOW LOAD (S) 0 psf Roof Snow Load Roof Exposure Condition = Fully Exposed Thermal Condition = Unheated and open air structures 0 psf Ground Snow Load Thermal Factor = 1.2 Snow Exposure Factor = 0.9 Snow Importance Factor = 0.8 WIND LOAD (W) Exposure (Surface Roughness) Category = C 100 mph Ultimate Design Wind Speed (3 -second gust) 77.46 mph Nominal Design Wind Speed (3 -second gust) 72 mph Serviceability Design Wind Speed (3 -second gust) Enclosure Classification = Enclosed Buildings Internal Pressure Coefficients = +0.18 and -0.18 Design Pressure for Wall Components and Cladding = +19.95 psf and -26.60 psf SEISMIC LOAD (E) Exempt from Seismic Design State = California County = Butte Risk Category of Building = I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy ... - NOTES: 1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD. 2. ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP II MATERIAL GREATER THAN OR EQUAL 0.125" THICK OR TABLE 1.2 IN AWS D1.3 FOR MATERIAL LESS THAN 0.125" THICK AND ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI. AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN AND FABRICATION OF YOUR ORDER. THE ABOVE DESIGN LOADS ARE APPLIED IN ACCORDANCE WITH THE 2016 CALIFORNIA BUILDING CODE. THE DESIGN IS IN GENERAL ACCORDANCE WITH 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND 2012 AISI NASPEC NORTH AMERICAN COLD -FORMED STEEL SPECIFICATION. THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED, ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH AMERICAN BUILDINGS COMPANYS "GENERAL ERECTION GUIDE" AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. RELEASE / REVISION I DWN: / CKD: I ENGRI DATE JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM SHEET NUMBER STATUS DATE REV. NO. C-0 FOR PERMITS ONLY 05/19/17 0 C-1 FOR PERMITS ONLY 05/19/17 0 C-2 FOR PERMITS ONLY 05/19/17 0 AB -1 - AB -3 FOR PERMITS ONLY 05/19/17 0 E-01 -- E-15 FOR PERMITS ONLY 05/19/17 0 DESIGN NOTES W17GO151 1. The frame at left endwall (FL.1) and the frame at the right endwall (FL.3) are not designed to accommodate any future additions. 2. New structure by ABC is designed as an Enclosed Building. 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. 4. ABC has provided a new structure according to the ABC purchase order and company standards ABC is not responsible for verifying that ABC's design and detailing is compatible with material by others. 5. 1.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on the frames. DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A IC -1 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. AMMICAIN BUILDINGS- M, LsILDINGS- i*!E3 ■v R T STRUCTURAL STEEL COLORS PRIMARY: RP SECONDARY: GZ ROOF PANELS TYPE: L3P GAGE: 26 COLOR: GM WEATHERTIGHTNESS WARRANTY: NA UL 90 CERTIFICATION: NO FACTORY MUTUAL CERTIFICATION: ROOF INSULATION TYPE: STANDARD LAMINAED FIBERGLASS BY ABC: NO THK. OVER PURLIN:3" (3", 4", OR 6" ONLY) WEIGHT ROOF CURB BEARING PLATE: NA THERMAL BLOCK: NA FACING TYPE: FACING COLOR: STARTER ROLL WIDTH: TYPICAL ROLL WIDTH: SPACER STRIP: I F.0 TRIM COLOR SB (LOC—SEAM OR STANDING SEAM W/O INSULATION) GZ = GALVANIZED ROOF LINE TRIM BS = BURNISHED SLATE FSW EAVE: STD GUTER COLOR: SS RIDGE FLASHING: DIE FORMED FG = DOWNSPOUT CONDITION: NA COLOR: NA BSW EAVE: STD GUTTER COLOR: SS LEW RAKE: FIXED COLOR: SS REW RAKE: FIXED COLOR: SS ROOF FRAMED OPENINGS WIDTH LENGTH QUANTITY WEIGHT ROOF CURB N/A NO 2 YES 1,2 BY ABC?: ICE AND SNOW: NO ICE AND SNOW: NO SIZES OF ROOF CURBS ARE INSIDE TO INSIDE DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY. DO NOT CUT PURLINS UNLESS SPECIFIED BY CERTIFIED ENGINEER. MAX LOAD FOR STANDARD ROOF CURB FRAMING IS 3000#. THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURB MUST BE CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. ROOF TRANSLUCENT PANELS Z INTEGRATED PRISMATIC SKYLIGHTS PLANE INSULATED QUANTITY CENTERED BAY NO. RF01 NO 2 YES 1,2 RF02 NO 2 YES 1,2 I F.0 TRIM COLOR SB = SAGEBRUSH TAN GZ = GALVANIZED ROOF CURB MOUNTED SKYLIGHTS PLANE SIZE COLOR QUANTITY CENTERED BAY NO N/A PW ID WIDTH I HEIGHT I QUANTITY I SILL HT COVER TRIM I F.0 TRIM COLOR SB = SAGEBRUSH TAN GZ = GALVANIZED BS = BURNISHED SLATE SS ROOF VENTS TYPE QUANTITY RUN TYPE COLOR 9X 10 1 SINGLE PW ID WIDTH I HEIGHT I QUANTITY I SILL HT COVER TRIM I F.0 TRIM COLOR PIPE JACKS SIZE QUANTITY N/A WALL PANELS TYPE: L3P GAGE: 26 COLOR: SS WALL CORNER TRIM COLOR:SS BASE TRIM CONDITION TYPE: BASE ANGLE TRIM NOI RELEASE /REVISION 0 1 PLANS FOR PERMIT COLOR: BS DWN: / CKD: ENGRI DATE m,410 VTHIAA / AJ RM 105/1912017 WALL INSULATION TYPE: STANDARD LAMINATED FIBERGLASS THK. OVER GIRT: 3" (3", 4", OR 6" ONLY) FACING TYPE: STARTER ROLL WIDTH: BY ABC: NO FACING COLOR: TYPICAL ROLL WIDTH: WALL FRAMED OPENINGS N/A LENGTH PANEL INFORMATION N/A LOCKSET WALL ID WIDTH I HEIGHT I QUANTITY I SILL HT COVER TRIM I F.0 TRIM COLOR SB = SAGEBRUSH TAN GZ = GALVANIZED BS = BURNISHED SLATE SS = SAND STONE LEW NO PAINT FG = FOX GRAY TBS = TO BE SELECTED FSW 12'-0" 12'-0" 1 0'-0" YES SS WALL LINER PANEL INFORMATION WALL ID LOCATION I HEIGHT I LINEAL Fj CAP TRIM PANEL INFORMATION CEILING LINER PANEL INFORMATION CEILING PANEL COVERAGE PANEL INFORMATIO N/A LENGTH PARTITION WALL f DRAFT CURTAIN WALL ID DIRECTION LOCATION LENGTH PANEL INFORMATION N/A LOCKSET CLOSER 1 3070 KD,PREM RHO WHT NONE LEVER LOCK NONE SB = SAGEBRUSH TAN GZ = GALVANIZED LOCATION ON A LONGITUDINAL WALL IS FROM FSW. LOCATION ON A TRANSVERSE WALL IS FROM THE LEW. WALK DOORS CORNER AND FRAMING LINER TRIM PROVIDED BY ABC; CAP TRIM NOT INCLUDED UNLESS NOTED. LOCATION IS FROM THE LEFT STEEL WALL. QUANTITY SIZE TYPE SWING COLOR GLASS LOCKSET CLOSER 1 3070 KD,PREM RHO WHT NONE LEVER LOCK NONE SB = SAGEBRUSH TAN GZ = GALVANIZED BS = BURNISHED SLATE SS = SAND STONE BK = NO PAINT FG = FOX GRAY TBS = TO BE SELECTED HG = HUNTER GREEN MISC FINISH (25 yr wty) GM = GALVALUME PA,STD= PRE—ASSEMBLED STANDARD PA,PREM= PRE—ASSEMBLED PREMIUM PA,WR= PRE—ASSEMBLED WIND RATED KD,STD= KNOCKDOWN STANDARD KD,PREM= KNOCKDOWN PREMIUM KD,WR= KNOCKDOWN WIND RATED RHO=RIGHT HAND OUT RHI=RIGHT HAND IN LHO=LEFT HAND OUT LHI=LEFT HAND IN RELEASE / REVISION STD= STANDARD (SOLID) VLI=VISION LIGHT (INSULATED) VLT= VISION LIGHT (UN—INSULATED) VLGL=VISION LIGHT (LAMINATED GLASS PA) HGI=HALF GLASS (INSULATED) HGT= HALF GLASS (UN—INSULATED) HGLG=HALF GLASS (LAMINATED GLASS PA) NCI=NARROW GLASS (INSULATED) NGT= NARROW GLASS (UN—INSULATED) NGLG=NARROW GLASS (LAMINATED GLASS PA) DWN: / CKD: I ENGRI DATE WINDOWS SIZE QUANTITY COLOR WINDOW ELEVATION N/A WALL LITES IWALL IDI PROFILE I LENGTH I BAND I BAND AT EAVq BAND LENGTHI QUANTITY I SILL HTI LEW N/A REW N/A FSW N/A BSW N/A CANOPY (WALL IDI TYPE I PROJECTION I CLEAR HI LOCATION I SOFFIT PANELI FACE PANELI INSULATION I LEW N/A REW N/A FSW N/A BSW N /A LOCATION IS FROM LEFT STEEL LINE (LEFT CORNER) OF WALL CANOPY IS LOCATED ON. FASCIA IWALL IDI TYPE I PROJECTION I CLEAR HTI LINEAL FEETI FACE PANEL] BACK PANELI SOFFIT PANEL LEW N/A REW N/A FSW N/A BSW N/A RAKE/ EAVE EXTENSIONS (OVERHANG WALL IDI TYPE I PROJECTION I LINEAL FTI SOFFIT PANELI INSULATION I LEW N/A REW N/A FSW N/A BSW N/A PARAPET WALL IWALL IDI TYPE I TOP OF PARAPET I LINEAL FT I SOFFIT PANEL I INSULATION LEW N/A REW N/A FSW N/A BSW N/A JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM SPECIAL NOTES N/A MISCELLANEOUS MATERIAL N/A ABC STANDARD COLOR CODES FRAMING COLORS SILICON POLYESTER (SP) FINISH (25 yr wty) RP = RED AB = AZTEC BLUE PW = POLAR WHITE GP = GRAY BR = BRICK RED SB = SAGEBRUSH TAN GZ = GALVANIZED BS = BURNISHED SLATE SS = SAND STONE BK = NO PAINT FG = FOX GRAY TBS = TO BE SELECTED HG = HUNTER GREEN MISC FINISH (25 yr wty) GM = GALVALUME (ALCT) PVDF FINISHES (35 yr Wty) AY GALVALUME PLUS (AYCT) DB = DARK BRONZE SU = SURRY BEIGE EG = EVERGREEN TC = TERRA COTTA WALK DOORS/WINDOWS WINDOWS RO = ROYAL BLUE WW = WARM WHITE BLK = BLACK RW = REGAL WHITE TBK = TO BE SELECTED WHT = WHITE SG = SLATE GRAY BZ = BRONZE DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: SHEET: W17GO1510 C-2 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. MNIERICAN -BUILDINGS A rlL alias rtrE^1?x, MMR. O O -� z ZF 0 n �' INTI O ;u m -0r O M w 0 D < m 0 z = z 30'-0 D n C) vv D x z 15'-0 15'-0 � O o u 0 0 o m D cn y N BRACED BAY N N O m 11 1/2 28'-1 11 1/2 co 0 Oz0 Omz z O m O m D co O O m , m m < m D (n � z ' b bo t 0 0 u o i co- 0 o NcoN m -v o � z 1� O l I o v z ' D z C) m = Li O P v C-40� � 11 1 /2 28'-1 11 1/2 > v Po O m - D a D z --� c v+ m cD v o m r N N X D oo D (n O z U z m N N O O cn 1 C13o O �� o� D Z " K G) C13 m -T (n V ' V f � m m X c .1 z in in _ D m m 5 0 z (n in z � D =D� ,-m� w 11 1/2 28'-1 11 1/2 1 � N . • • . . O v i oBRACED BAY o K 0 N -Tp 0 O —� o�°Z� 00 °� -n 9-0 15 151-0 r •T- � N O D D r m b t7 __� Z5 LA 30'-0 o r SG I ►`� /c, Ol co co NI �. BP01-A 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION STEEL LINE N r- r- N M m iFI 11/2 __1__111/2 BP01-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION STEEL LINE NONE -01 N r W z N � J lw M -'6— C14IT-- � M co -6- N I i L? 1 1/2 1 1/2 6 BP02-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 1 1/2 1 1/2 N M N M 1 1/21 1 1N ERECTION NOTEM 1. FINISHED FLOOR ELEVATION = 100'-0" 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED. co STEEL LINE ERECTION NOTEM ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE PROJECTION OF 1 INCH. ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16 INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS BE FLUSH WITH OR ABOVE THE TOP OF THE NUT. ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. NO RELEASE / REVISION DWN: / CKD: I ENGR DATE 011 RELEASE / REVISION 0 1 PLANS FOR PERMIT I VTH/AA / AJ I RM 05/19/2017 BP01-C 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION W N z J � cn I 1 N I ( 81/2 _ ( r - r 1 1/2�4-3 1/2 32 -� 5 -�j 13P01 -D 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION ( 2 1 3 _1.31/2.1_ 8 N 1 1 1 1 r- CO N 81/2 N r- e— JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE 11 BP01-E 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 6 1 1/2 11 1/2 _z J .J W 1 112 5 1/2 STEEL LINE N 13P01 -F 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION 6 1 1/21 11 1/2 N M N M IIIIIIIIIIIEII THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: . FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7UI.DIIGC JOB NUMBER: SHEET: ME3�A W17GO151A AB -2 ,a u -4*7 N 51/2 co 11 r W z � J z J J W N � W � N M I co M N 1 112 1 1/2 6 BP02-A 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION STEEL LINE N r- r- N M m iFI 11/2 __1__111/2 BP01-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION STEEL LINE NONE -01 N r W z N � J lw M -'6— C14IT-- � M co -6- N I i L? 1 1/2 1 1/2 6 BP02-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 1 1/2 1 1/2 N M N M 1 1/21 1 1N ERECTION NOTEM 1. FINISHED FLOOR ELEVATION = 100'-0" 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED. co STEEL LINE ERECTION NOTEM ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE PROJECTION OF 1 INCH. ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16 INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS BE FLUSH WITH OR ABOVE THE TOP OF THE NUT. ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. NO RELEASE / REVISION DWN: / CKD: I ENGR DATE 011 RELEASE / REVISION 0 1 PLANS FOR PERMIT I VTH/AA / AJ I RM 05/19/2017 BP01-C 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION W N z J � cn I 1 N I ( 81/2 _ ( r - r 1 1/2�4-3 1/2 32 -� 5 -�j 13P01 -D 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION ( 2 1 3 _1.31/2.1_ 8 N 1 1 1 1 r- CO N 81/2 N r- e— JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DWN: / CKD: I ENGRI DATE 11 BP01-E 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 6 1 1/2 11 1/2 _z J .J W 1 112 5 1/2 STEEL LINE N 13P01 -F 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION 6 1 1/21 11 1/2 N M N M IIIIIIIIIIIEII THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. DRAWING STATUS: . FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7UI.DIIGC JOB NUMBER: SHEET: ME3�A W17GO151A AB -2 ,a u -4*7 N - --�— -- - ,- -- - - W co z J J W U) STEEL LINE - --�— -- - ,- -- - - 0 LOADING CONDITION FRAME LINE 1 C B A V (kips) H1 (kips) V (kips) H1 (kips) H2 (kips) V (kips) H2 (kips) D +0.4 NA +0.6 NA NA +0.4 NA C +0.1 NA +0.2 NA NA +0.1 NA L +2.0 NA +3.7 NA NA +2.0 NA W -2.0 to +1.9 -1.8 to +1.8 -4.2 to +1.9 -1.8 to +1.8 -1.8 to +1.7 -2.0 to +0.1 -3.5 to +3.5 All Wind reoctions shown in the table above are bosea on Ultimate Design Wind Speed and are unfoctored. H1 = horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame LOADING CONDITION FRAME LINE 3 C B A V (kips) V (kips) H1 (kips) H2 (kips) V (kips) H1 (kips) D +0.4 +0.6 NA NA +0.4 NA C +0.1 +0.2 NA NA +0.1 NA L +2.0 +3.8 NA NA +2.0 NA W -2.1 to +0.1 -4.3 to +1.9 -1.8 to +1.8 -1.7 to +1.8 -2.1 to +1.9 -1.8 to +1.8 All Wind reactions snown in the taoie 000ve are oases on Ultimate Design Wind Speed and are unfactored. H1 horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame M1 H1 `P(-� fI C H2 V ID: W17G0151A.01A REACTION SCHEMATICS A LOADING FRAME LINE 2 C A CONDITION V H1 V H1 H2 (kips) (kips) (kips) (kips) (kips) D +1.4 +0.3 +1.4 -0.3 NA C +1.1 +0.3 +1.1 -0.3 NA L +4.5 +1.1 +4.5 -1.1 NA -2.9 W -7.2 to -7.2 to NA + 0.7 +2.9 -2.9 -0.7 -3.5 W -7.6 to -7.6 to to (at X braced bas) +0.7 1 +2.9 +3.5 -0.6 -0.6 -0.6 -0.6 E* to to to to NA +0.6 +0.6 +0.6 +0.6 -0.6 -0.6 -1.1 -0.6 -2.6 E* to to to to to at X braced bas +0.6 1 +0.6 1 +0.6 1 +0.6 1 +2.6 All Wind reactions shown in the taDie aoove are oasea on Ultimate Design Wind Speed and ore unfactored. *Earthquake reactions do not include any amplifications for overstrength which may or may not be required in the design of column anchorage and foundation by others. H1 = horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame 0 f NOI RELEASE /REVISION 0 1 PLANS FOR PERMIT 0 -v co c� 0 r - co r` FB -1 SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 1/2 X 1 1/4 A325T 12'-6 9/16 6" X 1/4 N/A B (4) 1/2 X 2 (4) 1/2 X 1- 13/64 (4) 1/2 X 1 1/4 A325T 13'-8 13/16 6" X 114 6" X 1/4 C (4) 1/2 X 1 114 A325T 12'-6 9/16 1 6" X 1/4 N/A 12 1 � 16-0518 13'-8 11116 qn5'-0 1'-6 1'-6 THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE ANDOR GIRT STRUT MEMBERS. REFER TO THE ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. 12 - 11 15'-0 5/8 13'-8 11/16 �PD5'-0 `n►_r, 9;►R _ ^1 , � rrl _9 � 3'-6 5/8 8_177/8 1'-3 718 C�D DWN: / CKD: ENGRI DATE O VTH/AA / AJ I RM 05/19/2017 13'-8 118 15'-0 1 30'-0 COLUMN & BEAM CROSS SECTION AT FL. 1 RELEASE / REVISION I DWN: / CKD: I ENGRI DATE JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM 13'-8 1/8 77/81 8 1'-3 7/8 DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: SHEET: W17GO151A E FB -1 0 r - THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. AMERIC�V BUILDING -S MER o c z > Z (n >� U) T m m coo 0 °�° -� m m m rr't m Cla C13 u; r X X X M O C; -n X X � < � Z (n < w w G) in o 0��mm � z = , D rn Cn rn U) __� W D D D nvmo m m w W ( 1 ,-tmj Z w w w Z� O ° 1 ° �-�CO N o = m � 14'-0 m -i ? z X Cn D 13'-4 5/8 'n --I CO - 7 0 �D mm D p T-6 5'-10 8 0 0 0 --1 � 2 Z X K G) m ;o U) o m = b O O =W2 o m °o RC1 G) 00 m tv -♦ � --I X X X 0 W rT1- 0 00 m i C' Cl)Z D 1 D X X X Z— N (� D —i N W N �m zz w !� (T1 m r.. 4 rn rn rn m 1 X < a U) O z _► Ul _ "n O N W Ln 03 00 00 v' co 00 b •. N � ° + O cn z � G) v d co z -n X -n D D m ° a (7 m m q cil `) � + N �- L O o Cn C) + X Cn ryr cn > D o o D D Z C D -C C m m can e° �� n rn r ° —Icn v 00 m rn '�03 03 co 2 � ►� O O N a W r� Z z N' D r 41 N cn -n �► -'' 0 0 �� p 4 O N CA C\11 � Z � � 00 10 n� ���� a `J' •mom• ` A 4. M m� C) i �( Z �" 4 D m �' G) 0 a Z =Dr rn m A c) N CA + Oo 4 RC2 3 tC Z 2 2 Z< Z=_ o v -+ r^ 1A m i= 8 �p r+t m 3 m A am z 1 2 0 Z O C v 2 m yf T Z �° A m � N ; � � v 7�_g 6'-6 O m A Z N p v < z O� 7^'o i^ r in r to Z r" m n 13'-4 5/8 v a 3 z ? d = i 14'-0 SG ISr' IC p /_ C7 N '- C 4�\NI n vo D r m x x x O N N Nr,,,, W W W C11 CJl CJl n � r � rn n D (1•j W � O � D -° m X x x rn W W W � O co oo N m x x x rn N m o z0 C� Y -n r M X U) 0 z 14'-0 C 13'-5 5/16 Z Z T-6 6'-6 D p X Z 3: G) C� T C�J1 W cD D co d w m EC3 (W8X10) � co co D w m v � � X N + ;0 v r (n m _ d �► O CT► z—► a a O N cn G'- t � o 60 °o w N co 1 CD O O O ° C Z d 0 QQ v -n m d rn x D 0 D N m O o ° . / (n o E12 (80C16) , rm- p -4 a / cn � \ / _ Q0 cn \ / �J J ` + 0 mD rn 4• \ ' r M 0 D Z \ i' C (n _ w 0 o m /�' o0 G) (n cn Q d \ \ / Ncn (nn Z D d ` /' \ , m \ , W ` / m -� \ -n r- u N r / \ o 00 m m v• / \ m � cn / \ c / \ ao O Z \ Z °D Op / S� —gym ,� EXG \ m m m � `\ -n m � � < , � \ mcg 0 \ m ` r (n '' \ \ * z -� m = ' o D m �' ° \ x -I G) O / \ m D -1 z cu z= cn cin z C7 N w �m m=D M- v ♦ EC4 W8X10 N 0 m 0 •• w - c_ D -P, °° X z m v pa No °D 00 ° • G) D � X cn C7 n In -1 fLn X c Z Z Z z Z 7'-6 6'-6 --� rmn ° Om 3 m m� I m F. ?��ZZ�=; 13'-55/16 � ^' (' m 70 D N v r1."..�N ➢ O b m v� Dr 1 14 -0 cn N Z m �^ 70 m D H 1 b = 3 °= 1 m ►•.e n=� P > 0 r -n N! 4 - r o m cn O m J> C .: c �, X 0 t�� C7 w D r n m A .l P• xxNvx� „x„ O _ W N D N N� N r C7 m m N W N D � W °o "T1 � r rn � x x xm rn rn x D a m N rn NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE (2) 112 X 1 1/4 A325T BOLTS UNLESS NOTED. 0 0 co 0 0 Lo =n THIS ROOF SYSTEM DESIGN USED ANTI -ROLL CLIPS INSTALLED AS SHOWN IN SECTION RF50AA (uphill) OR RF50/AAA (downhill) AND RF51BA. LOCATIONS ARE INDICATED ON ROOF FRAMING PLAN. CLIP MARK NUMBERS ARE CL -12, CL -13, OR CL -14. 50'-0 0 0 0 51/21 1 24'-6 1/2 - -- 24'-0 1'-0 CL -12 CL -12 80Z14-4 (U.N.) (3) REQUIRED 3'-6 - 3'-6 8OZ14-3 (U.N.) LAP TYP U.N. (3) REQUIRED EAVE STRUT LINE (SEE S.W.) 5 1/2 80Z14-1 (U.N.) (3) REQUIRED 24'-6 1/2 EAVE STRUT LINE (SEE S.W.) 3'-6 - 3'-6 LAP TYP U.N. 50'-0 PLANE ID: 1020, 1021 ROOF FRAMING PLAN 80Z14-2 (U.N.) (3) REQUIRED 24'-0 CK) _j -o� c�0 -0= mo Oz z n X X r m D m m Fn O z S � Dz D D p 15'-3 Z 14'-0 V-3 0 T-6 7'-9 c`Ti v N m 0 O D T N ' 0 4 • EC2 X 8OC14-6 0 co a (i •�-' r m d w vo n N W m (nn O z •a 4 CTI co 'O O v m o z y z p 0 v D ' r Z r v D a — n m Zr C) e 0 w G) z W mv 00 L— m m m i n r wrn m D m 80C14-5 N M D D Z C oo -o W b C: ( m --I Ori v o --I b E(1 z ;o 0 \\ / G) (n z \ / 0 z ' e \ � z \ / / D T \ / c- cn S \ Oo D �ZX G) b = /'�` N CT) = m V J m m -Di fn Z C) /' cn r 0 O ch ,� c r G) , \ Z — in S e �/ `\ 0 r � O m r z-n m ccn = D z/ \ __ x m =Dr c m W4 m .4 � Z m O •• / m O v / m z m O \ X m -n M 4 0 m D =m O �. EC 1 F—I m v z ;o Z �z�z? o rn p lE i G1 7o O -1 -4 c D __pp� LLJmO z yy,ym n •i N D L � p -i 0 2 D 0 A D ��� T x m x r N Z m N m D N ^/ O r S z (n \ r W (n cn n °J z� G) 0 z G) 71m rn O m ' N --4 m C) 0 m ."` y ;po )CO. NO 15'-3 14'-0 1'-3 7'-6 7'-9 D a m - N p T C7 a EC3 r rna m m (n ° O z e e •-• CO ` N • m a � O c m m v" Z z ov o 0� N m Dz --� -� r_ Z r D G) r cn D r -n a zpc v ° m D v,z m z e X� maA` G) m WO m i M v : -i to D � CF) m I K 0 D r > c) M0>Z R1 �o D C T -� co CD (oD �, �o° p z Ln m o rnz , no - E12 v m T _z x G) (n Q z `� 00 O cn Q Z (nZ z d. `� '' X O Z m c ` (n ril a m L0 0 lip 03 v ` Q �c c - o , D z N ` _ co m m 0)° �' `� O (n V J m m D o C^ '' ` ch Z ;u CDCD inX in m z b , v`. , n 0r- p r Z m m� D� n G) Q e = m 1 m D r ,' `� 'r1 O •• rn O m �rn n EC4 F -I m o I ZZ�>�Oz � m m O i m t 46 O 70 + m A ° LL LA M W . m^ N p O ^ m n Vm �Dv�-zip° N �m nm ND O to LA r N Z 6 m D b c v m 3�n z (n C7 v� cn (n z� G) C7 z G) m EG Is m X 0 [` -n N .��`► 0 EEIL-02� 0 r - to f` QD 1 E80S5-3 80Z12 -1X 8OC14-7 8OC 14-2 Nr V- 4 U U co � co o 6'-6 --- -- --- -- -- EFB43L-2.6 EFB43R-2.6 CL -3 V •v 80C14-1 (U.N.) (1) REQUIRED 12'-0 6'-6 _ 25-0 PLANE ID: 1016 SIDEWALL FRAMING ELEVATION AT LINE C 1 E80S5-1 r- - - - - - - - - - I I I I I I I I I I I 3 I `_ r - I � c� I I U U I I co co I I 8OC14-8 n I I I I I I I I I I I I I I I I I I I I I I I Q n 8OC14-3 (U.N.) (1) REQUIRED 25'-0 FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 12'-0 ROLL UP DOOR 2 3'-0 7'-0 PERSONNEL DOOR 3 6-0 4'-0 3'-6 *WINDOW CD 4 *FIELD LOCATED 1 E80S5-2 NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE (1) 1/2 X 1 1/4 A325T, (1)1/2 X 2 3/16 A449 DE BOLTS UNLESS NOTED. EFB43L-2.6 \I EFB43R-2.6 1 E80S5-4 a V V a cr p. Q. Q; LAP TYP U.N. 80Z16-1 (U.N.) (1) REQUIRED 25'-0 0 50'-0 PLANE ID: 1018, 1017 SIDEWALL FRAMING ELEVATION AT LINE A 80Z16-2 (U.N.) (1) REQUIRED 25-0 �m� o 0 T OX Tor N M X U) O z 15'-0 518 n v UP26-8 (15'-0 5/8) ;r -m ? z C:0� n z D � D D O m UP26-8 (15'-0 5/8) m rn m -iF. G) z cn ., mEz o X Ln cn om Om UP26-8 (15'-0 5/8) -� D v cn Dz M �v 0 UP26-8 (15'-0 5/8) X -o m rm D m (Zig < L3P26-9 (3'-10 5/8) L3SK-10.4 UP26-2 (3'-0) (n D O r z pp D x UP26-8 (15'-0 5/8) c r r D n v UP26-8 (15'-0 5/8) n z -n o z 0 o z °0 0 m n_ G m UP26-8 (15'-0 5/8) m 0 m ^_ v 0 z D z G) m @ m cn m =o o P26-8 15'-0 5/8 M v C- m �: N L3 ( ) _ r C --1 10 KA o G) D _ v `- r y z z w (nn UP26-8 (15'-0 5/8) to v 03 m r- x G) cn D (n 0 z z v m G) < UP26-8 (15'-0 5/8) m UP26-8 (15'-0 5/8) co z 0 UP26-9 (3'-10 5/8) L3SK-10.4 L3P26-2 (3'-0) X ^ mm-0cn VJ I'T1 C:O cn z cn �.. UP26-8 (15'-0 5/8) D v m G)0 G) �z m = D r Mis, UP26-8 (15'-0 5/8) .. is O co N O UP26-8 (15'-0 5/8) F O Z 9 Z 1"4 2 2 m A x Z m - m m A Q N T O m -1 to z 0L3P26-8 (15'-0 5/8) r N Z Pir A m D N W — — — — — — — — — — — — — — — — — — — — c p b x - ►, n D a p rn 3'-8 5/8 _ I 9'-3 .1 2'-1 GIS` o 0 ' N —4 > D.: y O O z (n n O -U �mm X D R 4 m m z 151-05/8 D w o UP26-8 (15'-0 5/8) X D m r- M = z �pn -i 'o m o D nO ,. D D o Z UP26-8 (15'-0 5/8) -1 M m G� mcn•= Lno �c 0 � cp D -C Co o m Om i UP26-8 (15'-0 5/8) 0 D z m (n 0 O UP26-8 (15'-0 5/8) m c ( z m m D < X O D z r D O X m r D n n z � o 0 m X czi ° D o0 0 � m m Q m o O � � m � m CPQ = o N m C C) . m v -4 m N.• r � m = � > z M DDz ,) Co cD z m o � m f Z � D Q (n z cn o < z �.�o� �KXz Q] m V (n G) m m D O T Ccn N Dm G)0 �z �r rn=D A -� N O b ,v w m D Z 2 Z < Z Z m s:• v -,c_-+�_ :.i � Z m Z A .e +.�yy g n A z O 3 m A Gl .Cs " 1 ? O Z O C v = A & � m m� N D� O mp fl y' v A m A '�� Z N A o m A r N Z m �^ A m D Vi D p a D zr �n 2'-1 (_ 9'-3 _ I _ 3'-8 5/8 L3P26-2 (3'-0) L3SK-10.4 L3P26-9 (3'-10 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-2 (3'-0) L3SK-10.4 L3P26-9 (3'-10 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) L3P26-8 (15'-0 5/8) -.f I RELEASE / REVISION PLANS FOR PERMIT ERECTION NOTEM ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. DWN: / CKD: I ENGRI DATE VTH/AA / AJ I RM 05/19/2017 (1)BASE TRIM PLANE ID: 1018 ENDWALL SHEETING ELEVATION AT LINE RELEASE / REVISION I DWN: / CKD: JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 12'-0 12'-0 DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. r"4 A ICAlq BUILDINGS - M, E3 M. R UILDINGS- MR aace'+scxax�rta ul ERECTION NOTEM ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. �I)RP,KE TRIMORAKE TRIM (1)BASE TRIM 15'-0 -L 15'-0 J - -I- © O - 30'-0 J PLANE ID: 1019 SHEETING PACKAGE: SP1029(TBD) ENDWALL SHEETING ELEVATION AT LINE 3 J ERECTION NOTEM ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. (1)EAVE TRIM O (1)BASE TRIM O 50'-0 PLANE ID: 1016 SHEETING PACKAGE: SP1026(TBD) SIDEWALL SHEETING ELEVATION AT LINE C FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 12'-0 12'-0 ROLL UP DOOR 2 3'-0 7'-0 PERSONNEL DOOR 3 6-0 4'-0 9 ERECTION NOTE!!! ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. (1)EAVE TRIM 0 (1)BASE TRIM 50'-0 PLANE ID: 1017 SHEETING PACKAGE: SP1027(TBD) SIDEWALL SHEETING ELEVATION AT LINE A NO RELEASE I REVISION DWN: / CKD: I ENGRI DATE Ol RELEASE /REVISION DWN: / CKD: I ENGRI DATE 0 1 PIANS FOR PERMIT I VTH/AA / AJ I RM 05/19/2017 JIM & JAN PETERSON 8747 MIDWAY DURHAM, CA 95938 ELITE STEEL BUILDING SYSTEM DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.7 JOB NUMBER: I SHEET: W17GO151A IE -15 0 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. A C V BUILDINGS fi rI11�ti:�r i�"i:>~3rFY GENERAL NOTES I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE GONDITION5 BEFORE 5TARTING WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 2. THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB 517E CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY- AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFETND,INDEMNIFY AND HOLD DANIEL J. DOBBIE HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISING FROM THE 50LE NEGLIGENCE OF DANIEL J. DOBBIE. 3. THE CONTRACTOR AGREES THAT HE/5HE SHALL NOT DEVIATE FROM THESE DRAWINGS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE ENGINEER. 4. ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENG 1 NEER. 5. IF CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWIN55 OR GALLED OUT IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN OR GALLED OUT ON THE DRAWINGS OR SPECIFICATIONS OR AS DIRECTED BY THE ENGINEER. 6 ALL CONSTRUCTION, INCLUDING MATERIALS AND WORKMANSHIP, SHALL CONFORM TO THE INTI_RNATIONAL BUILDING CODE 2015 EDITION AS ADOPTED AND MODIFIED BY THE STATE OT CALIFORNIA IN REFERENCE TO THE 2016 CALIFORNIA BUILDING CODE (GBG). 1. IN AREAS OF EXCAVATION THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL E\I:T'ING UNDERGROUND UTIL (TIES BEFORE STARING EXCAVATION. 8 THE CONTRACTOR SHALL NOT SCALE THE WORKING DRAWINGS. =FES I AL INc-,FTE G.T10N I _�FCGIAL IN=I`EGTiON I= REQUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE WITH SEGTICN 17C- OF THE 2016 EDITION OF THE "CALIFORNIA BUILDING CODE" (GBGJ: I\'_TALLATiCN C� H,&-4 5TREN6TH BOLTS, INSTALLATION OF BOLTS IN CONCRETE U51NG STRENGTH DESIGN 2 7HE I-OLLOW'NG REQUIREMENT SHALL BE MET FOR SPECIAL iNSPECTION: A THE SPECIAL SHALL BE UNDER THE SUPERVISION Or A REG!5 ERED F'ROrE=,.` !ONAL rN5'NE�R. E THE 5c7_G1 AL iNPECTCR SHALL OBSERVE 7HE WORK ASSIGNED FOR CONFORMANCE ^'-H THE APPR^VED DESI&N DRAYNIN,S_ AND SPECIFICATIONS. G THE SHALL FJRNISH lNSPEG710N REPORTS TO THE BUILDING OI-FICIA-, T'HE ENGINEER. THE ARCH;7EG7 AND OTHER DESIGNATED PERSONS. ALL D15CREFANCIES SHALL BE BROUGHT TO THE IMMEDIATE A77EN7!ON OF THE CON7RAG`OR FOR CORRECTION; THEN- IF UNCORRECTED, 70 THE PROPER DESIGN AUTHORITY AND THE BJILDING Or-FiSIAL. 0. THE 5PEGIAL IN5PEG70R SHALL SUBMIT A FINAL REPORT 516NED BY THE REGISTERED FROFE555IONAL STATING WHETHER THE WORK REOUiRING SPECIAL INSPECTION WAS IN GONFORMANGE N17H THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE G.B.G. 3. SPECIAL INSPE,,,,T!ON APPLICATIONS MUST BE REVIEWED AND APPROVED BY THE BUILDING DIVISION PRIOR TO THE 155UANGE OF A PERMIT. ALL INSPECTION REPORTS SHALL NOTE ANY DISCREPANCIES AND BE FILED WITH THE BUILDING DIV15110N WEEKLY DURING CONSTRUCTION, WHETHER CORREGTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION L005 A.T THE JOB 517E FOR REVIEW BY THE BUILDING OFFICIAL OR H15 REPRESENTATIVE. 4. INSPECTION PROGRAM: a.) SPECIAL INSPECTION OF THE HIGH 57RENG71H BOLTS SHALL OCCUR DURING BOLT IN57ALLATION AT THE ERECTION OF THE 57EEL FRAMING. Q.) 5PEGIAL INSPECTION OF THE BOLTS IN CONCRETE SHALL OCCUR AFTER TIEING OF BOLTS IN PLACE, AND PRIOR TO THE POURING OF THE CONCRETE. mo _W Q v CONTINUE REINF. j E- THRU FROM FTG. V 1 Q Q BEYOND Li ry = 4- 3/4" F1554 (GRD. 36) HEADED ANCHOR RODS W/ 'B'•'3/4' WASHERS AT BOTTOM TYP. HAIRPIN TIES PER PLAN AT IA ONLY r SLAB PER PLAN DOWEL5 PER DETAIL 2/1 WHERE GOLD JOINT OCCURS OPTIONAL GOLD JOINT 2- #4 CONTINUOUS AT BOTTOM @ I A d 15 1 - #4 CONTINUOUS AT BOTTOM C IG 2 - #4 EACH W.AY AT BOTTOM c9 ID x 3'-0" LONG AT IA x 2'-0" LONG AT IB k 5'-0" LONG AT IG BUTTE COUNTY x 2'-0" LONG AT ID JUL 2 8 2011 DEVELOPMENT SERVICES SCALE 3/4" = I'-0" tt3 x ►- of _6„ DOWELS c 24" c.c. REOUiRED WHERE GOLD JOINTS OCCUR 6" SLAB PER PLAN -� OPTIONAL GOLD JOINT m I' -O" 1 - U4 CONT. TOP d BOTTOM SCALE 3/4" = I' -O" 24'-62" 50 r0 I 24'-0" Q APPLICABLE CODES: 2016 CALIFORNIA RESIDENTIAL CODE 2016 CALIFORNIA BUILDING CODE (STRUCTURAL ONLY) 2016 CALIFORNIA GREEN BUILDING 5TANDARD5 CODE Q CALIFORNIA BUILDING GORE OCCUPANCY GROUPS: UTILITY AND MISCELLANEOUS PRIVATE GARAGE TYPE OF CONSTRUCTION SQUARE FOOTAGE 2016 EDITION U V -B NON5PRINKLERED 1,500 50. FT. Q SCOPE OF WORK: THE FOLLOWING PROVI51ONS SHALL BE MADE TO COMPLETE CONSTRUCTION OF THE NEW METAL BUILDING TO BE USED FOR STORING AGRICULTURAL TOOLS AND EQUIPMENT. GRADE AND LEVEL THE BUILDING SITE FOR A NEW BUILDING PAD. EXCAVATE EXISTING SOILS FOR THE NEW FOOTIN65. POUR THE CONCRETE FOOTINGS AND BUILDING FLOOR SLAB. ERECT THE STRUCTURAL STEEL BUILDING FRAMES AND SECONDARY FRAMING TO BE COVERED WITH METAL SIDING AND ROOFING. i CONTROL JOINTS i I � ' i I ID 2 IA I i ID I I !T L T II I I QFLOOR AREA U5ED FOR I PARKING OF AUTOMOBILES OR OTHER VEHICLES SHALL BE SLOPED TO FACILITATE THE MOVEMENT OF LIQUIDS TO A A WARD THE MAIN DR IN OR TO 1 I VEHICLE ENTRY DOORWAY PER I CALIFORNIA RESIDENTIAL CODE I SECTION R30q.1. i IIV2" DEEP SAWCUT CONTROL I JOINTS AS SOON AS POSSIBLE WITHOUT SPALLING OCCURRING r .I 4-6 TYP I 2 ( I 6" GONG. SLAB j W/ #3 ® 18"o.c. I i I I i I EACH WAY TTP _ I I #4 HAIRPIN TIE l 30° I TYP -------------+------- � - ------------------ r .I. I•- - - --� I- -I ID 2 IA ID I 1 1 I I 6" LEG AT HP TIE THE LOT SHALL BE GRADED TO DRAID FOUNDATION PLAN Q AWAY FROM FOUNDATION WALLS THE I/4" = I' -O" A MINIMUM OF 6 INCHES WITH THE FIRE FOR EXACT 51ZE AND LOCATION OF ANCHOR BOLTS SEE ANCHOR BOLT PLAN BY AMERICAN BUILDINGS. CALIFORNIA RESIDENTIAL CODE SECT 1 SURFACE WATER GRADE SHALL FALL ,T 10 FEET, 5%. ION R401.3. r PERMIT #-_L BUTTE COUNTY DEVELOPMENT SERVICES REVIEMED FOR CODE COI F- I Np DATE BY 1 OQ�pFESS/pN� J. C 42028 * EXP. 03/31/18 CIVI'L qre FCAUF� JUL 21 2011 R'rVNONS BY QPLAN x/21/ OIZ CHECK Lm m CD 3 P �0 w wU IDZ} c Lu W- �Z Loci O C Ll- g At Z O U C* o 9 UQ� C4 U (V C1)ax (DZa� o2oa DATE 6/22/201'1 SCALE 1/4"21'-0" UON DRAWN did Joe I?OIQ SiEET OF SHEETS REINFORCED CONCRETE FOUNDATION I. A. THE MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE: FOUNDATIONS/ FOOTINGS 3000 PSI I. 501L DESIGN INFORMATION: SLABS 3000 PSI SOIL DESIGN PRESSURE: NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED AS NOTED BELOW PAD FOOTINGS 1500 P5F PER 2016 GBG SECTION 1'105.3 EXCEPTION t. ISOLATED FOOTINGS < 3 STORIES 2. BOTTOM OF FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWE5T ADJACENT FINISH GRADE. AND EXCEPTION 3. FOR NONSTRUCTURAL SLABS ON GRADE 3. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT d TRUE TO LIME WITH ALL L005E THEREFORE NO SPECIAL INSPECTION OF CONCRETE SHALL BE REQUIRED. MATERIAL AND STANDING WATER REMOVED BEFOR'iiiiFFF�NGRETE t5 PLACED. B. THE MAXIM LUMP SHALL 4 INCHES. 4. THE TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TO"THE ENGINEER G. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REQUIRED PRIOR TO REQUESTING FOUNDATION INSPECTION. ALL LOOSE 501E AND FALL DIRT, INCLUDING STRENGTHS GREATER THAN 3000 PSI. MIX DESIGNS SHALL BE PREPARED) BY A BACKFILL BEHIND RETAININGWALLS, SHALL BEGOMPAGTED TO AT LEAST SIO o OF MAXIMUM DENSITY. PROFE551ONAL' ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SUBMITTED TO THE PROJECT DESIGN FIROFE55IONAL FOR REVIEW. 2. PORTLAND GEMENT SHALL CONFORM TO A57M 0150, TYPE I OR 11. REINFORCING STEEL 3. AG6RE6ATE5 FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO A5TM 033. 1. BAR REINFORCING SHALL CONFORM TO A5TM A615, INCLUDING SUPPLEMENT 4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONT'ENTi , 51: ALL REINFORCING SHALL BE GRADE 60. 5• READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH 2. DETAILS FOR REINFORCING SHALL CONFORM WITH CHAPTER -7 OF THE ASTM Gq4. AMERICAN CONCRETE INSTITUTE PUBLICATION 318-11, UNLE55 OTHERWISE 6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON - NOTED. PRESTRESSED CONCRETE; 3. LAPS AT BAR 5PLIGE5 IN CONCRETE CONSTRUCTION SHALL A. CAST A6AIN5T AND PERMANENTLY EXPOSED TO EARTH 3" CONFORM TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER CONCRETE INSTITUTE 318. #6 AND LARGER 2" 4, VERTICAL BARS IN CONCRETE CONSTRUCTION SHALL BE ACCURATELY #5 AND SMALLER 1 1/2" POSITIONED AT THE CENTER OF THE WALL, UNLE55 OTHERWISE NOTED. -1. SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR 5. BAR SUPPORTS SHALL BE PROVIDED AS SPECIFIED IN THE "MANUAL OF SPREAD FOOTIN65, 6RADE BEAMS, OR TIE BEAMS. STANDARD PRACTICE" ISSUED BY THE CONCRETE REINFORCING STEEL 8. CONSTRUCTION JOINTS SHALL BE ADEQUATELY KEYED. THEIR LOCATIONS AND INSTITUTE. DETAILS, WHEN NOT 5HOWN ON THE DRAWIN65, SHALL BE SUBJECT TO THE 6. ALL REIFORCING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING APPROVAL OF THE ENGINEER. q. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOINTS. CONCRETE OR GROUT. i. WELDING OF GR0551NG BARS AND TACK WELDING OF REINFORCING SHALL NOT 10. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE BE PERMITTED. CAST IN SQUARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SQUARE FEET, WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, WEAKENED PLANE, OR GON57RJCTION JOINTS. 24'-62" 50 r0 I 24'-0" Q APPLICABLE CODES: 2016 CALIFORNIA RESIDENTIAL CODE 2016 CALIFORNIA BUILDING CODE (STRUCTURAL ONLY) 2016 CALIFORNIA GREEN BUILDING 5TANDARD5 CODE Q CALIFORNIA BUILDING GORE OCCUPANCY GROUPS: UTILITY AND MISCELLANEOUS PRIVATE GARAGE TYPE OF CONSTRUCTION SQUARE FOOTAGE 2016 EDITION U V -B NON5PRINKLERED 1,500 50. FT. Q SCOPE OF WORK: THE FOLLOWING PROVI51ONS SHALL BE MADE TO COMPLETE CONSTRUCTION OF THE NEW METAL BUILDING TO BE USED FOR STORING AGRICULTURAL TOOLS AND EQUIPMENT. GRADE AND LEVEL THE BUILDING SITE FOR A NEW BUILDING PAD. EXCAVATE EXISTING SOILS FOR THE NEW FOOTIN65. POUR THE CONCRETE FOOTINGS AND BUILDING FLOOR SLAB. ERECT THE STRUCTURAL STEEL BUILDING FRAMES AND SECONDARY FRAMING TO BE COVERED WITH METAL SIDING AND ROOFING. i CONTROL JOINTS i I � ' i I ID 2 IA I i ID I I !T L T II I I QFLOOR AREA U5ED FOR I PARKING OF AUTOMOBILES OR OTHER VEHICLES SHALL BE SLOPED TO FACILITATE THE MOVEMENT OF LIQUIDS TO A A WARD THE MAIN DR IN OR TO 1 I VEHICLE ENTRY DOORWAY PER I CALIFORNIA RESIDENTIAL CODE I SECTION R30q.1. i IIV2" DEEP SAWCUT CONTROL I JOINTS AS SOON AS POSSIBLE WITHOUT SPALLING OCCURRING r .I 4-6 TYP I 2 ( I 6" GONG. SLAB j W/ #3 ® 18"o.c. I i I I i I EACH WAY TTP _ I I #4 HAIRPIN TIE l 30° I TYP -------------+------- � - ------------------ r .I. I•- - - --� I- -I ID 2 IA ID I 1 1 I I 6" LEG AT HP TIE THE LOT SHALL BE GRADED TO DRAID FOUNDATION PLAN Q AWAY FROM FOUNDATION WALLS THE I/4" = I' -O" A MINIMUM OF 6 INCHES WITH THE FIRE FOR EXACT 51ZE AND LOCATION OF ANCHOR BOLTS SEE ANCHOR BOLT PLAN BY AMERICAN BUILDINGS. CALIFORNIA RESIDENTIAL CODE SECT 1 SURFACE WATER GRADE SHALL FALL ,T 10 FEET, 5%. ION R401.3. r PERMIT #-_L BUTTE COUNTY DEVELOPMENT SERVICES REVIEMED FOR CODE COI F- I Np DATE BY 1 OQ�pFESS/pN� J. C 42028 * EXP. 03/31/18 CIVI'L qre FCAUF� JUL 21 2011 R'rVNONS BY QPLAN x/21/ OIZ CHECK Lm m CD 3 P �0 w wU IDZ} c Lu W- �Z Loci O C Ll- g At Z O U C* o 9 UQ� C4 U (V C1)ax (DZa� o2oa DATE 6/22/201'1 SCALE 1/4"21'-0" UON DRAWN did Joe I?OIQ SiEET OF SHEETS i i i .... odoa i ... .. .... .. 7, . .... . .. ... . ...... .. .. ..... .. i 9 IC� 0 NEW RESIDENCE FOR IM PETERSON & JAN BOEGER 8747 MIDWAY DURHAM, CA 95938 APN: 038-170-038 _ BUTTITTA & ASSOCIATEq., RESIDENTIAL DESIGN AND 3D -CAD MODELS 9929 Lott Road, Durham, California 95938 phone: (530) 566-9503 e-mail: steve@buttitta.org A O _i O N rn -v r D Z i i i .... odoa i ... .. .... .. 7, . .... . .. ... . ...... .. .. ..... .. i 9 IC� 0 NEW RESIDENCE FOR IM PETERSON & JAN BOEGER 8747 MIDWAY DURHAM, CA 95938 APN: 038-170-038 _ BUTTITTA & ASSOCIATEq., RESIDENTIAL DESIGN AND 3D -CAD MODELS 9929 Lott Road, Durham, California 95938 phone: (530) 566-9503 e-mail: steve@buttitta.org .r 1 III I - GENERAL NOTES I THE GONTRAGTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND 51TE CONDITIONS BEFORE STARTING WORK. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANI*' DISGREPANGIES. 2 THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JCB 51TE CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY C0NTIN!JOU5LY AND NOT BE LIM!TCD TO NORMAL WORKING HOUR5; AND THAT THE CONTRACTOR SHALL DEFEND,INDEMNIFY AN7 HOLD DANIEL J. DOBB!E HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, EXCEF T FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DAN'EL - DOBBIE. THE CONTFZACTOR AGREES THAT HE/SHE SHALL NOT DEVIATE FROM THESE DRAWINGS ^!7H0LJ7 FIRST OBTAINING WRITTEN APPROVAL FROM THE ENG'NEER. 4 ALL C'� �55'ON5 AND,/OR CONFLICTS BETWEEN VARIO'J5 ELEMENTS OF THE WORKING CRAY NCS AND S=ECIFICAT!ONS SHALL BE BROUGHT 70 THE ATTENTION OF THE EN=1NEER. 5 !F CElR7A!N FEATURE -5 Cr- CONSTRUCTION ARE NOT FULL" 54HOWN ON THE DRAWIING5 OR GALLED OUT IN THE NOTES OR SPECIFICATIONS, THEN 7r4=_!R GON571RUG7I0N SHALL BE TrE =AME AS FOR 51MiLAR CCND170N5 WHICH ARE SHOWN OR GALLED OUT ON THE DRAWINGS OR SPECIMCAT!ONS OR AS DIRECTED BY THE ENGINEER 6. ALL GONSTRUGT!ON, INCLUDING MA7ERiAL5 AND WORKMANSHIP, SHALL CONFORM TO THE INTERNATIONAL BUILDING GODS 2015 EDITION AS ADOPTED AND MODIFIED BY THE STATE j` Or- CALIFORNIA IN REFERENCE TO THE 20!6 CALIFORNIA BUILDING CODE (GBG). IN AREAS OF EXCAVATION THE CONTRACTOR 5HALL D'_TERM NE THE LOCATION OF ALL EXi5TING UNDERGROUND UTILITIES BEFORE STARING EXCAVATION. 6. THE CONTRACTOR SHALL NOT SCALE THE WORKING DRAWINGS. SPECIAL INSPECTION !. SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING TYPE5 OF WORK IN CONFORMANCE WITH 5EG710N 1704 OF THE 2016 EDITION OF THE "CALIFORNIA BUILDING GORE" (GBG): INSTALLATION 0= HIGH STRENGTH BOLTS, IN57ALLATION OF BOL75 IN CONCRETE U51NS 57REN6TH DESIGN 2 . THE OLLO^'NG REQUIREMENT SHALL BE MET FOR SPECIAL INSPECTION: A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A RE6I5TERE17 PROFESSIONAL ENGINEER. B. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPEC! FICAT IONS. G. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REFORT5 TO THE BUILDING OFFICIAL, THE ENGINEER, THE ARCHITECT, AND OTHER DE51GNA7ED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROFER DESIGN AUTHORITY AND THE BUILDING OFFICIAL. D. THE SPECIAL INSPECTOR SHALL 5UBM.IT A FINAL REPORT SIGNED BY THE REGISTERED PROFESSIONAL STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHP PROVISIONS OF THE G.B.G. F. 5PEGIAL INSPECTION APPLICATIONS MUST BE REVIEWED AND APPROVED BY THE BUILDING DIVISION FRIOR TO THE 155UANCE OF A FE-RMIT. ALL INSPECTION REPORi5 SHALL NOTE ANY DISCREPANCIES AND BE FILED WITH THE BUILDING DIVISION WEEKLY DURING CON5TRUGTION, WHETHER CORRECTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION LOGS AT THE JOB SITE FOR REVIEW BY THE BUILDING OFFICIAL OR HIS REPRESENTATIVE. 4. INSPECTION PROGRAM: n) �FECIAL IN=SPECTION OF THE HIGH STRENGTH BOLTS SHALL OCCUR DURING BOLT INSTALLATION AT 7Hr- ERECTION OF THE STEEL FRAMING. G.) SPECIAL IN`:PE�70N OF THE BOLTS IN CONCRETE SHALL OGCUR AFTER TIEING OF BOLTS IN PLACE, AND PRIOR TO THE POURING OF 7HE CONCRETE. 1 - t BUTTE COUNTY JUN 28 2011 DEVELOPMENT SERVICES A7-807 ''-O" 36) HEADED ANCHOR RODS �� W1 B�'3/�' WASHERS A7 50770M 7"T" i I Ll TIES PER �_AN AT .A ON! SAB PER PLAN DOWELS PER DETAIL 2/1 \ WHERE GOLD _:O!NT OCCURS - OPTIONAL GG`_D JOINT 2 -2:4 CONTINUOUS AT BOTTOM ® IA115 _4 1 - #4 CONTINUOUS AT BOTTOM (91� IC - #4 EACH WAY AT BOTTOM Cc� ID x 3'-O" LONG AT IA x 2'-O" LONG AT IB x 5'-O" LONG AT IG 2'-0" I x 2'-0" LONG AT ID SCALE 3/4" = 1'-0" #3 x r- 17-6 DOWELS @ 24" a.c. REOUIRED WHERE GOLD JOINTS OCCUR. 6" SLAB PER PLAN CF710NAL GOLD JOINT - #4 CONT. TOP 8 BOTTOM SCALE 3/4. = 1 -0„ c.:PIL"""' ING FOUNDAT[ONp.�'ONM Em"" • # FOUNDATION I. SOIL DESIGN INFORMATION: SOIL DESIGN PRE55URE: PAD FOOTINGS 1500 P5F 2. BOTTOM OF FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWEST AD.JA0EN7 FINISH GRADE. 3. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT d TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED BEFOFC-ONGRETE 15 PLACED. 4. THE 7E57ING LAB SHALL SUBMIT COMPACTION REPOR75 FOR ALL FILL 707HE ENGINEER PRIOR TO REQUESTING FOUNDATION INSPECTION. ALL LOOSE 501L AND FILL DIRT, INCLUDING BACKFILL BEHIND RE7AIN!NGWALL5, SHALL BE0OMPAG7ED TO AT LEAST C1090 OF MAXIMUM DENSITY REINFORC!NG STEEL I. BAR REINFORCING SHALL CONFORM TO A57M A615, INCLUDING SUPPLEMENT 'ah ALL RE I NFORC INC SHALL BE GRADE 60. 2. DETAILS FOR REINFORCING SHALL CONFORM WITH CHAPTER -1 OF THE AMERICAN CONCRETE INSTITUTE PUBLICATION 318-11, UNLE55 07HERW ISE NOTED. 5. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL CONFORM TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE 318. 4. VERTICAL BARS IN CONCRETE CONSTRUCTION SHALL BE ACCURATELY POSITIONED AT THE CENTER OF THE WALL, UNLESS OTHERWISE NOTED. 5. BAR SUPPORTS SHALL BE PROVIDED A5 SPECIFIED IN THE "MANUAL OF STANDARD PRACTICE" ISSUED BY THE CONCRETE REINFORCING STEEL INSTITUTE. 6. ALL REIFORCING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING CONCRETE OR GROUT. �. WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCING SHALL NOT BE PERMITTED. 24'-62 ' REINFORCED CONCRETE ' I. A. THE MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE: FOUNDATIONS/ FOOTINGS 3000 PS 5LAB5 3000 P51 NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED AS NOTED BELOW PER 2016 GBG SECTION 1705.3 EXCEPTION I. ISOLATED FOOTINGS < 3 STORIES AND EXCEPTION 3. FOR NONSTRUCTURAL SLABS ON GRADE THEREFORE NO SPECIAL INSPECTION OF CONCRETE SHALL BE REQUIRED. B. THE MAXIM LUMP SHALL BE 4 INCHES. G. MIX DE5I6NS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REOJIRED STRENGTHS GREATER THAN 3000 PSI. MIX DESIGNS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SUBMITTED TO THE PROJECT DESIGN PROFE55IONAL FOR REVIEW. 2. PORTLAND GEMENT SHALL CONFORM TO A57M 0150, TYPE I OR 11. 3. A6G1REGA7E5 FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO .ASTM C33. 4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONTENT, 5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE W'TH ASTM C04. 6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL FOR NON - PRESTRESSED CONCRETE; A. CAST A6AIN57 AND PERMANENTLY EXPOSED TO EARTH 3" .B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2" #5 AND SMALLER 1 1/2" 7. SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH GONTINU0U5 OR SPREAD FOOTINGS, GRADE BEAMS, OR TIE BEAMS. 8. CONSTRUCTION JOINT5 SHALL BE ADEQUATELY KEYED. THEIR LOCATIONS AND DETAILS, WHEN NOT SHOWN ON THE DRAWIN65, SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER. q. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOINTS. 10. UNLESS OTHERWISE 5HOWN ON THE DRAWINGS, 5LAB5 ON GRADE SHALL BE CAST IN 5QUARE OR RECTANGULAR PATTERNS NOT EXCEED INC 400 r--OJARE FEET, WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION, WEAKENED PLANE, OR CONSTRUCTION JOINTS. I CONTROL Hyl 7 ! I'-OJNJATION PLAN _ — -- 1/4" _ 1'-0" FOR EXACT 51ZE AND LOCATION OF ANCHOR BOLTS SEE ANCHOR BOLT PLAN BY AMERICAN BUILDINGS BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COIAPLIANC� DATE_77A-k-�?A-A - BY �l FtOFESS/p ti t4�` J. p0� Eti C 42028 * sly EXPCIVIL V3131118 _5_ JUN 2 21017 t• • VI N W >_R LJ Ui w U^ p Z } 0 UJ Iz O W 8 Lorx Qo�pc -r t co � 0Lc) 0� U � w (D 0sQ o m Q .j oyjco Z 6/22/2017 SCALE I/4"=1'-0" UON DRAWN djd JOB 17o1a SHEET OF SHEETS I __ _ �� r— ! i „� a. a