Loading...
HomeMy WebLinkAboutApplication- PermitProject Address Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601 - Phone: (970)945-8212 Fax: (970)384-3470 28730 HWY 6 and 24 RIFLE, CO Owner Information Bayou Well Services, LLC Parcel No. Permit NO. BLCO-9-11-2180 Permit Type: Commercial Building Work Classification: Addition Permit Status: Active Issue Date: 9/28/2011 Expires: 03/26/2012 Subdivision 217711100359 Address 6400 Fiddlers Green C IR Greenwood Village CO 80111 Section Township Range Phone 713-935-8902 Cell Contractor(s) Phone Primary Contractor Proposed Construction / Details Construction of a building addition FEES DUE Fee Amount Commercial Building Fee $4,516.25 Plan Check Fee $2,935.56 Total: $7,451.81 Valuation: Total Sq Feet: FEES PAID $ 770,000.00 16144.00 Inv Total Paytype Amt Paid Amt Due Inv # BLCO-9-11-21365 $ 7,451.81 Check # 1237 Credit Card $1,934.01 $5,517.80 $ 0.00 Required Inspections: For Inspections call : 1(888)868-5306 Inspection IVR See Permit Record Building Department Copy Wednesday, September 28, 2011 2 REC�1 a r�i i ry t. w Gay-feld County 108 8" Street, Suite 401, Glenwood Springs, CO 81601 Ph:970-945-8212 Fx:970-384-3440 Inspection Line: 888-868-5306 www. Barfield-county.com BUILDING PERMIT APPLICATION SEP 022011 GARFIELD COUNTY 9UILDING PLANNING 1 Parcel No: (this information is available at the assessors office 970-945-9134) 2177-111-00-359 Lot No: Block No: Subd./ Exemption: Parcel #2 Green Subdivision Plat 2 Job Address: (fan address has not been assigned, please provide CR, HWY or Street Name & City) or and legal description 28730 Highway 6&24 Rifle, CO 81650 3 Owner: (property owner) Bayou Well Services, LLC Mailing Address: 800 Gessner, Suite 1000 Houston, TX 77024 Ph: 713-935-8902 Alt Ph: 4 Contractor: Bayou Well Services, LLC Mailing Address: 800 Gessner, Suite 1000 Houston, TX 77024 Ph: 713-935-8902 Alt Ph: Setbacks: f So', R -A.' 51o' Manufactured home installer: Mailing Address: Ph: Lic #: 6 Architect: Jeff Johnson Mailing Address: 136 East 3rd St. Rifle, CO 81650 Ph: 970-625-0580 Alt Ph: 7 Engineer: Multiple -please see drawings Mailing Address: Ph: Alt Ph: 8 Sq. Ft. of Building: 16,144 sq. ft. Sq. Ft. or Acres of Lot: 13.69 acres Height: 35'-8" No. of Floors: 2 9 Use of Building: DlResidential 0 Commercial ❑Other Class of Work: F. -New DAlteration ❑r Addition DRepair ❑Demo ❑Move 10 Describe Work: Construction of a building addition. Please call Phil Vaughan at 970-625-5350 when the permit is ready.'« 11 Garage: ❑Attached ❑Detached Septic: BISDS • Community Type of Heat: rJINat. Gas [Propane DlElectric ❑Other 12 Driveway Permit: Owners valuation of Work: $770,000.00 NOTICE Authority. This application for a Building Permit must be signed by the Owner of the properly, described above, or an authorized agent. If the signature below is not that of the Owner, a separate letter of authority, signed by the Owner, must be provided with this Application. Legal Access. A Building Permit cannot be issued without proof of legal and adequate access to the property for purposes of inspections by the Building Department. Other Permits. Multiple separate permits may be required: (1) State Electrical Permit, (2) County ISDS Permit, (3) another permit required for use on the property identified above, e.g. State or County Highway/ Road Access or a State Wastewater Discharge Pennit. Void Permit. A Building Permit bccomes null and void if the work authorized is not commenced within 180 days of the date of issuance and if work is suspended or abandoned for a period of 180 days after commencement. CERTIFICATION I hereby certify that I have read this Application and that the information contained above is true and correct. 1 understand that the Building Department accepts the Application, along with the plans and specifications and other data submitted by me or on my behalf (submittals), based upon my certification as to accuracy. Assuming completeness of the submittals and approval of this Application, a Building Permit will be issued granting permission to me, as Owner, to construct the structure(s) and facilities detailed on the submittals reviewed by the Building Department. In consideration of the issuance of the Building Permit, I agree that I and my agents will comply with provisions of any federal, state or local law regulating the work and the Garfield County Building Code, ISDS regulations and applicable land use regulations (County Regulation(s)). 1 acknowledge that the Building Permit may be suspended or revoked, upon notice from the County, if the location, construction or use of the structure(s) and facility(ies), described above, are not in compliance with County Regulation(s) or any other applicable law. I hereby grant permission to the Building Department to enter the property, described above, to inspect the work. I further acknowledge that the issuance of the Building Permit does not prevent the Building Official from: (1) requiring the correction of errors in the submittals, if any, discovered after issuance; or (2) stopping construction or use of the structure(s) or facility(ies) if such is in violation of County Regulation(s) or any other applicable law. Review of this Application, including submittals, and inspections of the work by the Building Department do not constitute an acceptance of responsibility or liability by the County of errors, omissions or discrepancies. As the Owner, I acknowledge that responsibility for compliance with federal, state and local laws and County Regulations rest with me and my authorized agents, including without limitation my architect designer, engineer and/ or builder. 1 HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE NOTICE & CERTIFICATION ABOVE: ' "vb'V' f/`•i` -.%\t\ 9/2/11 Q4N _ OWNE113S SIGNATURE DATE tunr c�.a.►b 8. H '3 1.01 MU` zS g6 STAFF USE ONLY Special Conditions: Adjusted Valuation: 774 00o," Plan Check Fee: a435.50 Permit Fee: 4 51(P.2 5 Manu home Fee: `- Misc Fees: Total Fees: 7151.23 Fees Paid: Igc3u.Ol Balance • Du 55I •Zo BP No & Issue Date: ISDS No & Issued Date: ( 0-4ln0 .— Setbacks: f So', R -A.' 51o' OCC Group. f/, Sf, 6 Const Type: IE /3 Zoning: C�! G �t J //J ' P . ri / �..�,,,,_ ' APPROVAL DATE APPROVAL DATE 1111 rill;fliirC,Pihrhiiiiiit!tllir0hl16t61dtNlltl ro 0d/0/2 11 102:2 :032 PH Joan A1berleo 1 of 1 Rao Foo:$11.00 Doo Fee.0 00 GARFIELD COUNTY CO STATEMENT OF AUTIIOR1T ' Pursuant to C.R.S. §38-30-172, the undersigned executes this Statement of Authority on behalf of Bayou Well Services, LLC, a Texas limited liability company, an entity other than an individual, capable of holding title to real property (the "Entity"), and states as follows: The name of the Entity is: Bayou Well Services, 1_.LC, and is formed under the laws of the State of Texas. The mailing address for the Entity is Bayou Well Services, LLC and is 800 Gessncr, Suite 1000,1-loustun, Texas 77024. The name and/or position of the person authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property on behalf of the Entity is: Phil Vaughn Construction Management, Inc., Phil Vaughn, President. 'I'hc limitations upon the authority of the person named above or holding the position described above to bind the Entity are as follows: (1)If there are matters other than permitting with respect to any real property, any documents or instruments will require a signature of an officer of the Company. (2)This Statement of Authority, will expire on December 31, 2012. Other matters concerning the manner in which the Entity deals \vith any interest in real property are: Filing of permits and permit applications. EXECUTED this (A0 day of S'TA'TE OF TEXAS § ss. COUNTY OF 1IARRIS 2011 Signature: Bayou ell Services, LLC By: Brett T. Agee, President The foregoing instrument was acknowledged before ine this 4 day of 14 2011 by8k67r 447Lrge , on behalf of trwt2 St GLS.,, n Witness my hand and official seal. My commission expires: 067/02/2 -0/4 - VIRGIN /4 - VIRGINIA L CUTS1NGER a(Y COMMISSION EXPIRES km 2.3014 NOTE: If any required information is missing, delays in issuing the permit are to be expected. If determined by the Building Official that additional information is necessary to review the application and/or plans for compliance, the application may be placed on hold until the required information is provided. Work may not proceed without the issuance of a permit. The building department will collect a Plan Review fee at time of application submittal. The Permit Fee, as well as any Septic or Road Impact fees will be collected when the permit is issued. The permit application must be signed by the owner or by a person having written authority from the owner to act as their representative. I hereby acknowledge I have read, understand, and will abide with the requirements of this checklist. 17 Signature of Owner -IP 0)o 9/2/11 Date Garfield County Building & Planning 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: 970-945-8212 Fax: 970-384-3470 www.garfield-county.com Building Plan Review Description of Work: Construction of a building addition Bin #: Location Address: 28730 HWY 6 and 24 RIFLE, CO 1 General Information Case Manager: David Bartholomew Plan Case Number: BLDG -9-11-6980 Parcel: 217711100359 Application Date: 09/02/2011 Contacts Owner: Bayou Well Services, LLC Applicant: Bayou Well Services, LLC Applicant Phone: 713-935-8902 Email: Building Engineered Foundation Driveway Permit Surveyed Site Plan Septic Permit and Setbacks Grade/Topography 30% N�A Attach Residential Plan Review List Minimum Application Questionnare Subdivision Plat Notes / Fire Department Review Valuation Determination/Fees Red Line Plans/Stamps/Sticker Attach Conditions /Application Signed N�A Plan Reviewer To Sign Application Parcel/Schedule No. 40# Snowload Letter - Manu. Homes Soils Report Planning/Zoning Property Line Setbacks 30ft Stream Setbacks Flood Plain Building height 7oning Sign -off Road Impact Fees N/4 /t /r HOA/DRC Approval Grade/Topography 40% Planning Issues Subdivision Plat General Comments: Oki "hew 77q OGD, r , 514o4/c/ z93S. 5..6 yrs,„Me 70741 ; 4/f/. /'93V. o / J;$/ /. U D Tuesday, September 27, 2011 F-1 S-1 B Applicant Address Date VALUATION FEE DETERMINATION Bayou Well Service, LLC 28730 Hwy 6 & 24 Rifle 9/27/2011 Subdivision Lot/Block Contractor Finished (Livable Area): Main sq.ft Upper sq.ft Lower sq.ft Other sq.ft X $74.68 Total Square Feet 0 sq.ft Total Valuation Basement: Unfinished Conversion of Unfinished to Finished Other Total Valuation Garage/Storage (wood framed) Conversion of garage to finished living Carport Other Total Valuation Crawl Space Total Valuation Decks/ Patios/Porches Covered Open Other Total Valuation Type of Construction: II B Occupancy: Total Valuation Total Valuation sq.ft X $41.00 sq.ft X $33.68 sq.ft X sq.ft X $18.00 sq.ft X $56.68 sq.ft X $12.00 sq.ft X sq.ft X $9.00 sq.ft X $24.00 sq.ftX $12.00 sq.ft X Commercial 8785 2480 4800 sf X sf X sf X sf X sf X sf X $64.36 $58.97 $106.56 r=1 N t5 C-12 gal1-biN4 Green Subdivision Plat Parcel 2 Bayou Well Services, LLC 0.00 0.00 0.00 0.00 0.00 1,223,136.20 r,OZ 1,223,136.20 REF-EVEW e2 1-X- Amt S44414 Er) V411,07-hOvl off- it 77ozoo0. - f=az. Imp/ 105 ti Et7 Ou1LD1N4 . 1=11 1 COP/ Account Page 1 of 1 Account: R210915 Location Parcel Number 2177-111-00-359 Situs Address 28730 6 & 24 HWY City Rifle ZipCode 81650 Tax Area 021 - 2HC-RF - 021 Legal Summary Section: 11 Township: 6 Range: 93 A TR IN THE SENE SEC 11. Transfers Sale Price $1.762.532 Tax History Tax Year *2011 2010 * Estimated Taxes $20,580.92 $24,659.76 Owner Information Owner Name BAYOU WELL SERVICES LLC In Care Of Name BURNS, FIGA & WILLS PC, ATTN: ABRAHAM LAYDON, ESQ Owner Address 6400 S FIDDLERS GREEN CIRCLE, SUITE 1000 GREENWOOD VILLAGE, CO 80111 Sale Date 07/12/2011 07/12/2011 06/27/2011 03/30/2011 Images • Map • Photo • Sketch • GIS Assessment History Actual (2011) $1,554,950 Primary Taxable $450,940 Tax Area: 021 Mill Levy: 45.6400 Type Actual Assessed Acres SQFT Units Improvement $576,960 $167,320 1.000 Land $977,990 $283,620 13.690 0.000 0.000 Doc Type 317 315 317 315 Focusing On: 28730 6 & 24 HWY RIFLE 81650 Book Page https://act.garfield-county.com/assessor/taxweb/account.jsp?accountNum=R210915 9/2/2011 David Bartholomew From: Phil Vaughan [phil@pvcmi.com] Sent: Thursday, August 04, 2011 11:23 AM To: Andy Schwaller Cc: David Bartholomew Subject: RE: Bayou Well Services- 28730 Highway 6&24 Rifle, CO 81650 Rifle, CO Andy and Dave, Thanks and I will let you know when we are planning to make our submittal. Have a wonderful afternoon! Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 970-625-5350 From: Andy Schwaller fmailto:aschwaller@garfield-county.coml Sent: Thursday, August 04, 2011 11:19 AM To: Phil Vaughan Cc: David Bartholomew Subject: RE: Bayou Well Services- 28730 Highway 6&24 Rifle, CO 81650 Rifle, CO Looks good Phil. Some questions and additional information may be required once we see the actual plans. Have a good day. Andy From: Phil Vaughan fmailto:phil@pvcmi.coml Sent: Thursday, August 04, 2011 10:47 AM To: Andy Schwaller Subject: Bayou Well Services- 28730 Highway 6&24 Rifle, CO 81650 Rifle, CO Andy, Thanks for taking time to speak this morning. Please find notes below regarding our discussion. A. II -B building type. As per our discussion, if the existing building 3 hour fire wall meets the requirements of the International Building Code, the maintenance area can be rated as a type II -B building. B. Additional 3 hour walls. The new 3 hour fire walls will need to meet the requirements of the International Building Code i.e. no penetrations within 4' of the wall, at exterior wall connection "tee connection" as per IBC in regards to adjacent wall materials and all other requirements of the IBC. As discussed, the 3 hour fire wall will not need to penetrate the roof section if the wall meets the requirements as set forth by the IBC. C. Shell Building permit package checklist: 1. Site Plan 2. Geotechnical study 3. Foundation Plan- For construction 4. Pre-engineered steel drawings- For construction 5. Architectural drawings including floor plan, cross section and elevations. These drawings will not the occupancies as per IBC 2009. These architectural drawings will be schematic in nature as the detailed architectural drawings, mechanical, electrical and plumbing drawings will be submitted with the "tenant finish" building permit application. Please let me know of any clarifications regarding my notes above. Thanks again for your assistance and please contact me with questions. Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 970-625-5350 2 David Bartholomew From: David Bartholomew Sent: Wednesday, September 14, 2011 11:01 AM To: 'Phil Vaughan'; 'Kevin Whelan' Cc: Andy Schwaller Subject: Bayou Well Srvc Attachments: David Bartholomew.vcf Good Morning All, I have just completed the plan review for Bayou Well Services building addition located at 28730 Hwy 6 & 24 Rifle, CO. Following is a list of concerns and/or corrections which need to be addressed prior to building permit issuance. Please reference building permit BLCO-9-11-2180 on your response. BUILDING # 3: Reviewed as Type II construction and an S-1 Occupancy according to IBC, Section 311, motor vehicle repair garages complying with the maximum allowable quantities of hazardous materials listed in Table 307.1.(1). Also see Section 406.6 for repair garages. IBC, Section 903.2.9.1 requires an automatic sprinkler system for repair garages in accordance with Section 406 as shown in item 4: A group S-1 fire area used for the repair of commercial trucks or buses where the fire area exceeds 5000 square feet. The proposed floor area of Building 3 calculates to 8, 320 square feet. Please consult with the local fire district and provide a copy of the fire districts recommendations and/or approval letter to satisfy this requirement. BUILDING # 4: The wash bay, S-1 occupancy requires two (2) exits per IBC, Section 1021. Please amend plan page WH1 to show the required second exit. Thank you for your time in this request. Please feel free to forward any questions or concerns. Best regards, David David Bartholomew Plans Examiner Garfield County Bldg A Ping 108 8th Street, Suite 401 Glenwood Springs, CO 81601 (970) 945-8212Wniork dbartholomew4garfield-county.com CCr'cG?6,sl5 AorY,. /.0 1 CONDITIONS OF PERMIT BLCO-9-11-2180 Bayou Well Service, LLC Service/Storage/Office Addition 28730 Hwy 6 & 24 Rifle, Colorado 1) ALL WORK MUST COMPLY WITH THE 2009 IBC, IMC, IPC, IFGC, IECC, IFC, AND THE MANUFACTURERS INSTALLATION SPECIFICATIONS. 2) PERMIT IS APPROVED TO CONSTRUCT ADDITION FOR FUTURE TENANT FINISH. 3) SEPARATE BUILDING PERMITS ARE REQUIRED FOR TENANT FINISH. 4) BUILDING APPROVED AS TYPE II B CONSTRUCTION WITH F-1, S-1 AND B OCCUPANCIES. 5) FIRE DISTRICT FINAL APPROVAL IS REQUIRED FOR FINAL/COMPLETION INSPECTION. 6) LOCKS, LATCHES, AND LANDINGS PER 2009 IBC, SECTION 1008. 7) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 8) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR FINAL/COMPLETION APPROVAL. �/G� off% NOTE: If any required information is missing, delays in issuing the permit are to be expected. If determined by the Building Official that additional information is necessary to review the application and/or plans for compliance, the application may be placed on hold until the required information is provided. Work may not proceed without the issuance of a permit. The building department will collect a Plan Review fee at time of application submittal. The Permit Fee, as well as any Septic or Road Impact fees will be collected when the permit is issued. The permit application must be signed by the owner or by a person having written authority from the owner to act as their representative. I hereby acknowledge I have read, understand, and will abide with the requirements of this checklist. )a,,,, Di,s\-,,,--- Signature of Owner Date 1 0/1 8/1 1 Garfield County Building & Planning 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: 970-945-8212 Fax: 970-384-3470 www.qarfield-county.com Building Plan Review Description of Work: amending permit BLCO-9-11-2180 Bin #: Location Address: 28730 HWY 6 and 24 RIFLE, CO • General Information Contacts Case Manager: David Bartholomew Plan Case Number: BLDG -10-11-7034 Parcel: 217711 100359 Application Date: 10/25/2011 Owner: Bayou Well Services, LLC Applicant: Bayou Well Services, LLC Applicant Phone: 713-935-8902 Email: Building Engineered Foundation Driveway Permit Planning/Zoning Property Line Setbacks 30ft Stream Setbacks Surveyed Site Plan Flood Plain / Septic Permit and Setbacks Building height // AyGrade/Topography 30% Toning Sign -off N/A Attach Residential Plan Review List N,'A Road Impact Fees / /t)/// Minimum Application Questionnare HOA/DRC Approval / Subdivision Plat Notes Grade/Topography 40% / /Fire Department Review Planning Issues / / Valuation Determination/Fees Subdivision Plat / Red Line Plans/Stamps/StickerGeneral Comments: / Attach Conditions VA/144// , 0/ / 223, 136 .Z0 (riiv/v/cD) / Application Signed 8P fr' 45/v, 35 / geo/ebocee '/, /041.33 Plan Reviewer To Sign Application / TO Til- /o 9/8.68 Parcel/Schedule No. -4 c/5/..6/ /�Ae//#/d) A„47,pd - 40# Snowload Letter - Manu. Homes Zi g 66.8 / .j7u� Soils Report See ,4 , c4ec/ /e2.17ehrn/af1 Wednesday, November 2, 2011 CONDITIONS OF PERMIT BLCO-9-11-2180 Bayou Well Service, LLC Service/Storage/Office Addition 28730 Hwy 6 & 24 Rifle, Colorado 1) ALL WORK MUST COMPLY WITH THE 2009 IBC, IMC, IPC, IFGC, IECC, IFC, AND THE MANUFACTURERS INSTALLATION SPECIFICATIONS. 2) PERMIT IS APPROVED TO CONSTRUCT ADDITION WITH MAIN LEVEL OFFICE TENANT FINISH. AMENDED PLANS APPROVED 11/1/11. 3) SEPARATE BUILDING PERMIT OR AMENDED PLANS ARE REQUIRED FOR UPPER LEVEL OFFICE TENANT FINISH. 4) BUILDING APPROVED AS TYPE 11 B CONSTRUCTION WITH F-1, S-1 AND B OCCUPANCIES. 5) A ONE (1) HOUR RATED EXIT STAIR ENCLOSURE IS REQUIRED FROM EXIT DISCHARGE TO BOTTOM OF ROOF DECK PER IBC SECTION 1022. 6) FIRE DISTRICT FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 7) LOCKS, LATCHES, AND LANDINGS PER 2009 IBC, SECTION 1008. 8) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 9) ELECTRICAL ROUGH IN APPROVAL IS REQU!!RED FOR FRAME INSPECTION, 10) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION 11) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR CO/FINAL APPROVAL. STATEMENT OF AUTHORITY Pursuant to C.R.S. §38-30-172, the undersigned executes this Statement of Authority on behalf of Bayou Well Services, LLC, a Texas limited liability company, an entity other than an individual, capable of holding title to real property (the "Entity"), and states as follows: The name of the Entity is: Bayou Well Services, LLC, and is formed under the laws of the State of Texas. The mailing address for the Entity is Bayou Well Services, LLC and is 800 Gessner, Suite 1000, Houston, Texas 77024. The name and/or position of the person authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property on behalf of the Entity is: Phil Vaughn Construction Management, Inc., Phil Vaughn, President. The limitations upon the authority of the person named above or holding the position described above to bind the Entity are as follows: (1)If there are matters other than permitting with respect to any real property, any documents or instruments will require a signature of an officer of the Company. (2)This Statement of Authority will expire on December 31, 2012. Other matters concerning the manner in which the Entity deals with any interest in real property are: Filing of permits and permit applications. EXECUTED this (9(0 day of /11 4ty , 2011 Signature: Bayou Vell Services, LLC By: STATE OF TEXAS § ss. COUNTY OF HARRIS § Brett T. Agee, President The foregoing instrument was acknowledged before me thisfa4 day oflid 2011 byZMf 2T" -TEG- , on behalf ofy�rZ4 e-L-Sva !-L2.., a 1-4/#1 • 4406)1— 17./ ea" ` Witness my hand' and official seal. My commission expires: 04/92— /2-0/4 VIRGINIA L CUTSINGER MY COMMISSION EXPIfES June 2,2014 MEMORANDUM Contact: Company: Phone: Project: Permit No.: Date: Regarding: David, This letter is in David Bartholomew Garfield County Planning Department 970-945-8212 Bayou Well Services Warehouse Expansion BLCO-9-11-2180 Thursday, September 15, 2011 Occupancy clarification response to review comments for permit number BLCO-9-11-2180. Q 0 7 -,- Regarding the use of the space within Building #3, whereas some of the functions performed within these bays involve change out of parts and fluids for the vehicles themselves, these trucks have additional equipment related to pumping, gauging, pressurization, etc on the chassis that require assembly, fluid transfer, disassembly, repair and fabrication unrelated to 0 "motor vehicle" repair. 3 The owner has made it clear that open welding and parts fabrication will occur within these 3 bays as part of the servicing requirements of the mobile pumping stations they are maintaining. It is my understanding that an S-1 occupancy is limited to exchange of parts and maintenance requiring no open flame or welding for motor vehicle repair. Considering the use of the space as described by Bayou Well Services, the closest occupancy classification would be F-1. Section 306.2 specifically lists "Automobiles and other motor vehicles", "Construction and Agricultural Machinery", "Engines (including rebuilding)" & "Recreational vehicles" as close matches to the hybrid heavy duty pumping trucks being maintained. An F-1 fire area can be as large as 12,000 SF without requiring sprinkling. (903.2.4) The wash bay, as shown on the submitted drawings, consists of an S-1 occupancy of 2,400 SF. Under IBC Section 1021.2 a single exit is allowed in this space as long as travel distance is less than 100 feet and the occupancy count is under 29. Although the function of this space is not specifically listed on Table 1004.1.1, occupancy factors of 100 for either industrial areas or business areas would equate to an occupancy of 24. The calculated maximum travel distance in this finished room 92'-0" Thank you for your consideration of these responses, and if you have any questions or concerns, please contact me. Jeff Johnson Johnson Carter Architects, PC 0, C�P 0.„ 1 Lik4-15- ct• I o 203490 z ,ED AV`G\A` 0 0 • C 0 n • IDUO!4D3npe BBB 1 JOHNSON -CARTER ARCHITECTS, PC 136 E. Third Street, Suite B Rifle, CO 81650 970.625.0580 970.625.0581 fax %rvo Jim Wilson From: Andy Schwaller Sent: Tuesday, July 17, 2012 12:42 PM To: David Bartholomew; Jim Wilson; Matt Provost Subject: FW: Bayou Well Services- 28730 Highway 6 & 24, Rifle, CO 81650 From: Kevin Whelan [mailto:kewhelan@riflefiredept.orq] Sent: Tuesday, July 17, 2012 12:10 PM To: Andy Schwaller Subject: Bayou Well Services- 28730 Highway 6 & 24, Rifle, CO 81650 Andy, The fire district has completed the final acceptance testing of the fire alarm system at Bayou Well Services. The multiple single station CO detection systems was not part of our test and is not tied into the fire alarm. If you have any questions, please let me know. Kevin C. Whelan Division Chief/ Fire Marshal Rifle Fire Protection District 1850 Railroad Ave Rifle, CO 81650 kewhelan@riflefiredept.org Office- 970-625-1243 ext 12 Fax- 970-625-2963 Cell -970-618-7388 " We are dedicated to protecting life, home, and property through leadership, education and partnerships. Safety is our highest priority." 1 Job: Project No.: Date: ODDO ENGINEERING, INC. FIELD REPORT oddo engineering Compressor Building, Bayou Well Services, LLC, Garfield County, CO 1120-08 September 14, 2011 Field Observation Notes: The purpose of the site visit was to observe and record the structural members of the existing building and verify compliance with the IBC 2009 building code. We assumed a 40 psf snow load in our analysis. The existing building is adequate for the local building code with the installation of the follow items: 1. Install new mid span HSS3 x 3 x 1/4 beams adjacent to the existing 3 x 3 V4 angle beam 2. New HSS3 x 3 x '/4 column supporting the existing HSS3 x3 sloped beam and 3. Install 12" x 18" x 30" concrete pilasters beneath the existing slab for additional support and frost depth compliance. See enclosed sketch for details. In summary, the existing compressor building with the recommended revisions is adequate for the local snow loads. Robert A. Oddo P.E. Cc: Jeff Johnson, Phil Vaut,.,, II;U Ifni\\'\ DOCS \bob201 I\Bayou Compressor Building FR 9-14-11 713 Cooper Avenue • Suite 200 + Glenwood Springs, CO 81601 (970) 945-1006 • Fax (970) 945-2966 • E -Mail bob@oddogws.com ODDO ENGINEERING, INC. 713 Cooper Avenue, Suite 200 Glenwood Springs, CO 81601 (970) 945-1006 Fax 945-2966 Job Titlea jS4 Cerw1"re3or by /'- date bp POI I ck'd by Subject page Job No. I iio-ob date of L David Bartholomew From: David Bartholomew Sent: Wednesday, March 07, 2012 10:10 AM To: PC Johnson Carter Architects Cc: 'Mark Potter; Andy Schwaller Subject: Bayou door arrangement Attachments: David Bartholomew.vcf; ANSI Sect. 404.2.5.pdf Hi Jeff, Rich, As the stair enclosure is used as the accessible route, doors M32 and M33 do not meet the door arrangement requirements as outlined in ICC/ANSI A 117.1-2003, Section 404.2.5, Doors in a Series. I have attached a copy of this section from the commentary for your review. It is my opinion that swinging door #33 outward "in the direction of egress travel" would more than satisfy this requirement. Exit signage at these locations will also be required as noted on the plans. To keep the project moving, I am approving these plans contingent on receiving two (2) copies of revised page WH1 meeting these requirements. Thanks for your time with this review. Please forward any questions or concerns. Best regards, David David Bartholomew Plans Examiner Garfield County Bldg & Ping 108 8th Street, Suite 401 Glenwood Springs, CO 81601 (970) 945-321Z'Work dbartolomevagarfield-coun ty. com 1 2003 ICC/ANSI A117.1 COMMENTARY Chapter 4. Accessible Routes wheelchairs who also may have low stamina or restric- tions in ann movement because complex maneuvering is required to get over the level change while operating the door. The model building codes typically establish '/2 inch (13 mm) as the maximum change in elevation at a door- way where access for a person with a disability is re- quired and a different amount at other doorways. Sec- tion 303 requires that where a threshold is over 1/4 inch (6 mm) high, at least half of the height of the threshold should be beveled (see commentary Figure C404.2.4). The exception is in recognition of the difficulties with existing buildings and changes in flooring materi- als and elevations at doors and doorways. 404.2.5 Two Doors in Series. Distance between two hinged or pivoted doors in series shall be 48 inches (1220 mm) minimum plus the width of any door swinging into the space. The space between the doors shall provide a turning space complying with Section 304. Typically, the doors -in -series condition occurs in en- try vestibules that are used to reduce the infiltration of outside air. It is important to realize that this require- ment applies only when the user must pass through two doors in succession. The requirement would not be applicable if, instead of a vestibule, the situation was a corridor and the two doors were into offices lo- cated on opposite sides of the corridor. A storm or screen door immediately in front of an entrance door or communicating doors in between two hotel rooms are not considered doors in a series. Swinging doors in a series placed too closely together can create a condition where a person using a wheelchair may pass through one door, and still have to hold that door open while trying to open the second door. To re- solve this condition, a minimum distance of 48 inches (1220 mm) is required between the doors if the doors swing away from each other or 48 inches (1220 mm) plus the width of any door swinging into the space is re- quired [see Figure 404.2.5 and commentary Figure C404.2.5(a)]. Doors in a series are not always in a straight line. Doors may be offset, or located on adjacent walls rather than opposite walls. The intent is that a clear floor space for a wheelchair [i.e., 30 inches by 48 inches (765 by 1220 mm)] is available past the swing of the first door so the person entering can let one door close before the start to open the second door [see commentary Figure C404.2.5(b) and C404.2.5(c)]. 1/4 MAX. 6 1/4 MAX. 6 DOOR 2 Qi viz THRESHOLD t 1/4 MAX. 6 Figure C404.2.4 DOOR THRESHOLD HEIGHT LIMITATIONS 1/2 MAX. 13 (0) (b) Fig. 404.2.5 Two Doors in a Series (c) 45 01 Chapter 4. Accessible Routes Figure C404.2.5(a) DOORS IN A SERIES 60" TURNING SPACE BETWEEN 000RS 2003 ICC/ANSI A117.1 COMMENTARY 60" TURNING SPACE BETWEEN DOORS 60" TURNING SPACE BETWEEN DOORS Figure C404.2.5(b) DOORS IN A SERIES SPACE BETWEEN SIDE �— OBSTRUCTIONS MUST BE WIDE ENOUGH TO PERMIT TURNING SPACE PER SECTION 304 Figure 404.2.5(c DOORS IN A SERIES The requirement for 5 pounds (22 N) maximum opening force in Section 404.2.8 is not applicable to out- side doors; thus, sometimes outside doors are difficult for persons with limited mobility to open. In addition, the second door in a series could be locked. A turning space is required between the doors to avoid entrapment in this area. The turning space can overlap the swing of the doors and the door maneuvering clearances. 404.2.6 Door Hardware. Handles, pulls, latches, locks, and other operable parts on accessible doors shall have a shape that is easy to grasp with one hand and does not require tight grasping, pinching, or twisting of the wrist to operate. Operable parts of such hardware shall be 34 inches (865 mm) minimum and 48 inches (1220 mm) maximum above the floor. Where sliding doors are in the fully open position, oper- ating hardware shall be exposed and usable from both sides. EXCEPTION: Locks used only for security purposes and not used for normal operation are permitted in any location. 46 :• Some people with disabilities are unable to grasp ob- jects with their hands or twist their wrists. Such peo- ple are unable to operate, or have great difficulty in operating, door hardware other than lever -operated mechanisms, push -type mechanisms and U-shaped handles. Door hardware that can be operated with a closed fist or a loose grip accommodates the greatest range of users. Hardware that requires simultaneous hand and finger movement requires greater dexterity and coordination and should be avoided for doors along an accessible route (see commentary Figure C404.2.6). This section also assures that the hardware falls within the reach ranges specified in Section 308. The exception would accept a situation such as an unframed glass door at the entry to a building where the door lock is located at the very bottom of the door. Note that the security lock should not conflict with the door surface on the push side per Section 404.2.9. 11-21-'11 14:43 FROM-PNCI Compaction Test Report °LIE' BAYOU WELL SERVICES CIO PRITCHARD DEVELOPMENT SERVICES, LLC 2500 ROUTH STREET DALLAS TX 75201 970-242-0844 T-981 P0002/0002 F-760 CTL 1 THOMPSOt1 Q:X larii(achr'7121u§B<n€13iw m DATE 11/08/11 PROJECT NUMBER! G805019 002 Phaa: REPORT NUMBER; 6 SHEET: OF 1 suEJECT: BAYOU WELL SERVICES 28730 HIGHWAY 6 AND 24 RIFLE, CO STRUCTURAL FILL TEST NO. LOCATION 1 DEPTH FEET TEST TYPE LABORATORY FIELD COM- PACTION Si SOIL TYPE MAX DENSITY PCF OMC% DRY DENSITY PCF MC% 4 NORTHEAST CORNER 0.0 NUC 2 130.0 6.0 131,7 6,5 100 + CURVE No ER Jon NO 050(1019.0O2 5 - MIDDLE 0,0 NUC R 130.0 6.0 133.1 7.5 100 * CURVE'S) E° ^' 4019 HO 0S06019.002 6 SOUTHWEST CORNER 0.0 NUC R 130.0 6.0 132,8 6.5 100 * CURVE NO EQ .oa NO OS06019.002 SPECIFICATIONS; 100 %OF MAXIMUM ASTM D 698 MOISTUREWTHIN +2 To -2 %OP OPTIMUM TYPE OF COMPACTOR EQUIPMENT AND NO, OF UNITS: MOI9NRE ADOE08Y WATER TRUCK TYPE OF EARTH MOVING EQUIPMENT ANO NO. OF UNITS: ma REPORT PRESENTS OPINIONS FORMED ASA RESULT OF OUR OBSERVAT ON OF FILL PLACEMENT, AB WELL As THE TESTS SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE TO ACHIEVE SP CIFIED COMPACTION DURING TIMES WHEN OUR OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS. THICKNESSOFUFT 6 INCHES PROGRESS REPORT AS REQUESTED, A SITE VISIT WAS MADE TO PERFORM COMPACTION AND MOISTURE TESTING ON STRUCTURAL FILL. DENSITY TEST RESULTS ARE SATISFACTORY. IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS ANO TEST NO.(S) 4,6AND 6 0 IN OUR OPIMON, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED SYOUR OBSERRVATIONSANDTEST N0.(8) SCOPE OFFULL OBSERVATION: ❑ 11ME: TED WHITE Q ADvIR �0T0R'BORCLIENTS REPREeEMATVE 2 PERIODIC, ONCALLBASIS:®�LLY�IQLF TH PNCI FIELD REPRESENTATIVE GTLITHQMPSON, INC. APPROVED BY DAN DOWNING— 1AS LABORATORYIFIELD MANAGER 234 Center Dr, !Glenwood Springs, CO 81601 I Phone: 970.945-28091 Fax: 970.945.7411 11-17-'11 15:20 FROM-PNCI 970-242-0844 T-976 P0001/0006 F-740 P 1 Construction, Inc. RIG: Road 970-242-3548 GRAND JUNCTION, COLORADO 81505 FAX 970-242-0844 FACSIMILE SHEET Date: November 17, 2011 Job: *1175 To: Jim Wilson Company: Garfield County Fax: 970-384-3470 From: Carol / Billy Subject: Compaction Test Reports Bayou Well Service FYI ❑ Please Respond ❑ URGENT ❑ COMMENTS: Please find the following reports for your records as requested. Call if we can be of further assistance. Thanks, PLEASE COPY TO: HARD COPY MAILED ❑ Number of pages including this sheet If you have received this transmission in error, please call the above number. Thank you. 11-17-'11 15:20 FROM-PNCI Compaction Test Report CUENT: BAYOU WELL SERVICES CIO PRITCHARD DEVELOPMENT SERVICES, LLC 2500 ROUTH STREET DALLAS TX 75201 970-242-0844 T-976 P0002/0006 F-740 CTL 1 THOMPSON INCORf' CUR ATI L.a DATE: 10h2L11 PROJECT NUMBER: GS0SO19,002 Plate: REPORT NUMBER: 1 SHEET: 1 OF 1_ SUBJECT BAYOU WELL SERVICES 28730 HIGHWAY 6 AND 24, RIFLE, CO FOUNDATION EXCAVATION TEST NO. LOCATION 1 DEPTH FEET r: LABORATORY FIELD FACTION SE SOIL TYPE DENSITY PCF OMC% ORY DENSITY PCF MC% NO TESTS PERFORMED SPECIFICATIONS: MOISTURE WITHIN %OF MAXIMUM TO TYPE OF COMPACTION EQUIPMENT ANS) NO. OF UNITS: %OFOPMMUM MOISTURE ADDED BY TYPE OFEARTH MOVING EQUIPMENT AND NO, OF UNITS: THI REPORT PRESENTS OPINIONS FORMED ASA RESULT OF OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS SHOWN ABOVE, WE HAVE RELIED UPON THECONTRACTOR TO APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS. THICIO,ESS OF UFT INCHES PROGRESS REPORT WE OBSERVED THE EXCAVATION FOR THE NEW ADDITION. THE EXCAVATION IS CURRENTLY AT AN ELEVATION OF +1.2 PEET BELOW FLOOR SLAB. A SMALL PORTION OF THE FOOTING EXCAVATION AT THE SOUTHWEST CORNER HAS BEEN EXCAVATED AN ADDITIONAL +I- 2 FEET BELOW PLANNED FOOTING ELEVATION. THE SOILS EXPOSED CONSIST OF SANDY CLAYS AND CLAYEY SANDS AND ARE AS ANTICIPATED. THE EXCAVATION CONTRACTOR IS GOING TO CONTINUE FOOTING EXCAVATION AND START IMPORT AND PLACEMENT OF 18 INCHES OF PIT RUN MATERIAL, WE WILL REVISIT THE SITE TOMORROW AFTERNOON TO OBSERVE STRUCTURAL FILL PLACEMENT. 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEaT No.(S) 0 INCUR OPIMON• FILLCOMPACTION OCES NOT MEET SPECIFICATIONS AS INDICATED BY OUROBSERVATIONS ANDTEST ROCS) SCOPE OF OBSERVATION! DAN DOWNING ©FLU TIME: CI PERIODIC, ON CALL BASIS:Q COMRACTaR8 CR CUENTG REPRESENTATVB AD 1aED FIELD REPRESENTATIVE CD CTLITNOMPSON, INC. DILLY WOLF WITH APPROVED BY JOHN/If (=GH IND BRANCH MANAGER/ PRINCIPAL 234 Center Dr, 1 Glenwood SprIng5, CO 81601 1 Phone: 970945-2809 1 Fax: 970-945.7411 11-17-'11 15:20 FROM-PNCI 970-242-0844 7-976 P0003/0006 F-740 Compaction CTL 1 THOMPSON Test Report Clan 'NT' BAYOU WELL SERVICES C/O PRITCHARD DEVELOPMENT SERVICES, LLC 2500 ROUTH STREET DALLAS TX 76201 DATE! 90/18/17 PROJECT NUMBER: GS05099 002 Phasic REPORT NUMBER: 2 SHEET:'_ OP 1 SUBJECT: BAYOU WELL SERVICES 28730 HIGHWAY 8 AND 24 RIFLE, CO STRUCTURAL FILL TEST No. LOCATION 9 DEPTH FEET LABORATORY FIELD COM- PACTION % SOIL TYPE TEST TYPE MAX DENSITY PCP OMC% ORY DENSITY PCF MC,M NO TESTS PERFORMED SPEDFICATION6: MOISTUREWTHIN %OF MAXIMUM TD TYPE OF COMPACTION EQUIPMENT AND NO. OE UNITS! % OPTIMUM MOISTURE ADDED BY TYPE OF EARTH MOVING EQu1pMENT AND NO. OF uNITS: THIS REPORT PRESENTS OPINIONS FORMED ASA RESULTOF OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR OBSERVER 15 NOT PRESENT, AND AT LOCATIONS OTHER THAN THOSE TESTED, TEST DATA ARS NOT THE SOLE BASIS FOR OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS. THICKNESS OF UFT INCHES PROGRESS REPORT FOOTING EXCAVATION CONTINUES. IMPORT PIT RUN IS BEING PLACED BY A SMALL TRACK LOADER IN AN 18 INCH LIFT. THE PIT RUN WILL BE COMPACTED BY WHEEL ROLLING WITH A RUBBER TIRE LOADER. SIX INCHES OF BASE COURSE I3 PLANNED TO BE PLACED ON TOP OF THE PIT RUN AND COMPACTED WITH THE LOADER. WE WILL PERFORM IN PLACE DENSITY TESTING UPON COMPLETION. 0 IN OUR OPINION, FILLCOMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO,(S) ❑ IN oat OPINION. FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO,(S) SCOPE OF OBSERVATION: DAN DOWNING ❑ TIME; ADVISED ❑✓ PERIODIC, ONCALL BASIS;nomyyRAcToRs ORCUENTSREPRESENTATIVE BILL WOLF WITH FIELDREPREeenownvE CD OTLITHOMPSON,INO, + APPROVED BY JOHN MEC LIN BRANCH MANAGER/ PR CIPAL 234 Center Dr. 1 Glenwood Springs, CO 516011 Phone: 970-946-28091 Fax: 970.945 7411 11-17—'11 15:21 FROM—PNCI 970-242-0844 T-976 P0004/0006 F-740 Compaction Test Report Gum BAYOU WELL SERVICES 0/0 PRITCHARD DEVELOPMENT SERVICES, LLC 2500 ROUTH STREET DALLAS TX 75201 CTL THOMIPSON IsNt 0•R:Pa0 RA1T.lEP:,:.: DATE: 90/14/11 PROJECT NUMBER: GSDSOI9-002 Phase: REPORT NUMBER: 3 BNEET:_i OP NM" BAYOU WELL SERVICES 28730 HIGHWAY 6 AND 24 RIFLE, CO STRUCTURAL FILL TEST NO. LOCATION 1 DEPTH FEET TEST TYPE LABORATORY FIELD COM• PACTION % SOIL TYPE MAX DENSITY PCF OMC% DRY DENSITY PCF MC% NO TESTS PERFORMED SPECIFICATIONS: MOISTURE WTHIN %OF MAXIMUM TO TYPE OF COMPACTION EQUIPMENT AND NO. OP UNITS: % OF OPTIMUM MOISTURE ADDEO BY TYPE OF EARTH MOVING EQUIPMENT AND NO. OFUMTS: 1) TRACK LOADER, 1) GRADER, 1) FRONT END LOADER PROGRESS REPORT THIS REPORT PRESENTS OPINIONS FORMED ASA RESULT OF OUR OBSERVATION OF FILL PLACEMENT. AS WELL AS THE TESTS SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR OPINIONS ON WHETHER THE PILL MEETS SPECIFICATIONS. THICKNESS Of LIFT INCHES PIT RUN PLACEMENT IS ALMOST COMPLETE. EFFORTS WERE BEING MADE TO REMOVE NESTING OF THE LARGER COBBLE. THE PIT RUN APPEARS STABLE UNDER THE WEIGHT OF THE LOADER AND GRADER. AGGREGATE BASE COURSE PLACEMENT I5 SCHEDULED FOR TOMORROW. WE WERE REQUESTED TO RETURN ON MONDAY, 10117/11, TO PERFORM COMPACTION TESTING. IN OUR OPIMON,FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) 0 IN OUR OPIMON, FILI COMPACTION DOES NOT MEET SPECIFICATIONS AS INEXCATEO BY OUR OBSERVATIONS AND TEST NO (8) SCOPE OF OBSERVATION: DAN DOWNING FIELD REPRESENTATIVE CD ❑PULL TIME; PERIODIC, ON CALL BASIS; I✓mi 1 CONTRACTOR'S OR CLIENTS REPRESENTATIVE BILL WOLF 0¢ITNOMPSON, INC. APPROVED BY JOHN`MECHLANG BRANCH MANAGER/ PR CIPAL 234 Center Dr. Glenwood Springs, CO 81601 Phone' 970145-20091 Fox: 970.945-7411 11-17-'11 15:21 FROM-PNCI Compaction Teat Report wog BAYOU WELL SERVICES C/O PRITCHARD DEVELOPMENT SERVICES, LLC 2500 ROUTH STREET DALLAS TX 76201 DATE: Plmq: REPORT NUMBER: 4 SHEET;, OF s sumer: BAYOU WELL SERVICES 28730 HIGHWAY 6 AND 24 RIFLE, CO 970-242-0844 T-976 P0005/0006 F-740 T -a4 '✓ CTL I TNOMPSON INIMECEINIMEGEM PROJECT NUMBER: GS0ED19 002 10/18/11 STRUCTURAL FILL TEST N0, LOCATION 1 DEPTH FEET LABORATORY FIELD COM. FACTION % SOIL TYPE TEST TYPE MAX DENSITY PCF OMC% DRY DENSITY PCF MC% 1 SOUTH SIDE 0.0 NUC 2 130,0 6.0 121.6 2,7 94 CUM NO EB JOS No 0605018.000 2 EAST SIDE 0.0 NUC E 130.0 6,0 114.0 4,9 85 wave Fa EO JOB NO 0906010.002 3 1 EELO NORTH SIDE 0.0 NUC 2 130.0 8.0 127,8 3.0 98 GuRWWNO EO BURORADR 7Renuemn ar a his Joe NOGS0/010.002 SPECIFICATIONS; 100 OF MAXIMUM ASTM 0898 MOI&LURE IMTHIN 42 TO -2 %OF OPTIMUM TYPE OF COMPACTION EQUIPMENT ANO NO.OF UMTa: 1) WACKER MOISTURE ADDED sY NATURAL THIS REPORT PRESENTS OPINIONS FORMED ASA RESULT OF OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS SHOWN MOVE, WE HAVE RELIED UPON THE CONTRACTOR TO APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN THOSE TESTED, TEST DATA ARE NOT THE SOLE BASIS FOR OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS. THICKNESS OF CFI 6 INCHES TYPE OF EARIN MOVINC EQUIPMENT AND NO. OF UNITS' 1) SMALL TRACKHOE, 11 TRACK LOADER PROGRESS REPORT THE ABOVE TESTS WERE PERFORMED ON THE 314 INCH AGGREGATE BASE COURSE PLACED ON TOP OF THE PIT RUN. THE LIFT THICKNESS IS APPROXIMATELY 6 INCHES. TEST RESULTS INDICATE UNSATISFACTORY COMPACTION AND BELOW SPECIFIED MOISTURE, THE CONTRACTOR WAS ADVISED TO ADD MOISTURE AND RECOMPACT. 0 IN OUR OPINION, FIILCOMPAC IONMEETS SPECIFICATIONS AS INDICATED SY OUR OSSERVADONSANC TEST NODS) © IN OUR OPINION. FILLCOMPAOTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OSSERVATIONSAND TEST NO LS) 1,2AND 3 SCOPEOF OBSERVATION: DAN DOWNING OFULL 11ME: �✓ PEROQIG. ON CALL BASIS; ✓J ADVISEDCAN TRACTORS OR CLIENTBREPRESENTATIVE FIELD REPRESENTATIVE CD OTLITHOMPSON,INC. APPROVED BY 70 RILLY WOLF WITH PNCI BCH MANAGER/ PRID4tIPAL 234 Center Dr.1 Glenwood Springs, CO 5160l 1 Phone: 970-945.2009 1 Pax: 970-945-7411 RECEIVED OCT 2 4 2011 11-17-'11 15:21 FROM-PNCI 970-242-0844 T-976 P0006/0006 F-740 NU v Compaction Test Report CLIENT. BAYOU WELL SERVICES CIO PRITCHARD DEVELOPMENT SERVICES, LLC 2500 ROUTH STREET DALLAS TX 75201 CTL 1 THOMPSON DATE; 10/49/11 PROJECT NUMBER: G0000.10 002 Phew REPORT NUMBER; 5 aM5ET:_ OF SUBJECT•. BAYOU WELL SERVICES 28736 HIGHWAY 6 AND 24 RIFLE, CO STRUCTURAL FILL TEST N0. LOCATION 1 DEPTH FEET TYPE LABORATORY FIELD FACTION 86 5011. TYPE DENS PCF OMC% DRY DENSITY PCF MC% AA RETEST OF TEST 1 NUC 2 130.0 6.0 133.3 5,3 100 * cuRVBNo so JOE N0GS0601L002 2 A RETEST OF TEST 2 NUC 1 130.0 6.0 131.2 5.9 100 * COSMIC, ED 404440406m402 BELOWtU RETEST OF TEST 3 NUC Y 130,0 6.0 132,9 42 100 + CURVE 110 10 nF 9 ennw. n�... J0SR0O500018A01 SPECIFICATIONS' 100 %DPMAxIMUM ASTM D 696 MOISTURE YATHIN +2 To -2 %OF OPTIMUM TYPE OF COMFAGPON EquIPMENT ANO NO. OF UNITS; MOISTURE ADDED EIV WATER TRUCK TYPE OF EARTH MDVINO EOUIPMENr MONO, OF UNITS; THIS REPORT PRESENTS OPINIONS FORMED ASA RESULT OF OUR OBSERVATION OF FILL PLACEMENT, AS WELL A0 THE TESTS SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN THOSE TESTED, TEST DATA ARE NOT THE SOLE BASIS FOR OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS. THICKNESS OF UFT 8 INCHES PROGRESS REPORT RETESTS PERFORMED IN THE FOOTING PORTION OF THE STRUCTURAL FILL ARE SATISFACTORY. THE FLOOR SLAB AREA HAS NOT BEEN COMPLETED AT THIS TIME, L IN OUR OPINDN,FRICOMPACTION MEETS SPECIFICATIONS AS INDICATED SYOUR OBSERVATIONS AND TEST NO (a) 1A, 2A AND 3A 0 IN DUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED SY OUROBSERVATIONS ANO TEST NO TS) SCOPE OF PW. RESERVATION: ❑ 11MS; DAN DOWNING ❑J PEROOIC,ONGALL BMus; 21 ACwII�CTORS ORCLIENTS REPRESENTATWE DILLY WQLF FIELD REPRESENTATIVE CD CTLITHOMPBON, INC. APPROM SY MIN CHLIN BRAN H MANAGER/ PRIN IPAL 234 COON' Dr. !Glenwood Springs, CO 81601 I Phone: 970.945.2809 I Fax: 970945-7411 RECEIVED OCT 2 4 2011 David Bartholomew From: Johnson Carter Architects, PC [jjarch@rof.net] Sent: Tuesday, October 11, 2011 3:50 PM To: 'Kevin Whelan'; David Bartholomew; randy@firetechconsulting.com; jason@fireadvisors.com Cc: 'Phil Vaughan'; 'Mark Potter; Andy Schwaller; jim@pritchardassociates.com Subject: RE: Bayou Fire Report classification modification. Kevin, Regarding your notes below: I have a stamped hardcopy of a revised fire report, indicating F1 occupancy, that I will drop off at your office. Your conditions regarding on-site water supply will be forwarded to Bayou by Pritchard for their compliance and inclusion in an operations manual.. As submittal drawings become available for the temporary storage area, we will provide them to you. The tenant finish submittal for this project will be delivered to you late next week for your review. The gas detection system only detects CO and was added to comply with OSHA requirements limiting pmm. The system is connected to an exhaust system and audible alarm that is activated when levels exceed safety levels. Activation of the alarm and exhaust is not related to fire safety, rather it controls environmental safety within the detection space. At this time it is not connected to the fire alarm call system. Thank you for your comments and we will keep you in the loop, Jeff a r ti Jeffrey Scott Johnson Johnson Carter Architects, PC 136 East Third St., Suite B Rifle, CO 81650 970-625-0580 jcarchitectspc.com 1 From: Kevin Whelan jmailto:kewhelan@riflefiredept.orgl Sent: Tuesday, October 11, 2011 3:26 PM To: 'David Bartholomew'; 'Johnson Carter Architects, PC'; randy@firetechconsulting.com; jason@fireadvisors.com Cc: 'Phil Vaughan'; 'Mark Potter'; 'Andy Schwaller'; jim@pritchardassociates.com Subject: RE: Bayou Fire Report classification modification. David and Jeff, I have reviewed the set of plans for job 11084 dated 8/23/11 and the information submitted by Fire Tech Consulting concerning fire protection water supply for Bayou Well Services, LLC located at 28730 Highway 6 & 24, Rifle , Colorado. The following are my comments: 1. The occupancy classification for Buildings 2 and 3 have changed from a Group F-2 as submitted, to a Group F-1. 2. The fire district accepts the existing water supply system(1 dry hydrant) and quantity (100,000 gallons) as meeting the intent of NFPA 1142 and Garfield County Amendment 507.2 (tanker shuttle) for the existing building and the proposed designed addition. It is important that all items of the design are adhered to including: a. No parking or storage of vehicles in the maintenance and lube bays b. No storage exceeding 12 ft c. The total quantities of hazardous materials is less than the maximum allowed quantities within the IBC/IFC d. Storage will not be permitted within the compressor room e. The wash bay will not be used for maintenance of vehicles or for storage of any materials f. Fire walls separating the building are maintained g. Fire detection system is installed and maintained throughout the entire structure 3. The fire district has approved a temporary storage area for hazardous materials with the understanding that a permanent location/facility will be designed in the near future. Submittals are required and if stored inside may affect the design and requirements of this building and water supply system. 4. Fire Tech consulting indicated that a flammable gas detection system will be installed within the Maintenance /Lube Bays to "mitigate the risk from a flammable liquid leak". a. What is the anticipated source of leak? ( Vehicle fuel tanks, leaks from product hauled on vehicles that are being worked on in the bays...? b. Why is the gas detection system not going to be tied into the fire alarm system? If you have any questions ,please let me know. 1 look forward to working with you on the future submittals and plan reviews for this project. Kevin C. Whelan Division Chief/ Fire Marshal Rifle Fire Protection District 1850 Railroad Ave Rifle, CO 81650 kewhelan(a riflefiredept.org Office- 970-625-1243 ext 12 2 Fax- 970-625-2963 Cell -970-618-7388 " The Mission of the Rifle Fire Protection District is to Enhance Health and Safety and to Protect the Life,Home and Property of the People We Serve." 3 L CC COUNTY OF GARFIEI_D - BUILDING NT CORRECTION Colorado 108 8th St., Suite 401 Glenwood Springs, Phone (970) 945-8212 Job located at Z R 7.30 Permit No. /S© I have this day inspected this structure and these premises and found the following corrections needed: Cal Re -Ins ection 50.00 Re -Inspection Fee must be paid prior to Re -Inspection You are hereby notified that ttthe above o rection must be inspected be g. When correction(s) have been made, call for inspection at 970-384-5003. Date ©" - 20 Building Inspector Phone (970) 945-8212 Inspection Report Page 1 of 1 COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT / CORRECTION NOTICE Date Received: 21 -JUN -12 Permit Number: 714136 Contractor!HomeOwner: MCATLIN ELECTRICAL CORP Address. 28730 Hwy 6 & 24 Type of Inspection: Complete Final Action: Accepted Comments or Corrections: Corrections made Inspectors Name: Norman Feck Phone Number: 877-320-9150 Date: 21 -JUN -12 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan St. Suite 550 Denver, Colorado 80203-1941 Phone: (303) 894-2985 https://www.dora.state.co.us/pls/real/Ep_Web_Inspection_GUI.Process_Page 7/23/2012 Inspection Report Page 1 of 1 COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT / CORRECTION NOTICE Date Received: 21 -JUN -12 Permit Number: 714136 Contractor/H omeOwn er: Address: Type of Inspection: Action: MCATLIN ELECTRICAL CORP 28730 Hwy 6 & 24 Complete Final Accepted Comments or Corrections: Corrections made Inspectors Name: Norman Feck Phone Number: 877-320-9150 Date: 21 -JUN -12 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan St. Suite 550 Denver, Colorado 80203-1941 Phone: (303) 894-2985 https://www.dora.state.co.us/pls/real/Ep_Web_Inspection_GUI.Process_Page 7/23/2012 Permit Card S 1-832-848-s3040 Garfield County Building and Planning Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: (970)945-8212 Fax: (970)384-3470 Permit NO. BLCO Issue Date: 9/2 3 POST ON SITE -9- Permit Type: Commerci - . ' • "g Work Classification: Addition AGREEMENT In consideration of the issuance of the permit, the applicant hereb, agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building department and IMMEDIATELY BECOME NULL AND VOID. Commercial Building Parcel #:217711100359 Owner's Name: Bayou Well Services, LLC Job Address: 28730 HWY 6 and 24 RIFLE, CO Owner's Phone: 713-935-8902 Total Square Feet: 16144.00 Contractor(s) Phone Primary Contractor Work Description: Inspection IVR Comments Pass Date FIRE DISTRICT INSPECTIONS (PLEASE CALL FIRE DISTRICT) Footers 105 Foundation Walls 110 Framing 115 Final 125 0/4... ,71r4" ` 7-4.2 o, -`Z Misc 135 �" ,�wy�y,,�- 6--#114-1- 1� d� Insulation Insulation 160 `,( ,/J�'- __r lL:e!7�/Gcl-L��G<:�4, '%"�"�` Led/ <ii"—--...1C9'-(� Grout 175 Mechanical 405 UG Plumbing 605�L�� 610 620%��/2.2.e,eGN.y�i�/� C/C - /A% /1474��/ j/47 *Vit /3 -./ `A. Rougnr'iumbing Gas ( 0.1 .4q ck sv ADDITIONAL INSPECTIONS MAY BE REQUIRED POST THIS IN CONSPICUOUS PLACE WHEN CONSTRUCTION IS STARTED For Inspections Call: 1-888-868-5306 P0A4/40-fr-i / / .,lam -LIK ' i.- -/2 3'�° . ! 1 34— �U -igee;(9/. L1 Alf u„,,,r �;.'f.s di.�.t r -,* 11 p(eti-A C r€+� 3/? -1. ?eta, 6111.A. 0/<fria- 3--Zo-/� ._/e _7aX 7,a4s// 274)/74.- 2-- A,V -2-- 06 o`J '>.vl 'ff. 4 (7 --,,ed, .5Qpi-ce 44:.Lf..`f l? /J / ol)„ ece S /5 //L 0/0/7 2 /S e /(-9- 6,ft_dc,,,41,127-/s/44nt ,;(c)/c / ;4/ 4 iretech Consulting Randolph D. Leger, PE President August 31, 2011 (Revised September 22, 2011 to change Occupancy Classification to F-1) Mr. Kevin Whalen Fire Prevention Chief Rifle Fire Protection District 1850 Railroad Avenue Rifle, CO 81650 Bayou Well Services, LLC — 28730 Highway 6 & 24, Rifle Colorado Dear Mr. Whalen: We are presenting this letter for your review and approval for the use of the 2007 Edition of NFPA Standard 1142, Water Supplies for Suburban and Rural Fire Fighting„ to determine the minimum required quantity of water required for fire fighting purposes for the above referenced facility. Bayou Well Services, LLC is planning to expand the existing building, increasing the area by 13,200 square feet, for a total of 27,200 square feet. The prescribed water supply, identified in Table B105.1 of the IFC, is identified as a quantity of 3,250 gallons per minute of water over a 3 hour duration for protection of the proposed building. That equates to a total of 585,000 gallons of water. The site is not provided with a municipal water supply. Water for fire fighting purposes is currently provided by two, 50,000 gallon tanks connected to a dry hydrant. Following is a description of the existing building and the new addition, which provide the necessary information to perform the calculations identified in NFPA 1142 for determination of the amount of water needed at the property. Description of Construction/Building Areas and Volumes The facility, including the new expansion, is approximately 27,200 square feet in area. The facility is sub- divided into four separate buildings by the construction of 3 hour fire resistive rated fire walls (as defined by Section 706 of the International Building Code (IBC)). This section will define the construction type, occupancy classification and the areas and volumes of each building. These will be used later in this document to determine the required water supply for the facility. Building 1 Building 1 is the western most portion of the facility, the existing office area. Building 1 contains a Group B occupancy and is of Type VB construction. The construction classification of Type VB is due to the fact that combustible materials are used within the interior partitions. Otherwise, the exterior walls, roof and support structure are constructed of non-combustible materials. • 8967 W. Radcliffe Drive • Littleton, CO 80123 • (720) 981-3413 office • (720) 981-3454 fax www.FiretechConsulting.com "Veteran -Owned Small Business." Page 1 of 5 c/L6 cop)/ Building 1 is 51 feet in length and 80 feet in width. The roof height is 19 feet. This calculates to an area of 4,080 square feet and a volume of 77,520 cubic feet. Building 2 Building 2 is adjacent to the east side of Building I. Building 2 contains a Group F-1 Occupancy and is of Type II construction. Building 2 is the existing Maintenance/Lube Bays. Building 2 is 124 feet in length and 80 feet in width. The roof height is 19 feet. The area of Building 2 is 9,920 square feet and it has a volume of 188,480 cubic feet. Building 3 Building 3 is a portion of the new construction that is located adjacent to the east side of Building 2. Building 3 contains a Group F-1 Occupancy and is of Type Il construction. Building 3 contains the new parts storage bay and three lube bays. Building 3 is 103 feet in length an 80 feet in width, with a roof height of 30 feet. Attached to Building 3 is a shed type structure that contains a compressor room and a lube oil storage room. This small structure is 28 feet in length and has a width of 15 feet. The roof height is 11 feet. The total area of Building 3, including the shed type structure is 8,660 square feet. The total volume of Building 3 is 251,820 cubic feet. Building 4 Building 4 is a portion of the new construction that is located adjacent to the east side of Building 3. This building contains the Wash Bay and the new two-story office area. It includes both a Group S-1 Occupancy and a Group B Occupancy. Building 4 is 62 feet in length and 80 feet in width. The roof height is 30 feet. The area of Building 4 is 4,960 square feet and it has a volume of 148,800 cubic feet. Description of Occupancies/Uses Maintenance/Lube Bays The maintenance and lube bays will be utilized for the repair and maintenance of vehicles. The work in these bays includes removal and installation of parts on the vehicles, welding, etc. The transfer of fluids such as diesel fuel will not occur nor is it permitted within the bays. The maintenance and lube bays will not be permitted to used for the parking or storage of vehicles. Vehicles within the bays will be under active maintenance or repair and personnel will be within line of sight of the vehicles at all times that the vehicles are within the bays. Parts Storage Bay The parts storage bay will be used for the storage of parts to support the operations of the repair bays. The items stored on the racks are are primarily smaller metal components and will be of limited or non- combustible materials. Those items include such things as valves, laterals, pump joints and other parts to support the repair and maintenance of the the vehicles. The parts will be stored on racks with a storage height of less than twelve feet. Storage heights exceeding twelve feet will not be permitted. In addition to the rack storage area, larger parts, such as transmissions, engines, fan towers and power ends will be stored on pallets on the floor. Page 2 of 5 Lube Storage/Compressor Room Adjacent to the Parts Storage Bay, on the south end of the building, will be two rooms constructed for the storage of lubricants and a compressor. The lubricants stored wilt be bulk tanks of oil, hydraulic fluid and antifreeze. Those materials are classified as Combustible Class III -B, and the total quantity will less than the maximum allowed quantities identified within the IBC/IFC. A separate Hazardous Materials Inventory Statement will be submitted identifying the types and quantities of each hazardous material. The compressor room will house an air compressor. Storage will not be permitted within the compressor room. Wash Bay The wash bay will be utilized to wash down the vehicles with a heated, high pressure wash system. The bay includes a catwalk to allow access to the upper portions of the vehicles. The wash bay will not be used for maintenance of vehicles or for storage or any materials. Office Areas The office areas will be utilized for the administrative support of the facility. Fire Protection/Life Safety Features Fire Alarm System A fire alarm system is installed within the existing building. The system includes manual pull stations at each exit and smoke detection throughout the office area. The existing fire alarm system will be expanded to incorporate heat detection in the Maintenance/Lube Bays, the Storage Bays and the Lube Storage and Compressor Rooms. Additional smoke detection will be installed within the new office area, as well. Detection will not be provided within the Wash Bay due to the likelihood of corrosion of the equipment and potential for malfunction of the system or nuisance alarms. Manual pull stations will be provided at all additional exits from the building. Notification appliances (homs and strobes) will be provided throughout all areas of the facility for occupant notification. A fire detection system is not required within the facility, but is being provided to facility the early detection and notification of an alarm. An alarm will be transmitted to a remote monitoring station, which reduce the time that the fire department is notified of a potential fire within the facility. Flammable Gas Detection/Carbon Monoxide Detection A flammable gas detection system and a carbon monoxide detection system will be installed within the Maintenance/Lube Bays, in accordance with the requirements of the IFC. The gas detection systems will initiate a local alarm and will initiate the start up of exhaust fans within the bay areas. The gas detection system will not be interfaced to the fire alarm system; however, manual control switches of the exhaust fans will be provided at the location of the main fire alarm control panel for override purposes. Fire Extinguishers Fire extinguishers will be provided throughout the facility in accordance with the requirement of the IFC and NFPA 10. Automatic Sprinkler System An automatic sprinkler system is not required within the facility and will not be provided. Page 3 of 5 Water Supply The site is not provided with a municipal water supply. Water for fire fighting purposes is currently provided by two, 50,000 gallon tanks connected to a dry hydrant. We are utilizing the 2007 Edition of NFPA Standard 1142, Water Supplies for Suburban and Rural Fire Fighting, as an alternative method to determine the required water supply for the property. Chapter 5 of NFPA 1142 provides a formula to calculate the minimum require water supply for structures with an exposure hazard. Although there are no structures within 50 feet of the facility, because we have four separate and adjacent buildings, we must consider the exposure hazard in our calculations. That formula is as follows: WSm;„ = (Vsat/OHC)*(CC)*1.5 where: WSm;„= Minimum required water supply; VS,„,= Total volume of the building in cubic feet; OHC = Occupancy Hazard Classification Number; and, CC = Construction Classification. The table below summarizes the water supply requirements for each building. Building Volume (VSt„p) Occupancy Hazard Classification (OHC) Construction Classificaton (CC) Minimum Required Water Supply (WSm7„) 1 77,520 ft3 7 1.0 16,611 gal 2 188,480 ft' 4 0.75 53,010 gal 3 251,820 11' 4 0.75 70,824 gal 4 148,800 ft' 6 0.75 27,900 gal As can be seen from the above table, the most demanding water supply requirement will be for Building 3, which is 70,825 gallons. This is less than the 100,000 gallons that is maintained on site in the two existing tanks. Summary The use of NFPA 1142 to calculate the required water supply for the facility demonstrates that the existing 100,000 gallon tanks provide in excess of the 70,824 gallons required. Although this is far less than what would be required for a building with a municipal water supply, we believe that the 100,000 gallons will be adequate for fire fighting purposes. Since the overall facility is subdivided into four separate buildings by the use of Fire Walls and is constructed of non-combustible materials, the likelihood of a fire spreading from one Building to the next is greatly reduced. The building is not required to be provided with a sprinkler system since the fire areas are less 9,000 square feet for the buildings of Type II construction, and less than 7,500 square feet for the building of Type VB construction. In recognition of the fact that manual fire fighting operations are required to suppress and extinguish any fire that would occur, the Owner will be providing a fire detection system throughout the building. This system will not only provide early warning to the occupants so that they may safely egress from the building, but it will reduce the response time of the responding fire departments. The occupants will also have access to a manual pull station at each exit, to initiate an alarm in the event of a fire. In addition to the fire detection system, the maintenance and lube bays will be Page 4 of 5 provided with flammable gas and carbon monoxide systems. These systems will automatically start exhaust fans to maintain any flammable gas vapors below the lower explosive limit and will ensure that carbon monoxide does not build up to hazardous levels. These system provide an additional level of protection to the occupants and mitigate the risk of a fire from a flammable liquid leak. In consideration of the information presented above, which demonstrates compliance with the requirements of NFPA 1142, as well as describes the additional layers of protection provided within the buildings that NFPA 1142 does not consider, we believe that the existing capacity of water on-site is adequate for fire fighting purposes. If you should have any questions, please contact us. Sincerely, 01/4_ Jason Miller Associate Engineer Reviewed by: Randolph D. Leger, PE Fire Protection Engineer. Page 5 of 5 C T L MK-OAP-S-0 "rkStEtv3 GEOTECHNICAL INVESTIGATION BAYOU WELL SERVICES PARCEL 2, GREEN SUBDIVISION EXEMPTION HIGHWAY 6 GARFIELD COUNTY, COLORADO Prepared For: PHIL VAUGHAN CONSTRUCTION MANAGEMENT 1038 County Road 323 Rifle, CO 81652 C'F7 Attention: Mr. Phil Vaughan Project No. GS05019.001-125 July 25, 2011 234 Center Drive 1 Glenwood Springs, Colorado 81601 Telephone: 970-945-2809 Fax: 970-945-7411 SCOPE This report presents the results of our soils and foundation investigation for the Bayou Well Services project on Lot 2, Green Subdivision Exemption in Garfield County, Colorado. We conducted this investigation to evaluate subsurface conditions and provide geotechnical engineering recommendations for the proposed construction. The scope was described in our Proposal No. GS 11-193, dated June 20, 2011. CTL Thompson, Inc. performed a geotechnical investigation for a warehouse building currently located on the site (Project No. GS05019-125, dated July 19, 2007). Our report was prepared from data developed during this and previous field explorations, laboratory testing, engineering analysis and experience with similar conditions. The report includes a description of the subsurface conditions encountered in our exploratory borings and presents geotechnical engineering recommendations for design and construction of the foundation, floor systems, below -grade walls, drain systems, and other details influenced by the subsoils. The recommendations were developed based on our understanding of the planned construction. If building plans will differ significantly from the descriptions contained herein, we should be informed so that we can provide geotechnical engineering input and verify whether our recommendations and design criteria are appropriate. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. Subsurface conditions encountered in our exploratory borings generally consisted of six inches of a gravel parking lot underlain by sandy clay and clayey sand to the total depth explored of 30 feet. Free ground water was encountered the day of drilling at depths between 7 and 13 feet and at depths of 6 and 11 feet 20 days after drilling. 2. In our opinion, footing foundations are appropriate for the buildings. The soils at this site become softer with increasing depth due to the presence of ground water. We recommend constructing footings no deeper than 2 feet below existing grades. This will require placement PHIL VAUGHAN CONSTRUCTION MANAGEMENT BAYOU WELL SERVICES CTL 1 T PROJECT NO. GS05019.001.125 SAGS05019.001112512. Reporta1G505019.001125 R1.doc 1 chemical storage building on the eastern portion of the lot, and drive through wash bays on the northern portion of the lot. Maximum foundation excavation depths will be about 3 to 4 feet. We expect foundation Toads to be up to about 3,000 pounds per linear foot of foundation wall with maximum interior column loads of about 30 kips. We should be provided with final construction drawings, when available. SUBSURFACE CONDITIONS Subsurface conditions were investigated by drilling six exploratory borings (TH-1 through TH-6) at the approximate locations shown on Figure 1. Drilling was directed by our project engineer who logged the soils encountered in the borings and obtained samples. Graphic Togs of the soils encountered are shown on Figure 2. Subsoils generally consisted of six inches of a gravel parking lot underlain by sandy clay and clayey sand. Free ground water was encountered the day of drilling at depths between 7 and 13 feet and at depths of 6 and 11 feet 20 days after drilling. Our observations during drilling indicated the clay and sand were very soft to medium stiff. Borings were backfilled or piped after exploratory drilling operations were completed. Samples obtained during drilling were returned to our laboratory where field classifications were checked and typical samples were selected for laboratory testing. Samples exhibited liquid limits of 9 to 31 percent and plasticity indices of 4 to 13 percent. Samples contained 31 to 72 percent silt and clay size particles (passing the No. 200 sieve). One dimensional swell/consolidation testing results on five samples indicated 0.1 to 0.5 percent swell when wetted under an applied load of 1,000 psf. We have included a plot of collapse potential of the soils on the lot as Figure 3. We judge the majority of the soils on the lot to have no to low collapse potential. Laboratory test results are provided in Appendix A. PHIL VAUGHAN CONSTRUCTION MANAGEMENT BAYOU WELL SERVICES CTL 1 T PROJECT NO. GS 05019.001.125 S:\GS05019.001112512. Repatla1G505019.001125 R1.Eoc 3 aggregate base course or similar soil. Structural fill should be moisture -treated to within 2 percent of optimum moisture content and compacted to at least 100 percent of standard Proctor (ASTM D 698) maximum dry density. Vibratory compactors should not be used on this site. Areas of wet or soft soils may require a geosynthetic separator or a geogrid to achieve the desired compaction of structural fill. The actual thickness of fill lift that can be properly compacted will depend on the type of compaction equipment. Our representative should observe placement and check compaction and moisture content of the structural fill. BACKFILL COMPACTION Settlement of foundation wall and utility trench backfill can cause damage to concrete flatwork and/or result in poor drainage conditions. Compaction of backfill can reduce settlement. Attempts to compact backfill near below -grade walls to a high degree can cause damage to the walls and may increase Lateral pressures on the foundation walls. The potential for cracking of a foundation wall can vary widely based on many factors, including the degree of compaction achieved, the weight and type of compaction equipment utilized, the structural design of the wall, the strength of the concrete at the time of backfill compaction, and the presence of temporary or permanent bracing. Backfill placed adjacent to foundation wall exteriors should be free of organic matter, debris and rocks larger than 3 inches in diameter. Backfill should be moisture conditioned to within 2 percent of optimum moisture content and compacted to about 90 to 95 percent of standard Proctor (ASTM D 698) maximum dry density. We recommend that density and moisture content of the backfill be tested. Proper moisture conditioning of backfill is as important as compaction, because settlement commonly occurs In response to wetting. The addition of water complicates the backfill process, especially during cold weather. Frozen soils are not PHIL VAUGHAN CONSTRUCTION MANAGEMENT BAYOU WELL SERVICES CTL IT PROJECT NO. GS05019.001.125 5:1G505019.001112512. Repors1G505019.001125 111.Eec 5 allow the differential movement to occur in a controlled manner. Our representative should observe conditions in the completed foundation excavation to confirm whether the exposed soils are as anticipated and suitable for the designed foundations. The density and moisture content of structural fill should be checked during placement by our representative. Criteria for footing foundations are provided below. Footings 1. Footing foundations should be supported by the undisturbed, natural soil or densely compacted structural fill. Soils loosened during excavation or the forming process for the footings should be removed, or the soils can be re -compacted prior to placing concrete. 2. Footings supported on the natural soils or properly placed structural fill can be designed for a maximum allowable soil pressure of 1,200 psf. To resist lateral loads, a coefficient of friction of 0.3 can be used for friction between the footings and the natural soils. 3. Continuous footings should have a minimum width of at least 20 inches. Foundations for isolated columns should have minimum dimensions of 36 inches by 36 inches. Larger sizes may be required, depending upon foundation loads. 4. Grade beams and foundation walls should be well reinforced to span undisclosed loose or soft soil pockets. We recommend reinforcement sufficient to span an unsupported distance of at least 12 feet. Reinforcement should be designed by the structural engineer. 5. The soils under exterior footings should be protected from frost heave. We recommend the bottom of footings be constructed at a depth of at least 36 inches below finished exterior grades. The applicable building department should be consulted regarding required frost protection depth. FLOOR SYSTEM AND SLABS -ON -GRADE We understand that interior floor slabs will be subject to heavy loads resulting from tractor -trailer maintenance activities. We recommend that interior floor slabs be PHIL VAUGHAN CONSTRUCTION MANAGEMENT BAYOU WELL SERVICES CTL IT PROJECT NO. GS05019.001.125 S:IGS051119.001112512. Repods1G505019.001125 R1.doc 7 SURFACE DRAINAGE Surface drainage is critical to control risk of wetting in the lower level of the building and the performance of foundations, floor slabs and concrete flatwork. We recommend the following precautions, at a minimum, be observed during construction and maintained at all times after the planned construction is completed: 1. The ground surface surrounding the exterior of the building should be sloped to drain away from the building in all directions. We recommend providing a slope of at least 12 inches In the first 10 feet around the building, where possible. 2. Backfill around the exterior of foundation walls should be placed as described in the BACKFILL COMPACTION section. Increases in the moisture content of backfill soils after placement can result in settlement. This settlement is most common adjacent to north facing walls. 3. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the building. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to control weed growth and allow some evaporation to occur. CONCRETE Concrete in contact with soil can be subject to sulfate attack. We measured water-soluble sulfate concentrations in three samples from this site. Concentrations of 0.02 and 0.01 percent were measured in two of the samples. For this level of sulfate concentration, ACI 332-08 Code Requirements for Residential Concrete indicates there are no special requirements for sulfate resistance. We measured water-soluble sulfate concentrations at 0.23 percent in one sample from this site in the area of the chemical storage building. For this level of sulfate concentration, ACI 332-10 Code Requirements for Residential Concrete PHIL VAUGHAN CONSTRUCTION MANAGEMENT BAYOU WELL SERVICES CTL IT PROJECT NO. GS05019.001-125 5:1GS05019.001112512. Reporte1GS05019.001125 R1.doc 9 We recommend that CTL 1 Thompson, Inc. provide construction observation services to allow us the opportunity to verify whether soil conditions are consistent with those found during this investigation. If others perform these observations, they must accept responsibility to judge whether the recommendations in this report remain appropriate. GEOTECHNICAL RISK The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experience. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. We cannot provide a guarantee that the interaction between the soils and a proposed structure will be as desired or intended. Our recommendations represent our judgment of those measures thatare necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in this report are followed. Building owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. LIMITATIONS Our exploratory borings were located to obtain a reasonably accurate picture of the subsurface conditions at the planned building location. Variations in the subsurface conditions not indicated by our borings will occur. A representative of our firm should observe and test fill placement and observe the completed foundation excavation to confirm whether the exposed soils are suitable for support of the foundation as designed. PHIL VAUGHAN CONSTRUCTION MANAGEMENT BAYOU WELL SERVICES CTL IT PROJECT NO, GS05019.001.125 5:16505019.001112512. Repar41G505019.001125 R1,doe 11 Plot of M -D Data Overlayed on Proposed Collapse -Susceptibility Boundaries •' • • r triJ M 0 0 Lei M N r 0 r r r r N CO Uod) A sues £la Moi struction Management, r O 0) O N 0 U` 0 2 U 0O c _ Z OI NF- U > p W L Nd' CLma 0 2 -4 .5 -10 0 z a.< .41 x w 0 .1z w W O0. .19 2 0 U 14 EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING 0.1 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH-1 AT 19 FEET 1.0 PHIL VAUGHN CONSTRUCTION MANAGEMENT, INC. BAYOU WELL SERVICES PROJECT NO. GS05019.001-125 S:GS05919.091\125{8. Celce{GS05019.125.Swetl.xle 10 100 DRY UNIT WEIGHT= 92 PCF MOISTURE CONTENT= 29.2 Swell Consolidation Test Results FIG. Al COMPRESSION % EXPANSION -2 -9 -10 -11 12 EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING 01 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH-3 AT 19 FEET 1.0 PHIL VAUGHN CONSTRUCTION MANAGEMENT, INC. BAYOU WELL SERVICES PROJECT NO. GS05019.001-125 S:1GS05019.001112515. Calcs1GS05019-125.Swell xls 10 100 DRY UNIT WEIGHT= 99 PCF MOISTURE CONTENT= 27.1 % Swell Consolidation Test Results FIG. A-3 COMPRESSION % EXPANSION -5 -6 •e -9 -10 EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING 01 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 97 PCF From TH-6 AT 9 FEET MOISTURE CONTENT= 24.8 % PHIL VAUGHN CONSTRUCTION MANAGEMENT, INC. BAYOU WELL SERVICES PROJECT NO. GS05019.001-125 S:1GS05919.001112515. Calcs1GS05019-125.Swell.xla Swell Consolidation Test Results FIG. A-5 Sample of SAND, SILTY (SM) From TH - 6 AT 14 FEET GRAVEL 1 % SAND SILT & CLAY 27 % LIQUID LIMIT PLASTICITY INDEX 72 % % 25HR. 45 MIN. 0 0 I SIEVE ANALYSIS HYDROMETER ANALYSIS I SIEVE ANALYSIS U S. STANDARD SERIES CLEAR SQUARE OPENINGS '200 100 '50'40'30 '16 '10'6 '4 3/IT 34• 1N' 3' 56' B' ..._.._ .__ _ _.__—.. 90 25 HR. 7HR. TIME READINGS 45 MIN. 15 MIN 60 MIN 19 MIN 4 MIN 1 MIN. 100 — _ _ '200 U.S. STANDARD SERIES '100 '50'40'30 '16 90'8 ... '4 CLEAR SQUARE OPENINGS 3/8' 3t4' 1W 3' 5'6' 8' 90 -. :. . . ..... _ 20 �. 10 80 30 . ,.. LT ... 20 2 70 _ y. 60 r z u 50 cr '. 40 50f 30 2 1 60 60 0. 30 < u50 70 .. 50 w 0. 40 - . :. ...... 90 •60 30 _.__ ..., ___._ 1100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.36 4.76 9.52 _ •70 ]6.2 121 200 20 -. . . , 80 10 1 • 90 SANDS 0 .I 1 , ....; -... . ...; . . . 1100 FINE ( MEDIUM I COARSE 0.002 .005 .009 .019 .037 .074 .149 .297 1.19 2.0 2.38 4 76 9.52 19 I 36.1 ... 76 2 127 200 .001 0 42.590 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE I MEDIUM 1 COARSE FINE I COARSE I COBBLES Sample of SAND, SILTY (SM) From TH - 6 AT 14 FEET GRAVEL 1 % SAND SILT & CLAY 27 % LIQUID LIMIT PLASTICITY INDEX 72 % % 25HR. 45 MIN. 0 HYDROMETER ANALYSIS I SIEVE ANALYSIS 7HR. TIME READINGS 15 MIN. 60 MIN. 19 MIN. 4MIN. 1 MIN __-...__ U S. STANDARD SERIES CLEAR SQUARE OPENINGS '200 100 '50'40'30 '16 '10'6 '4 3/IT 34• 1N' 3' 56' B' ..._.._ .__ _ _.__—.. 90 10 BO . - 20 Z 70 . 30 w LT Z y. 60 r z u 50 cr 40 50f ry ¢ 240 60 0. 30 70 20 BO 10 :. ...... 90 ._.. _.__ ..., ___._ 1100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.36 4.76 9.52 19.1 36 1 ]6.2 121 200 0.42152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE ( MEDIUM I COARSE • FINE I COARSE I COBBLES Sample of From PHIL VAUGHN CONSTRUCTION MANAGEMENT, INC. BAYOU WELL. SERVICES PROJECT NO. 6605019.001.125 5:\GS05019.001\12515. Coles \GS05019.125.Gradallon.xls GRAVEL % SAND SILT & CLAY % LIQUID LIMIT PLASTICITY INDEX Gradation Test Results % % FIG. A-7 iretech /onsulting August 31, 2011 Mr. Kevin Whalen Fire Prevention Chief Rifle Fire Protection District 1850 Railroad Avenue Rifle, CO 81650 Bayou Well Services, LLC — 28730 Highway 6 & 24, Rifle Colorado Dear Mr. Whalen: Randolph D. Leger, PE President We are presenting this letter for your review and approval for the use of the 2007 Edition of NFPA Standard 1142, Water Supplies for Suburban and Rural Fire Fighting„ to determine the minimum required quantity of water required for fire fighting purposes for the above referenced facility. Bayou Well Services, LLC is planning to expand the existing building, increasing the area by 13,200 square feet, for a total of 27,200 square feet. The prescribed water supply, identified in Table B105.1 of the IFC, is identified as a quantity of 3,250 gallons per minute of water over a 3 hour duration for protection of the proposed building. That equates to a total of 585,000 gallons of water. The site is not provided with a municipal water supply. Water for fire fighting purposes is currently provided by two, 50,000 gallon tanks connected to a dry hydrant. Following is a description of the existing building and the new addition, which provide the necessary information to perform the calculations identified in NFPA 1142 for determination of the amount of water needed at the property. Description of Construction/Building Areas and Volumes The facility, including the new expansion, is approximately 27,200 square feet in area. The facility is sub- divided into four separate buildings by the construction of 3 hour fire resistive rated fire walls (as defined by Section 706 of the International Building Code (IBC)). This section will define the construction type, occupancy classification and the areas and volumes of each building. These will be used later in this document to determine the required water supply for the facility. Building 1 Building 1 is the western most portion of the facility, the existing office area. Building 1 contains a Group B occupancy and is of Type VB construction. The construction classification of Type VB is due to the fact that combustible materials are used within the interior partitions. Otherwise, the exterior walls, roof and support structure are constructed of non-combustible materials. • 8967 W. Radcliffe Drive • Littleton, CO 80123 • (720) 981-3413 office • (720) 981-3454 fax www. FiretechConsultinq. com "Veteran -Owned Small Business." Page I of 5 ,�/G c copy Building 1 is 51 feet in length and 80 feet in width. The roof height is 19 feet. This calculates to an area of 4,080 square feet and a volume of 77,520 cubic feet. Building 2 Building 2 is adjacent to the east side of Building 1. Building 2 contains a Group F-2 Occupancy and is of Type II construction. Building 2 is the existing Maintenance/Lube Bays. Building 2 is 124 feet in length and 80 feet in width. The roof height is 19 feet. The area of Building 2 is 9,920 square feet and it has a volume of 188,480 cubic feet. Building 3 Building 3 is a portion of the new construction that is located adjacent to the east side of Building 2. Building 3 contains a Group F-2 Occupancy and is of Type II construction. Building 3 contains the new parts storage bay and three lube bays. Building 3 is 103 feet in length an 80 feet in width, with a roof height of 30 feet. Attached to Building 3 is a shed type structure that contains a compressor room and a lube oil storage room. This small structure is 28 feet in length and has a width of 15 feet. The roof height is 11 feet. The total area of Building 3, including the shed type structure is 8,660 square feet. The total volume of Building 3 is 251,820 cubic feet. Building 4 Building 4 is a portion of the new construction that is located adjacent to the east side of Building 3. This building contains the Wash Bay and the new two-story office area. It includes both a Group S-1 Occupancy and a Group B Occupancy. Building 4 is 62 feet in length and 80 feet in width. The roof height is 30 feet. The area of Building 4 is 4,960 square feet and it has a volume of 148,800 cubic feet. Description of Occupancies/Uses Maintenance/Lube Bays The maintenance and lube bays will be utilized for the repair and maintenance of vehicles. The work in these bays includes removal and installation of parts on the vehicles, welding, etc. The transfer of fluids such as diesel fuel will not occur nor is it permitted within the bays. The maintenance and lube bays will not be permitted to used for the parking or storage of vehicles. Vehicles within the bays will be under active maintenance or repair and personnel will be within line of sight of the vehicles at all times that the vehicles are within the bays. Parts Storage Bay The parts storage bay will be used for the storage of parts to support the operations of the repair bays. The items stored on the racks are are primarily smaller metal components and will be of limited or non- combustible materials. Those items include such things as valves, laterals, pump joints and other parts to support the repair and maintenance of the the vehicles. The parts will be stored on racks with a storage height of less than twelve feet. Storage heights exceeding twelve feet will not be permitted. In addition to the rack storage area, Larger parts, such as transmissions, engines, fan towers and power ends will be stored on pallets on the floor. Page 2 of 5 Lube Storage/Compressor Room Adjacent to the Parts Storage Bay, on the south end of the building, will be two rooms constructed for the storage of lubricants and a compressor. The lubricants stored will be bulk tanks of oil, hydraulic fluid and antifreeze. Those materials are classified as Combustible Class III -B, and the total quantity will less than the maximum allowed quantities identified within the IBC/IFC. A separate Hazardous Materials Inventory Statement will be submitted identifying the types and quantities of each hazardous material. The compressor room will house an air compressor. Storage will not be permitted within the compressor room. Wash Bay The wash bay will be utilized to wash down the vehicles with a heated, high pressure wash system. The bay includes a catwalk to allow access to the upper portions of the vehicles. The wash bay will not be used for maintenance of vehicles or for storage or any materials. Office Areas The office areas will be utilized for the administrative support of the facility. Fire Protection/Life Safety Features Fire Alarm System A fire alarm system is installed within the existing building. The system includes manual pull stations at each exit and smoke detection throughout the office area. The existing fire alarm system will be expanded to incorporate heat detection in the Maintenance/Lube Bays, the Storage Bays and the Lube Storage and Compressor Rooms. Additional smoke detection will be installed within the new office area, as well. Detection will not be provided within the Wash Bay due to the likelihood of corrosion of the equipment and potential for malfunction of the system or nuisance alarms. Manual pull stations will be provided at all additional exits from the building. Notification appliances (horns and strobes) will be provided throughout all areas of the facility for occupant notification. A fire detection system is not required within the facility, but is being provided to facility the early detection and notification of an alarm. An alarm will be transmitted to a remote monitoring station, which reduce the time that the fire department is notified of a potential fire within the facility. Flammable Gas Detection/Carbon Monoxide Detection A flammable gas detection system and a carbon monoxide detection system will be installed within the Maintenance/Lube Bays, in accordance with the requirements of the IFC. The gas detection systems will initiate a local alarm and will initiate the start up of exhaust fans within the bay areas. The gas detection system will not be interfaced to the fire alarm system; however, manual control switches of the exhaust fans will be provided at the location of the main fire alarm control panel for override purposes. Fire Extinguishers Fire extinguishers will be provided throughout the facility in accordance with the requirement of the IFC and NFPA 10. Automatic Sprinkler System An automatic sprinkler system is not required within the facility and will not be provided. Page 3 of 5 Water Supply The site is not provided with a municipal water supply. Water for fire fighting purposes is currently provided by two, 50,000 gallon tanks connected to a dry hydrant. We are utilizing the 2007 Edition of NFPA Standard 1142, Water Supplies for Suburban and Rural Fire Fighting, as an alternative method to determine the required water supply for the property. Chapter 5 of NFPA 1142 provides a formula to calculate the minimum require water supply for structures with an exposure hazard. Although there are no structures within 50 feet of the facility, because we have four separate and adjacent buildings, we must consider the exposure hazard in our calculations. That formula is as follows: WSJ=(Vst0t/OHC)*(CC)*1.5 where: WSJ,;,,= Minimum required water supply; V&A= Total volume of the building in cubic feet; OHC = Occupancy Hazard Classification Number; and, CC = Construction Classification. The table below summarizes the water supply requirements for each building. Building Volume (VS,oq) Occupancy Hazard Classification (OHC) Construction Classificaton (CC) Minimum Required Water Supply (WSJ„) 1 77,520 ft3 7 1.0 16,611 gal 2 188,480 ft3 4 0.75 53,010 gal 3 251,820 ft3 4 0.75 70,824 gal 4 148,800 ft3 6 0.75 27,900 gal As can be seen from he above table, the most demanding water supply requirement will be for Building 3, which is 70,825 gallons. This is less than the 100,000 gallons that is maintained on site in the two existing tanks. Summary The use of NFPA 1142 to calculate the required water supply for the facility demonstrates that the existing 100,000 gallon tanks provide in excess of the 70,824 gallons required. Although this is far less than what would be required for a building with a municipal water supply, we believe that the 100,000 gallons will be adequate for fire fighting purposes. Since the overall facility is subdivided into four separate buildings by the use of Fire Walls and is constructed of non-combustible materials, the likelihood of a fire spreading from one Building to the next is greatly reduced. The building is not required to be provided with a sprinkler system since the fire areas are less 9,000 square feet for the buildings of Type II construction, and less than 7,500 square feet for the building of Type VB construction. In recognition of the fact that manual fire fighting operations are required to suppress and extinguish any fire that would occur, the Owner will be providing a fire detection system throughout the building. This system will not only provide early warning to the occupants so that they may safely egress from the building, but it will reduce the response time of the responding fire departments. The occupants will also have access to a manual pull station at each exit, to initiate an alarm in the event of a fire. In addition to the fire detection system, the maintenance and lube bays will be Page 4 of 5 provided with flammable gas and carbon monoxide systems. These systems will automatically start exhaust fans to maintain any flammable gas vapors below the lower explosive limit and will ensure that carbon monoxide does not build up to hazardous levels. These system provide an additional level of protection to the occupants and mitigate the risk of a fire from a flammable liquid leak. In consideration of the information presented above, which demonstrates compliance with the requirements of NFPA 1142, as well as describes the additional layers of protection provided within the buildings that NFPA 1142 does not consider, we believe that the existing capacity of water on-site is adequate for fire fighting purposes. If you should have any questions, please contact us. Sincerely, a_ 444 Jison Miller Associate Engineer Reviewed by: iaz ' Randolph D. Leger, PE Fire Protection Engineer. Page 5 of 5 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 September 1, 2011 Jeff Johnson Johnson Carter Architects, PC 136 East Third St., Suite B Rifle, CO 81650 Re: Preliminary Water Supply Evaluation, Bayou Well Services Building Expansion and parking lot, Parcel 2, Green Subdivision, Rifle, Colorado SE Job No. 11084.01 Dear Jeff: Pursuant to your request, Sopris Engineering, LLC (SE) has reviewed pertinent information regarding the viable water supply and performed a cursory assessment of reliability for adequate physical water supply. This evaluation provides our opinion of the adequacy of the existing well to support commercial operations at the subject site. Findings The 14 acre site is located in the Colorado River Basin along the historical river plain north of State Highway 6. The ground water levels below these lands are relatively shallow and are assumed to be hydrologically influenced by the Colorado River. Typical wells in the vicinity have significant production zones at relatively shallow depths located within the river alluvium aquifer. Therefore, the subject well and other wells in this area typically produce reliable water quantities year round. The well was developed in 2008 and a well construction and pump Installation Report was completed and submitted pursuant to State regulations. The existing permitted well (Regulski Well No. 1, Well Permit Number 67588-F), on site is reported to have a sustained production rate of 13+ gpm with a static water level at 30 feet in accordance with the Well Construction and Test Report, dated 12/19/2008. The existing well completion report shows clayey soils to a depth of 2 feet, underlain by sand to a depth of 22 feet with underlying river gravel and cobbles to a depth of 62 feet. Shale was encountered from 62 feet to the boring depth of 78 feet. The report indicates non-measurable drawdown occurring at 15 gpm. Therefore the recorded sustainable yield is 15+ gpm. The well is cased to a total depth of 60 feet and has been used to satisfy commercial, vehicle washing, fire protection, and irrigation uses. The well has been adjudicated for use under a plan for augmentation in accordance with Case No. 94CW03. The Pumping rate for this well cannot exceed 20 gpm and the annual ground water to be appropriated shall not exceed 11.05 acre-feet. The operation of this well must be in compliance with the Rifle Ski Corporation Augmentation Plan approved by the Division 5 Water Court in Case No. 94CW03. Conclusions A reliable physical water supply for existing and projected usage of the facility is available based on our review of available information and research. Available water from the underground aquifer below the site is adequate to supply projected demands and allow for peak storage replenishment requirements during low demand periods. Supply, treatment, storage and distribution systems are feasible for this commercial facility. Since ely SQ t Yaney Nichol, P.E. el, Projegt Engineer ?L: .4;1'n ee0a1,&f*�• ..;. LLC SOPRIS ENGINEERING LLC civil consultants Master Drainage Report for Bayou Warehouse Expansion East of Rifle in Garfield County, Colorado Prepared for: Johnson Carter Architects 136 East Third St., Suite B Rifle, CO 81650 Prepared by: Sopris Engineering, LLC 502 Main Street Suite A3 Carbondale, Colorado 81623 SE Project Number: 11084.01 September 20 1 :r!% SUPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale Colorado 81623 (970)704-0311 Fax:(970)704-0313 " s as as '4:1�ti' I Master Drainage Report — Bayou Warehouse Expansion - SE Project No, 11084 September 1, 2011 Table of Contents Introduction A. Project Overview B. Property Location C. Site Description II. Analysis Methods and Assumptions III. Drainage System Description A. Existing Offsite Drainage Conditions B. Existing Onsite Drainage Conditions C. Proposed Drainage System Description D. Stormwater Detention E. Drainage Facility Maintenance IV. Conclusions V. References Appendix A Appendix B Appendix C Exhibit 1 Exhibit 2 Appendices NRCS Soils Map Existing Drainage Calculations Developed Drainage Calculations Exhibits Existing Drainage Basin Exhibit Post Development Drainage Basin Exhibit SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Master Drainage Report — Bayou Warehouse Expansion - SE Project No. 11084 September 1, 2011 I. Introduction A. Project Overview This drainage report has been prepared as a part of a building permit for the Bayou Warehouse Expansion. The purpose of this report is to design and quantify the necessary storm drainage improvements associated with this project. This report presents our findings and recommendations for stormwater mitigation associated with the site improvements of the project. Our evaluation and studies are based on the Garfield County Land Use Code, Sections 7-205 through 7-207 related to Erosion Control, Drainage, and Stormwater Run -Off. The Bayou Warehouse Expansion project will consist of increasing the size of the existing gravel parking lot and an expansion of an existing building for use as an office, warehouse, truck wash and maintenance facility. Sopris Engineering, LLC (SE) has analyzed the project's impacts and has designed a drainage detention structure to retain/release the peak flow at pre -development rates for the 2 -year and 25 -year 24 hour duration storm. The appendices located in the back of this report contain all supporting calculations associated with this analysis. B. Project Location The Bayou Warehouse Expansion site is located east of Rifle situated in Section 11 of Township 6 South, Range 93 in Garfield County, Colorado. The access to the site is off of Highway 6&24, approximately 1,700 L.F. west of Peterson Lane Co. Rd 223. C. Site Description The Bayou Warehouse Expansion Site lies between Highway 6&24 on the south and Green Lane to the north and between a commercial site to the west owned by Dick Cassey and a commercial site to the east owned by Copland Concrete. The areas further to the north and south across the pave roads are mostly agriculture with sparsely populated homes sites. To the west and partially on this site is an open irrigation ditch. This ditch conveys storm water to the Highway 6&24 crossing, then continues to the south to the Colorado River. The site has a current building in place and a large gravel parking area surrounded by grasses. Offsite drainage is either a 15" CMP located in the northeast corner or the 36" CMP located in the northwest. The offsite stormwater will be routed around the proposed improvements and not thought the site. The site generally drains from northeast to the southwest at an approximate slope of 1.5%. The soil composition onsite consists of mainly type 'B' soils as defined by the Natural Resources Conservation Service (NRCS) soil survey. We have included some type C soils in this report. Onsite soils consist of sand, clayey, occasional gravel. Appendix A includes an NRCS Soils Map for this site as well as descriptions of the soil types. 11. Analysis Methods and Assumptions There is currently an existing metal building and a large gravel parking lot at this site, for detention calculations we have assumed the site prior to these improvements, which was an irrigated agricultural field used for hay production. The peak runoff rates for the basin were analyzed for the 2 -year and the 25 -year storm using the Soil Conservation Service (SCS) TR -55 method. Time of Concentration calculations were performed using SOPRIS ENGINEERING • [LC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Master Drainage Report — Bayou Warehouse Expansion - SE Project No. 11084 September 1, 2011 the TR -55 method. Hydraulic routing of sub basins was calculated using hydrodynamic link routing. Precipitation data for the site was taken from the NOAA atlas rainfall maps for Colorado. The area rainfall distribution is the SCS Type 11 for the 24 -hr storm. Drainage basin soil information was obtained from the Natural Resource Conservation Service (NRCS) soil survey. All calculations and analysis were accomplished using StormNet software. The site is required to detain the difference between pre and post development for the 2 -year and 25 - year 24 hour storm per Section 7-207(C) of the Garfield County Land Use Code. I11. Drainage System Description A. Existing Off -Site Drainage Conditions The Bayou Warehouse Expansion Site is isolated from off-site flow. The offsite flows from the existing irrigation culverts will be routed around the site by to methods a ditch on the east and installing an underground irrigation line on the west. B. Existing Onsite Drainage Conditions The pre -developed conditions has been assumed to be an irrigated field and are defined as one 13.69 acre drainage basin. Table A summarizes the existing onsite sub basin data and storm water runoff flows for the 2 and 25 -year storm events. SUBBASIN IDCONCENTRATION AREA (acres) WEIGHTED CN TIME OF (min:sec) EX. 2 YR PEAK RUNOFF (cfs) EX. 25 YR PEAK RUNOFF (cfs) EX -ONSITE 1 13.69 67.50 57:97 0.020 1.130 Refer to Appendix B for a summary of existing drainage basin calculations. C.Proposed Onsite Drainage System Description The Bayou Warehouse Expansion project will increase the gravel parking lot area and expand the existing warehouse. Diversion ditches and a storm system will be constructed to route flows away from the proposed structure and to the proposed detention facility. Two proposed sub basins where used to define the site, both basins flow to the same detention area. Curve numbers were assigned to each basin based on the developed land use. Refer to Exhibit -1 for a map that illustrates the delineation of each of these proposed post development on-site basins. Table B below summarizes the developed onsite sub basin data and calculations for the 2 and 25 -year storm events. Appendix C contains supporting calculations for the developed onsite basins. SUBBASIN IDCONCENTRATION AREA (acres) WEIGHTED CN TIME OF (min:sec) DE 2 YR PEAK RUNOFF (cfs) DE 25 YR PEAK RUNOFF (cfs) POST -ONSITE 1 10.80 82.10 53:81 0.91 4.81 POST -ONSITE 2 2.89 81.64 44:64 0.25 1.42 TOTAL POST 13.69 1.16 6.23 SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Master Drainage Report — Bayou Warehouse Expansion - SE Project No. 11084 September 1, 2011 D. StormWater Detention Garfield County requires that the rate of runoff from the developed site shall not exceed the existing pre -development rate of runoff for the 2 -year and 25 -year storm event. The peak runoffs for the existing and developed storms were compared using the SCS hydrograph method to determine the required storage volume. Using the StormNet program, a required volume for the developed drainage sub area was calculated and was used to size the proposed detention ponds and the outflow structures. A summary of the required detention volume, and the attenuated peak flow leaving the site is included in Table C below. • SUBBASIN ID m-•••••••• DE. 25 YR PEAK RUNOFF (CFS) ••••-••••Ivi Enc. V6 REQUIRED DETENTION STORAGE (C.F.) anarvn ounrrnary POND DEPTH (FT) WATER DEPTH (FT) TOTAL POST -ONSITE 6.23 25,365.00 3.5' (Includes 8" of freeboard) 2.83 The site was examined as one basin and only one detention pond will serve the entire site. Post -onsite drainage sub -area will flow into the detention pond. The detention pond will have one 6" pipe, set with the invert 1' above the bottom of the pond, which will allow the 25 year attenuated peak flow out from the detention pond. During the developed storm event, water will pond up to 1' before leaving the site, this depth considered will contain the volume of a 2 year event. This volume will infiltrate via of an infiltration gallery sized to dissipate this volume within a 30 hour period utilizing a perk rate of 2 inches per hour. The 2 year developed storm event will pond in the bottom 1' of the pond without any stormwater runoff leaving the site. Storm events greater than the 25 year will over top the detention pond. Final design and details of the detention pond are included on the grading plan. This detention design attenuates the 2 -year and 25 -year storm runoff to the historic rate. Total required pond storage capacity is equal to approximately 25,365 cubic feet, this includes 8" of free board. The pre developed 25 year peak runoff is 1.13 CFS and the post developed 25 year peak runoff is .92 CFS, which is in compliance with the Garfield County Land Use Code. E. Drainage Facility Maintenance Stormwater maintenance tasks will include checking and cleaning out the detention pond of any debris or sediment accumulation as well as maintaining any vegetation in conveyance swales. The detention ponds should be monitored for any sediment loading within the ponds themselves as well as the pipe structures. Maintenance of surrounding landscaping/vegetation may also be required after major storm events. It is important that a complete landscaping and re -vegetation plan be completed with at least 70% ground covering to avoid long-term soil erosion. This effort will reduce the risk of unnecessary clogging and failure of the drainage system. Temporary BMP's should remain in-place to protect the storm drain system until the ground cover is obtained. SOPRIS ENGINEERING • EEC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Master Drainage Report — Bayou Warehouse Expansion - SE Project No. 11084 September 1, 2011 Iv. Conclusions The required detention pond and the outflow pipe for the developed site will treat the stormwater runoff and will outflow at the predevelopment rate. Sincerely, SOPRIS ENGINEERING, LLC Yancy Nichol, P.E. Principal SOPRIS ENGINEERING • LEC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Master Drainage Report — Bayou Warehouse Expansion - SE Project No. 11084 September 1, 2011 V. References The following manuals and computer programs were used for this drainage report: • Garfield County Land Use Code, Sections 7-207(C) • Urban Drainage Flood Control District Manual, 2001 Edition • The NRCS Method Technical Release 55 titled, :Urban Hydrology for Small Watersheds", dated June 1986 • Boss International StormNET Software SOPRIS ENGINEERING • [LC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 Master Drainage Report — Bayou Warehouse Expansion - SE Project No. 11084 September 1, 2011 I APPENDIX A (NRCS SOILS MAP) SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 39° 32' 42" 39° 37 27" 7R4Rnn Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties (Bayou Warehouse Expansion) 7R445n 7F5flnn 7R5nsn 7851 flfl m� I CO °D o a 0 0 0 ✓ o _ _ _o sr m v o oo o Ln o... COCO CI m 0 4,1J O 0 Cl. OD cr Cc) O "CCCO N O_ p MCO `r CO CO sr — 264800 r, 264850 264900 264950 Map Scale: 1:2,190 if printed on As¢e (8.5" x 11") sheet. Meters O 20 40 80 120 Feet O 50 100 200 300 USDA Natural Resources NAM Conservation Service 265000 Web Soil Survey National Cooperative Soil Survey 1 265050 265100 0 9/1/2011 Page 1 of 4 39° 32' 42" 39° 32' 27° 0 C 0 0 m O) as -o m m -Es. 0 0 N c co n m X aw o °) N IL, o o t o P U Mi (3 0 0 Q >, m � m CC 0. 0 0 0 0) 0 0 0 MAP INFORMATION MAP LEGEND Map Scale: 1:2,190 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. 0 C 0. mN m co ON m m 03 13 C 8' U U V Z m N Um ...._ N N O N F- a) N N O c N U) V m • O tJ U mcmm m mc[') co 0 O a m U E co a co N (Ln 0 V ZCE z O N O m p O Q N nm E U.oZ 0 L _ N NE3m m 8_or' J da) _c of 3 °)c D 3 c 0 m NL O al t ---- N E o oa)0N w °a) a)>"o c c m �� .0 V U 0 N @ �_ N L-. 7 N N.� N.a 5 lO J m to co ZD E c^ E)Em m a.N C L w 0) U) 0) r O "0 LD C y 0-0 ?N" N m C CO~ m0 O c m 7( 13 a) ...0 C U T E In 0 5 c �a)a)� �a) o'oc o.u00 c. ma) E y m u) 8�� O. 0) N N c N '0 O Q) o o o E 0 wEO.N aE co 0 1--y O Q a( v 7 c T O — �- o m a m M , g �, 0 0 0 cu < CO c Q a CO CO U U O C W 13 tD0111001:111 a m Not rated or not available Rifle Area, Colorado, Parts of Garfield and Mesa Version 6, Mar 25, 2008 Political Features O) c W L D c N 4[) V O .� O c O) E O — Y 0 0 m E "t N .fl O N CO Y.0 ..; EO to L 2'- 3 4 34 (o E 2 m O < .0 ma Q� E ?' co m m � Ea L Ocis T L d N E L N c O N 0 _ m 0 O) 0 C O'O O '0 C C L c o f6 a c L O 7 rte' Z0_ O h 0 (p L E m E o F o ._ o Date(s) aerial images were photographed: Streams and Canals Transportation Ralls Interstate Highways US Routes Major Roads Local Roads Hydrologic Soil Group -Rifle Area, Colorado, Parts of Garfield and Mesa Counties Bayou Warehouse Expansion Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Rifle Area, Colorado, Parts of Garfield and Mesa Counties (CO683) Map unit symbol Map unit name Rating Acres in AOI Percent of AO1 Kim loam, 3 to 6 percent ' B 24.9 slopes 40 99.9% 72 Wenn sandy loam, 1 to 3 B 'Wenn slopes 0 0 Totals for Area of Interest 1 25.0 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. !f a soil is assigned to a dual hydrologic group (A/D, BiD, or CID), the first %etler is for drained areas and the second is for undrained areas. Only the soil; that in the:, natural condition a:a in c Dare d �uop assi�neu to du....,.3ssc5 _f• n --__ cEt1Q Options Aggregation Pvfetnod: Dominant Condition tSDA ConservationSeivice .moo National Cooperative Soii Save✓ Page 3 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties Bayou Warehouse Expansion Component Percent Cutoff: None Specified Tie-break Rule: Higher CSiiA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/1/2011 Page 4 of 4 Master Drainage Report — Bayou Warehouse Expansion - SE Project No, 11084 September 1, 2011 I APPENDIX B (EXISTING DRAINAGE CALCULATIONS) • Existing Basin Analysis/Calculations for the 2 Year Runoff • Existing Basin Analysis/Calculations for the 25 Year Runoff SOPRIS ENGINEERING • LLC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 BOSS International StormNETO - Version 4.21.0 (Build 0) Analysis Options Flow Units Subbasin Hydrograph Method Time of Concentration Storage Node Exfiltration Starting Date Ending Date Report Time Step £ ElementCount Number of rain gages Number of subbasins Number of nodes Number of links 0 cfs SCS TR -55 SCS TR -55 Horton, free surface area AUG -29-2011 00:00:00 AUG -30-2011 00:00:00 00:05:00 1 1 1 Raingage Summary ................ Gage Data ID Source Data Type Interval hours Gage -1 TS -2 Subbasin Summary Subbasin ID Total Area acres EXISTING BASIN Node* Summary Node ID Out -1 13.69 Element Type OUTFALL ************************x Runoff Quantity Continuity Total Precipitation Surface Runoff Continuity Error (%) Flow Routing Continuity External Inflow StormNET CUMULATIVE Invert Elevation ft Maximum Elev. ft 0.10 Ponded External Area Inflow ft' 0.00 0.00 Volume Depth acre -ft inches 2.541 0.028 -0.000 Volume acre -ft 2.227 0.025 Volume Mgallons 0.000 0.000 0.00 External Outflow Initial Stored Volume . Final Stored Volume Continuity Error (%) 0.280 0.000 0.000 0.000 ****************************************** Composite Curve Number Computations Report ****************************************** Subbasin EXISTING BASIN 0.091 0.000 0.000 Soil/Surface Description Area Soil (acres) Group CN Pasture, grassland, or range, Good Pasture, grassland, or range, Good 6.84 74.00 Composite Area 6 Weighted CN 6..89 B 61.00 13.69 67.50 *** TR*55*Time* * ofConcentrationComputations ReportCS Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) Where: Tc = Time of Concentration (hrs) n = Mannings Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation * (Sf^0.4) ) V = 16.1345 * (Sf"0.5) (unpaved surface) V = 20.3282 * (SfA0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare s untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf ^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 * (R^(2/3)) (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: StormNET Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin EXISTING BASIN Sheet Flow Computations C 0.00 0.00 0.00 1.20 0.00 0.00 Manning's Roughness: Flow Length (ft): Slope (i): 2 yr, 24 hr Rainfall (in): Velocity (ft/sec): Computed Flow Time (minut es): Shallow Concentrated Flow Computations C 0.00 0.00 Unpaved 0.00 0.00 Flow Length (ft): Slope (%): Surface Type: Velocity (ft/sec): Computed Flow Time (minutes): Subarea A 0.20 250.00 1.20 1.20 0.08 51.42 Subarea A 695.00 1.40 Grassed waterway 1.77 6.54 Subarea B 0.00 0.00 0.00 1.20 0.00 0.00 Subarea B 0.00 0.00 Unpaved 0.00 0.00 Subarea Subarea Total TOC (minutes): 57.97 Subbasin Runoff Summary ************♦********** Subbasin ID Total Total Peak Weighted Time of Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss EXISTING BASIN 2.200 0.253 1.130 67.500 0 00:57:58 System 2.200 0.253 1.13 Analysis begun on: Thu Sep 01 12:23:29 2011 Analysis ended on: Thu Sep 01 12:23:31 2011 StormNET Total elapsed time: 00:00:02 StormNET BOSS International StormNETO - Version 4.21.0 (Build 0) Analysis Options ***************+ Flow Units Subbasin Hydrograph Method Time of Concentration Storage Node Exfiltration Starting Date Ending Date Report Time Step cfs SCS TR -55 SCS TR -55 Horton, free surface area AUG -29-2011 00:00:00 AUG -30-2011 00:00:00 00:05:00 + ElementCount ** Number ofrain gages 1 Number of subbasins 1 Number of nodes 1 Number of links 0 Raingage Summary Gage Data ID Source Data Interval Type hours Gage -1 TS -1 **************** Subbasin Summary ***************+ Subbasin ID Total Area acres EXISTING BASIN Node Summary ************ Node ID 13.69 Element Type CUMULATIVE 0.10 Invert Maximum Ponded Elevation Elev. Area ft ft ft2 External Inflow Out -1 OUTFALL ************************** Runoff Quantity Continuity ************************** Total Precipitation Surface Runoff Continuity Error (%) *+***+***+*+************** Flow Routing Continuity ******+**********+******** External Inflow StormNET 0.00 0.00 0.00 Volume Depth acre -ft inches 1.386 0.001 -0.000 Volume acre -ft 1.215 0.001 Volume Mgallons 0.000 0.000 External Outflow Initial Stored Volume Final Stored Volume Continuity Error (%) 0.012 0.000 0.000 0.000 ****************************************** Composite Curve Number Computations Report ****************************************** Subbasin EXISTING BASIN 0.004 0.000 0.000 Soil/Surface Description Area Soil (acres) Group CN Pasture, grassland, or range, Good Pasture, grassland, or range, Good 6.84 C 74.00 Composite Area & Weighted CN 6.84 a 61.00 13.69 67.50 *************************************************** SCS* TR-55* Time*of* Conn=entration* Computations *Report Sheet Flow Equation Tc = (0.007 * ((n * Lf)A0.8)) / ((PA0.5) * (SfA0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 * (SfA0.5) (unpaved surface) V = 20.3282 * (SfA0.5) (paved surface) V = 15.0 * (SfA0.5) (grassed waterway surface) V = 10.0 * (SfA0.5) (nearly bare & untilled surface) V = 9.0 * (SfA0.5) (cultivated straight rows surface) V = 7.0 * (SfA0.5) (short grass pasture surface) V = 5.0 * (Sf A0.5) (woodland surface) V = 2.5 * (Sfr0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 * (RA(2/3)) * (SfA0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: StOrWNET Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin EXISTING BASIN Sheet Flow Computations C 0.00 0.00 0.00 1.20 0.00 0.00 Manning's Roughness: Flow Length (ft): Slope (%): 2 yr, 24 hr Rainfall (in): Velocity (ft/sec): Computed Flow Time (minutes): Shallow Concentrated Flow Computations C 0.00 0.00 Unpaved 0.00 0.00 Flow Length (ft): Slope (%): Surface Type: Velocity (ft/sec): Computed Flow Time (minutes): Subarea A 0.20 250.00 1.20 1.20 0.08 51.42 Subarea A 695.00 1.40 Grassed waterway 1.77 6.54 Subarea B 0.00 0.00 0.00 1.20 0.00 0.00 Subarea B 0.00 0.00 Unpaved 0.00 0.00 Subarea Subarea Total TOC (minutes): 57.97 Subbasin Runoff Summary Subbasin Total Total ID Peak Weighted Time of Precip Runoff Runoff Curve in Concentration in cfs Number days hh:mm:ss EXISTING BASIN 1.200 0.011 0.020 System 1.200 0.011 0.02 Analysis begun on: Thu Sep 01 10:46:19 2011 Analysis ended on: Thu Sep 01 10:46:20 2011 67.500 0 00:57:58 StormNET Total elapsed time: 00:00:01 StormNET Master Drainage Report — Bayou Warehouse Expansion - SE Project No. 11084 September 1, 2011 APPENDIX C (POST DEVELOPMENT DRAINAGE CALCULATIONS) • Developed Basin Analysis/Calculations for the 2 Year Runoff • Developed Basin Analysis/Calculations for the 25 Year Runoff SOPRIS ENGINEERING • [LC civil consultants 502 Main Street Suite A3 Carbondale, Colorado 81623 (970)704-0311 Fax: (970)704-0313 BOSS International StormNET© - Version 4.21.0 (Build 0) **************** Analysis Options ******.r******** Flow Units Subbasin Hydrograph Method Time of Concentration Link Routing Method Storage Node Extiltration Starting Date Ending Date Report Time Step ************* Element Count * * Numberof rain gages Number of subbasins Number of nodes Number of links 2 cfs SCS TR -55 SCS TR -55 Hydrodynamic Horton, free surface area AUG -29-2011 00:00:00 AUG -30-2011 00:00:00 00:05:00 1 2 3 Raiagage Summary Sota urce Data interval Type hours Gage -1 TS -1 *****+********** Subbasin Summary Subbasin ID Total Area acres POST BASIN 1 10.80 POST BASIN 2 2.89 ************ Node Summary ******a* Node ID Element Type CUMULATIVE Invert Elevation ft Maximum Elev. ft 0.10 Ponded External Area Inflow ft2 J-1 Out -2 3Ycr-2 **********+* Link Summary Link Con -1 Weir -1 JUNCTION OUTFALL STraPAr. From Node J -I 3tcr-2 To Node Ont -2 5371.00 5368.00 `,370.50 6000.00 5374.80 5371.50 ement TYPe 00501111 0.00 0.00 0.00 length ft !0.0 Slope Mannings 7.0000 0.0150 ********************* Cross Section Summary ********************* Link Shape Depth/ Width Design No. of Cross Full Flow ID Diameter Flow Barrels Sectional Hydraulic Capacity Area Radius cfs ft ft ft' ft Con -1 CIRCULAR 4.00 4.00 176.07 ************************** Volume Depth Runoff*** *ant*= * Quantity Continuity acre -ft inches Total Precipitation* ** ** 1.366 1.215 Surface Runoff 0.022 0.019 Continuity Error (%) -0.000 ************************** Flow* Routi* *ngConti*nui*;ty*** External Inflow External Outflow initial Stored Volume Final Stored Volume Continuity Error (%) volume acre -ft 0.000 0.000 0.000 0.005 0.888 *.**************************************** Composite Curve Number Computations Report ****************************************** Subbasin POST BASIN 1 Volume Ngallons 0.000 0.000 0.000 0.002 1 12.57 1.00 Soil/Surface Description Area Soil (acres) Group CN Gravel roads 5. Gravel roads 1.90 C 89.00 Paved parking & roofs 0.81 B 85.00 > 75% grass cover, Good 0.81 B 98.00 2Composite Area & Weighted CN B 61.00 10.8065 82.10 Subbasin POST BASIN 2 Soil/Surface Description Area Soil (acres) Group CN Gravel roads 2.49 > 75% grass cover, Good0B 85.00 Composite Area 6 Weighted CN .89 2 B 61.00 2.89 81.64 *************************************************** SCS TR -55 Time of Concentration Computations Report StormNET *************************************************** Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.8)) Where: / ((P^0.5) * (Sf^0.9)) Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282-* (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 * (R^(2/3)) * (Sf^0,5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin POST BASIN 1 Sheet Flow Computations C 0.00 0.00 0.00 StormNET Manning's Roughness: Flow Length (ft): Slope (%): Subarea A 0.15 300.00 1.20 Subarea B 0.00 0.00 0.00 Subarea 1.20 0.00 0.00 2 yr, 24 hr Rainfall (in): Velocity (ft/sec): Computed Flow Time (minutes): Shallow Concentrated Flow Computations C 0.00 0.00 Unpaved 0.00 0.00 Flow Length (ft): Slope (%): Surface Type: Velocity (ft/sec): Computed Flow Time (minutes): 1.20 0.11 47.27 1.20 0.00 0.00 Subarea A Subarea 8 750.00 0.00 1.40 0.00 Unpaved Unpaved 1.91 0.00 6.54 0.00 Subarea Total TOC (minutes): 53.81 Subbasin POST BASIN 2 Sheet Flow Computations C 0.00 0.00 0.00 1.20 0.00 0.00 Manning's Roughness: Flow Length (ft): Slope (%): 2 yr, 24 hr Rainfall (in): Velocity (ft/sec): Computed Flow Time (minutes): Shallow Concentrated Flow Computations C 0.00 0.00 Unpaved 0.00 0.00 Flow Length (ft): Slope (%): Surface Type: Velocity (ft/sec): Computed Flow Time (minutes): Subarea A 0.15 300.00 1.70 1.20 0.12 41.12 Subarea B 0.00 0.00 0.00 1.20 0.00 0.00 Subarea A Subarea B 340.00 0.00 1.00 0.00 Unpaved Unpaved 1.61 0.00 3.52 0.00 Subarea Subarea Total TOC (minutes): 44.64 StormNET *********************** Subbasin Runoff Summary ****4***********4.4**** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss POST BASIN 1 1.200 POST BASIN 2 1.200 0.198 0.910 0.188 0.250 82.100 0 00:53:48 81.640 0 00:44:38 System 1.200 0.196 1.15 *44.44**4********** Node Depth Summary 4.4!44#.4.i******** Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Attained Attained Attained Time ft ft ft daysVolume Flooded hh:mm acre -in minutes hh:mm:ss J-1 0.00 0.00 5371.00 0 00:00 0 Out -2 0.00 0.00 5368.00 0 D0:00 0 0:00:00 Stor-2 0.24 0.76 5371.26 0 13:56 0 0 0:00:00 0 0 0:00:00 44.4.444444+4.44]44* Node Flow Summary Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm J-1 JUNCTION 0.00 0.00 0 00:00 0.00 Out -2 OUTFALL 0.00 0.00 0 00:00 0.00 Stor-2 STORAGE 1.15 1.15 0 12:35 0.00 *44***4.***4.4******** Storage Node Summary 4******************* Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1000 ft' (%) days hh:mm 1000 ft' (%) cfs cfm hh:mm:ss 1000 ft' Stor-2 2.810 58 0 13:56 0.653 14 0.00 StormNET 20.37 13:55:00 9.312 *********************** Outfall Loading Summary *********************** Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs Out -2 0.00 0.00 0.00 System 0.00 0.00 0.00 ***************** Link Flow Summary ***************** Link ID Ratio of Total Maximum Time Flow Surcharged. Depth Minutes Element Type Time of Maximum Length Peak Flow Design Ratio of Peak Flow Velocity Factor during Flow Maximum Occurrence Attained Analysis Capacity /Design days hh:mm ft/sec cfs cfs Flow Con -1 CONDUIT 0 00:00 0.00 1.00 0.00 176.07 0.00 0.00 0 Weir -1 ORIFICE 0 00:00 0.00 0.00 •******************************* Highest Flow Instability Indexes ******************************** All links are stable. WARNING 108 : Surcharge elevation defined for Junction J-1 is below maximum elevation. Assumed junction maximum elevation. Analysis begun on: Thu Sep 01 10:58:25 2011 Analysis ended on: Thu Sep 01 10:58:26 2011 Total elapsed time: 00:00:01 StormNET BOSS International StormNET© - Version 4.21.0 (Build 0) Analysis Options ++,+++,+++++++++ Flow Units Subbasin Hydrograph Method Time of Concentration Link Routing Method Storage Node Exfiltration Starting Date Ending Date Report Time Step cfs SCS TR -55 SCS TR -55 Hydrodynamic Horton, free surface area AUG -29-2011 00:00:00 AUG -30-2011 00:00:00 00:05:00 Element Count Number of rain gages 1 Number of subbasins 2 Number of nodes 3 Number of links 2 Raingage Summary *++. Gace,++++„+ Data ID Source Data Type Interval hours Gage -1 TS -2 Subbasin Summary +,+++„++++„+,+ Subbasin ID Total Area acres POST BASIN 1 POST BASIN 2 Node Summary +,,++,„++++ Node ID 10.80 2.89 Element Type CUMULATIVE Invert Elevation ft aximum Elev. ft 0.10 Ponded External Area Inflow ft' J-1 Out -2 Stor-2 Link Summary ,++++„+++++ Link ID JUNCTION OUTFALL STORAGE From Node To Node 5371.00 5368.00 5370.50 6000.00 5374.80 5374.00 Element Type 0.00 0.00 0.00 Length Slope Manning's ft % Roughness Con -1 Weir -1 StormNET J-1 Stor-2 Out -2 J-1 CONDUIT ORIFICE 10.0 2.0004 0.0150 ******+********+***** Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Capacity Area Radius cfs ft ft ft' ft Con -1 CIRCULAR 4.00 176.07 4.00 ******+********+**+***+*** Volume Depth RunoffQuantityContinuity acre -ft inches ******+ * **+ x+ **+ *+ * Total Precipitation 2.541 2.227 Surface Runoff 0.088 0.077 Continuity Error (%) -0.000 ************************** Volume Volume Flow Routing* Continuity*** acre -ft Mgallons + External Inflow** * * 0.000 0.000 External Outflow 0.017 0.006 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.217 0.071 Continuity Error (%) 0.667 Composite Curve Number Computations Report Subbasin POST BASIN 1 Soil/Surface Description 1 12.57 1.00 Area Soil (acres) Group CN Gravel roads Gravel roads Paved parking & roofs > 75% grass cover, Good Composite Area & Weighted CN Subbasin POST BASIN 2 5.40 C 89.00 1.999 3 85.00 0.81 8 98.00 2.65 B 61.00 10.80 82.10 Soil/Surface Description Area Soil (acres) Group CN Gravel roads 2.49 8 85.00 > 75% grass cover, Good 0.90 Composite Area & Weighted CN e 81.60 2.89 81.64 ********+****************************************++ SCS TR -55 Time of Concentration Computations Report StormNET *************************************************** Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.6)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 * (Sf"0.5) (unpaved surface) V = 20.3262 * (Sf"0.5) (paved surface) V = 15.0 * (Sf"0.5) (grassed waterway surface) V = 10.0 * (Sf"0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time cf Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 * (R"(2/3)) * (Sf"0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin POST BASIN 1 Sheet Flow Computations C 0.00 0.00 0.00 StormNET Manning's Roughness: Flow Length (ft): Slope (%): Subarea A 0.15 300.00 1.20 Subarea B 0.00 0.00 0.00 Subarea 1.20 0.00 0.00 2 yr, 24 hr Rainfall (in): Velocity (ft/sec): Computed Flow Time (minutes): Shallow Concentrated Flow Computations C 0.00 0.00 Unpaved 0.00 0.00 Flow Length (ft): Slope (%): Surface Type: Velocity (ft/sec): Computed Flow Time (minutes): 1.20 0.11 47.27 1.20 0.00 0.00 Subarea A Subarea B 750.00 0.00 1.40 0.00 Unpaved Unpaved 1.91 0.00 6.54 0.00 Subarea Total TCC (minutes): 53.61 Subbasin POST BASIN 2 Sheet Flow Computations C 0.00 0.00 0.00 1.20 0.00 0.00 (lanning's Roughness: Flow Length (ft): Slope (%): 2 yr, 24 hr Rainfall (in): Velocity (ft/sec): Computed Flow Time (minutes): Shallow Concentrated Flow Computations C 0.00 0.00 Unpaved 0.00 0.00 Flow Length (ft): Slope (%): Surface Type: Velocity (ft/sec): Computed Flow Time (minutes): Subarea A 0.15 300.00 1.70 1.20 0.12 41.12 Subarea B 0.00 0.00 0.00 1.20 0.00 0.00 Subarea A Subarea B 340.00 0.00 1.00 0.00 Unpaved Unpaved 1.61 0.00 3.52 0.00 Subarea Subarea Total TOC (minutes): 44.64 StormNET ££*+*£*****£****++***** Subbasin Runoff Summary ****************£****** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss POST BASIN 1 2.200 POST BASIN 2 2.200 0.789 4.810 0.766 1.420 82.100 0 00:53:48 81.640 0 00:44:38 System 2.200 0.784 6.17 *****+*******£***£ Node Depth Summary +*********£***£*** Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Attained Attained Attained- Time Volume Flooded ft ft ft days hh:mm acre -in minutes hh:mm:ss J-1 0.83 2.19 5373.19 0 14:27 0 0 Out -2 0.00 0.00 5368.00 0 00:00 0:00:00 Stor-2 1.20 2.940 0 0:00:00 5373.44 0 14:26 0 0 0:00:00 Node Flow Summary *********+*****£* Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm J-1 JUNCTION 0.00 0.92 0 14:26 0.00 Out -2 OUTFALL 0.00 1.25 0 12:48 0.00 Stor-2 STORAGE 6.17 6.17 0 12:30 0.00 **** ************* Storage Node Summary ******+************* Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1000 ft' (%) days hh:mm 1000 ft' (q) cfs cfm hh:mm:ss 1000 ft' Stor-2 19.521 77 0 14:26 7.271 29 0.92 StormNET 0.00 0:00:00 0.000 h++tthh+thth++t++ttt+++ Outfall Loading Summary hh++++h++thh++++ttt tth+ Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs Out -2 1.77 0.49 1.25 System 1.77 0.49 1.25 +th+++tt+++ttt+h+ Link Flow Summary tth+ttthh+ttthth+ .Link ID Ratio of Total Maximum Time Flow Surcharged Depth Minutes Element Type Time cf Maximum Length Peak Flow Design Ratio of Peak Flow Velocity Factor during Flow Maximum Occurrence Attained Analysis Capacity /Design days hh:mm ft/sec cfs cfs Flow Con -1 CONDUIT 0 12:48 4.99 1.00 1.25 0.06 0 Weir -1 ORIFICE 0 14:26 0.92 1.00 +lith»++hth+++++tthh++ttttth++++ Highest Flow Instability Indexes h*+lith++h+++++++++thh++++hththh All links are stable. 176.07 0.01 WARNING 108 : Surcharge elevation defined for Junction J-1 is below maximum elevation. Assumed junction maximum elevation. Analysis begun on: Thu Sep 01 11:01:58 2011 Analysis ended on: Thu Sep 01 11:02:00 2011 Total elapsed time: 00:00:02 StormNET SCALE: 1" =100' w 0 >- co Z 0 0) w cc 0 z O CT) z x w CIA 0 w C O Q m M CD co CO co w 0 O o W 7 n Z Q^op aosm zN.- 0 03 0 m x N LL U �• :A IN .. laS DATE: 09-01-11 :1 BIN PERMIT JOB NO. 11084 SHEET 1OF1 MEMI‘9'J f7V3S 3IHdVelO l3 133149 18095 'pN 801 11-e Z•3 131tl0 1l112Eld ONI01If18 NOISNVdX3 3SfOH3?!VM f OAV8 • ZC - A.4 006 00158350 34397607 07(45103 48 8'330 tiN 13886140 30rN1480 7(u5W x• • \ . • `115501 307901 431•141 0115$43 1 )l1 69'8435.050(\'. \.1\ \\� 4 \ \ \ 135445(40 P10800 41 �- >✓ 4.1 .77.41 6Nr8 014 ti •- 117>:. 175 .0004 ! ! - J T 1 � -11* 41 l/ 6 g 0 l g 1L 12' 7341 5111 C3,0618 35 04 131510 9'3 S,LNV.L'IfIS NOO 11AI31 0 ro z i1 z 8 53 70)31158 015003110353801-1 3'31341181+735 03504094 305b01550115 00506006. 308013Ar00 03604004 31380503 03508004 3..)0130010 9N'1SA3 313031100 0515103 170(350071151X3 5615 30 38 35053 3131 01015013 93:374 0813313 0(115153 82135 5 00 01115313 331109315M 055553 1M'9OA53914 ON 1553 3104 534006 07,15013. 3915 ($1135t1115103' 30:14141161 53/135 051553 40135 996•6900 51615,93 -0 3009:350.1543 - - - - 3011A130360917101509 - - - - 5500501601130740 0791553 .- •..... ... 00133130V3393700415(03 .... .. ....... _. _..._ 110331741530134037N115003 _.. ... .•: ._._ 010150005115133 ON3031 458311,41N3613005 10 -50443A 018 -956 31W/550530 01 5/00145 A1109, OW 07191374 0 39 51035 31_ 301874 v 105 51 5 33045 MAMA 90094 59.0301084 5 3703 5 ON 1x9541101 5437935144117804473-I-77747)0 530113111 . SS • 03301039 530545 ON 91051 0055:34 S3+rd5On_x9re 101 a 00771 i 5605( 07.7390 3300530V5 11:01 • 4553 51. 551509 5 397 355014 19 VN 535 NW i 5000 01 •575X09 0315, 311013810 9510 033 5007453030337745.13714510501. 9/104517 IS 30005 3!'.31010101 3 50001.0(365 03931 00146013A 319308103506006 05 350030.0040950)133.140 13/131 13031510710330305(d 35 000 0.05505 YAW 301330 0111503 '35 000 3 538 30,45103971035 051154 3545001388M 35 047 934 33840 1 03510034 UNARM 331330 SNOIIV'InOIVO 30VdS 0NI)RIVd .19'6155 113 600(3 01 dr MNIN005 075 8'839 x91.6 80536 3115 01035340034 015101170530740334 700100310301. 94 031559 35'7.031410 553TY1)013Y917103 3113011935094 311310730 7105133600d 315 NO 0900539 511311 TV 14 •1.134054 0350d51039115545Ore 9010591140339130 AMA 5610•15 30139011100017034031593130517)93155533733110 -95 'A1000 341 01/5335/00 1O5301N37930733717400 150591sone" IH 31190353311A01 31011 11305(4 00 3.113116 117 131(511311459017591403 51 'AYM00114995 715914 34 1093 550117511593 9350 310 1,4354003 117 360533 155 5013 381100 341 N060393.504 03013aSn5 300 550110934011011308151031431.4 5300 934015 OW 9900 5630 1073 30 013 3141 10.501011014139071 1070404. 53/614516-63-11991S 3110nd 3)1 01 035015 30 17655 15354003 410 15 531.107 01 _ 6341 13'.043 1 035(614'84 8 90:..9.3 m x59 '00 601 NAM 10650 x 1•90 0016.53, 153 1,50 6.4,446 Vows, L264-ZZ6-008-1 00080110 30 9315'0 000.04006 1111410 '''•0 010 noA 380338 11V3 541100 A8 57530 3053A A18ro35 77015,11 01 800:091407 l! 00 -4811 (1734441 ) l X768 135 .0001 _ .r_: /3 1 , ; . • • AO3401 0 015991 014593 13N5ti1V.1[74v9pN 55050X3. I 4 601 10 0600133 901,93435 06456'00 '41'15"3 4:09 300(015 70 • 0149' 6053314033 910 S031010 18 115(530 3303} 11100130 1101400 01 *0.7v41M73- (5,..5 1450 C6. 3300'.3877 20�(i407 N *Me :8(38 03501'794 4 4 x731• .0004 ❑ 0- 0 'AVM -304010 71158 31/95310 00110031004934 7539 Sl 4,901*793011530301101, 711514 311 01 71(150» 31500300 3400 01 450553335 397 1015. 57630 058 541011 39319879 03350A N001911/.1 117.05 110115 8030091103 311 01 1N313A0d7054SY 0740313)7(03 51053 101411750515911405539,74^.7 064 700004703 50 (83150141411311.00 170 11460 3634 01 9 30010 301 115 13910 1110153064 3 5111153/ 5 9415'7 3:147105003116( 100.3581( 03311 01 5709447 030 51.193d 91311 51 030010530d 55'530030310153751530008301.0 39 030500 34 55050369M 01,1071.000031043191:09035391.5391010591803351 11 '401130 001308466355515 716 3011.35Y09Y 01170775351505004503 01 '51Y331Y5035065101178033115.505510 WAD 01315.95161005 803 319110 745 38 3, 11105501008170710831435341 6 '0100000W 053910/1304 033110784 7101100915003 0340541 153/60 110113/815 7 03 1505011119041173655113415014083109,0713133400d 3411003130451530114115 90091.4.114.000A 041011)5 x80,.117 '5,353.0036 15010,1038 YH 5'010933913 11511108 A44107111'HS S501178330110115/403936340.017.0811083111. 3414410500W31µ 509091,0035941.34 OW .113305 108333401031013'111)09001531051300911001 110 01 5543110206 15900434:r15C*34 11•Ms 3017e111.100 -6603530 35 9 .1� 3713/ 3464 8966 010 003 593510 18 59535 37531 1157435 11613)0 01 80.105.18 4+07 -1' 53741111,10 3116 10 39 1505 51170533 116 30 A600 va313.11400 5.3530 3111 .1111119 55045311 .101 351 34 1110) 59101038 3900 35 01 13795333035334M31130 Olt 511,11405 391051104397 501170441' 31105.064334 1(5783479083335 351 00114(11301 550117510351783131310 '3471010001155161115603155453)10 x408 313140000141119341004533341164101401115416117691507 593530 35 "4 '314157 0410091510338d 511 01 10003 31715 v 01 031:101530 34'09141 1115 0 15 1015101100015N000851003001N3N3005dM03155015303413015101057 0005,5113013559190 AW 3000(0500303 7 18 3030011651 0 310 50153 0 0/11 305100 R1011003 511115403 0.13340041043105'104538 313 17015 01071176,3150331130341 1 11313.1911103 311 A3 095650 530441135 3014011.df8031N1961 0130001013(5 904 319611 0010 3105506SW 30 070135 1013100557311 0035347011719111003911113 341140400091410013835 0Il0/9111910351038471510113011055 003151300 0410008305193403 5331141113534 91518 35371 NO 5319518 00504004 115 010 111*005106 S35111111 01615103 176 044015531111110 0511533 1103050173109401051010J013410331011104539351154590130515035135303911 0 '515653151 1004.117 300 51110490303503064 'C 51551318 1003 1 16 300 59001000040503 '3 53451 110 10 3115 )0 51143196000 501171515503 03/403d4030137413037(119115 59013591103405 007 51/01710/1400 110 '1 :S310NNOIJ. fl J.SNO31' 3N30 f 1143:01 'a e, at- -' t 8 807 0.3 ti 4: 01 '931 80/7081007 VC05704 36 01 593019 314 .1 ON401x3 3 '4 S 0000'01.73384 03504054 '3 5 40916 •5300 03911030 95151•11 0 5 605 060.0300 0713973 951153 0395 00.3903 3/01143 341 301St 7 57 30780159087 03910039 SNOI1VIn3IV3 V3?JV 30VdJ01S MONS GENERAL NOTES GRADING AND DRANAGE NOTES 7. ME CONTOUR MTERYAL Of 1100 YAP N5 1 FOOT. 1. ME CONTRACTOR SMALL CONTAIN INS CONSTRUCTION OPERATIONS TO ME 51711 BOUNDARIES ME CONTRACTOR SHALL NOT OPERATE OUT SDE 2. ALL UTIUBES BOM UNDERGROUND OR OLERHEAD. SHALL BE MAINTAINED 1X15 AREA M11HOU7 ME PRIOR EXPRESSED CONSENT OF ME OMNER OR IN CONTINUOUS 5ERMCE MRCUOLOUT ME ENTIRE CONSTRUCTION PERIOD. DEVELOPMENT REPRESENTAIMES. ME CONTRACTOR MALL BE RESPONSIBLE AND UABLF FOR ANY DAMAGE TEL OR OITERRVPOIOV OF. SERVICES CAUSED 80 ME CONSTRUCTION. 2. ENSURE MAT SURFACE DRAINAGE 1 AWAY TRW ALL STRUCTURES IN ALL DIRECTIONS MAINTAIN P09n0 DRAINAGE 111M A 0INIMUI7 SLOPE 3. MESE UnUBES AS 5HOrm. YAY NOT REPRESENT ACTUAL FIELD AWAY FRO* ME (81FwOR WALLS OF WI ME FIRST 10 FEET ON COKRTIONS IT IS MC RESPONSIBILITY OF ME CONTRACTOR TO LANDSCAPED AREAS AND r IN DE FIRST ID FEET ON PAVED SURFACES. CONTACT ALL unurY COMPANIES FOR FlELD LOCATIONS OF UnUnfS PRICK TO CONSIR0Cnd4 3. IF REWIRED. FOUNDATION DRAIN CONNECTIONS SHALL BE TO STRUCTURAL OR GE01ECHNICAL ENGINEERS SPEOFLCAnONS 4. FASTING CONDUN0NS BY SOPRIS ENGINEERING DATED 6/28/2007. 4. CONTRACTOR TO IERIFY GRADES ACROSS THE SITE TO INSURE THAT ME 1NSTALLAn4N OF ME DRAINAGE WPROVEYENES ARE IN COFPUANCE MM ME INTENT OF THE 0E9d RECOMYENOADONS ON ME STCRMWATER YANAGEYENT AND DRAINAGE PLAN. S USE TEMPORARY MEASURES WRING CONSIRUCIIW TO PROTECT DRAINAGE STRUCTURES FROM COUECTING 5/LT, 5EOWENT AND ANY OMER DEBRIS PREVENT ANY OFFSITE DISCHARGE OF SEWi4EN7S f] 0 \ \ 6. ALL PORK PERFORMED SHALL 8E IN ACCORDANCE d ORDANCE MTM THE GARFELD 1 COUNTY INTER0E51AND CONSIRUCEON STANDARDS.. \ C 7. Cd7RAC7OR TO UTIU211 'BEST MANAGEMENT PRACTICES TO . n m Er wv \` CWINOL \ � \ ` 914 BENCH MARK EROSION AND SEDIMENTATION WRING CONSTRUCTION. DRAINAGE 10 OFF • REBAR AND *100008 517E AREAS SHALL 8E PREVENTED. • AP LS. /9009 ARE FODND TO 60 DIFFERENT 5004 FROM MOSS - -- - d. • " %" ! • I p PR0PISRC: L/NE BASIS OF AR/NC , +. \ EV. SJ79AT 8. 6 OR $UE 001 REPORT. �' IN GEOTECHNICAL REPORT• SMRIS ENGINEERING SHOULD BE NORFIEO - 41 8 0 0 89.11 18E = 1�� ;T. a_ �•s ou _-- ` L-- 1 _ - - ----J---� TO EVALUATE THE EFFECT IT NAT HAVE ON ME PROPOSED DRAINAGE • Imo- ` EA 15' CUP `II _ _ g 7 -- -_ -,.__�-_ - _ _ -__-.._----"-..---•-. .. _ -_ /_E 7781 `\\' \ \ 51STEY. - .8 ^': r / FASTING BARB DRE FENCE N `PROPOSED pip! ` \ / `\� - INV . PROPOSED did \ 1 \ PROPOSED Dm. \I::>.\ `' \ ` ISI \ c > m x 3 v / , I / /, .. FRi7PO5f0 DITCH .'' / 1�\ LEGEND • np " 2 q•. vI Oj i fI I , /' / _.\ t • EXISTING CONTOUR • ' / ' ! . ' IP 1' !! ... - EASTMi fAMOUi INTERVAL nV - EASTYNO OVEMEY) ELECT.c h - \ - EXISTNG uNDEROROUA GAS L3J / /•yLi / / ..\ TA''... - - - FASTING PROFFRTY LINE 1- FASTING SET6AIX •� / �.\. �•6 \ y - •. .• . -- EMSTNOVARE FENCE ! / : / ,. Nn _ \ i .. EA S7NG OWN OW FENCE P,, -,L -( 0.,C,�V'\ '16 en sumo SEPER MArtpLE I �6 / . c�` \ .1 (Ji \may •a 7 865,60 OW Yn0LE /• N _ rI9 ./.'"'-'\ /_�.\ Z. Y \ E%i5NN3 POWERFQE ! U� • N .4/-. •t s - `� LLS / Emir!. FIRE HYDRANT / DAq dT LINE AT -c v_ Tey I / J.-„ ., \ EASnNG GRAVEL \ I EASTWO 04S NETER 1 / 3V SURFACE r �HP I Ea5iiN00A3 RAFTER OA 5 • •F' - NP )9 _ 79.85 / �' - Er5`wG ELECTRO DETER { • 1 ,J G1• J dTd�� EASTMG TELEPHONE PECESTAL [CIVIL CONSULTANTS 502 MAIN STREET CARBONDALE, CO 01825 1070)701-0311 FAX: (970)-704-0513 >� 4 . 1 DJC .... 7.: ' ' (.3 - 5 h BC J-80J5 1,V\ .; \ :•0 EAB•IND ASPHALT w 11 1 • / - Qry x - / - ... • 4 \ .... • .\ Y6 \ `\Cx - EXISTM8 COICRE+E N 89'39')-5" E 597.01' GREEN LANE (COUNTY ROAD 22/) JR 1 / y� 79 CR '- /// FLOOR N)RAN$ CAN N01 DE _0 7080 677.7-+ - IN . )1.75W . N a OJCZ� 1' y� 75 ze `--\ , •N • ,E%iS"1NNG GAAVf1 Ot:vE i \ 75.1] 5 `I p PROPOSEDCONOIE'E m 1� L' I II ,• U - �F 1 + ' I L - • TIED TO ME STORM SYSTEM OR CMS r el j--.. f1D 5C 90 , 4 010 -� PROP'JSCa , SEP . ) c+ l I _ y .. D PRJPDSEDGMYEL DRIVE -.:�f '\ Z'LG ,•- PROPOSED SNOW STODGE Y .V....•"...77. .,: 1 ,‘.t. - ... ... . . TANK ' \ _ / ' _ PRGPOSE, N . CUR, FENCE 1. 1 •1 1 - H 1 II 1 79 R 1 5 1 H 1 I 5OR Y 1 I I-L I - T '. PPOPOS(IIf METAL BJ:dM1G - (CMCE,' WARENWSE AND LURE DAIS) PROPOSED nwSH FI.00R. n :>) 4) JDy PROPOSED c m• fW ® PROP cort, i, I DRAINAGE (XVI r. 22 - 1 '\ _° A TA 1 ,! Lr a leJ: '..Pr ` 1 \ �n' F ' I. • ii I B`SL \I L rl . 1 I ! 1 I L i / / \ 1 I i 09-I'tt l 11' ! �D� ;...;',,,,:-TIC,...., �\ SC T 480 NV . )S A_ 4 SIR / _ 0.- 3380.65 OHL ARC TECTURAL OD'0" /FA T T P. A A ! C C f' F [[ A•I;, ✓ • P -( ,,. IL \ - /-F._ • .FI•- CR1...",•22,1L- 1' `, Y PF (..L (f h. ��f:W R. r4 ,, 0, /! J �\.� 1 It, :%3 1 •� / / .'d• 5 LPsA C .IL . \ 1 ,A / ..80 5• LI G0A(IN/ TO FASTING - + f \ / I \ : I (5 - J UR p £L SURFACE / . : r i �\ ;� s'-4.••.\. -\ .\ - ' P 11 Il 7, -�---l'/ 1 / R ! r - B ]3 e-AOS N-r.-.......4.7.{5 J._ ,': uar N 1a /`\ \ / 4�'� / '' EX GN 472.13 0 0C 2:.' •804 7999 l , r ;4,, l� .. \ M �\ .� (/ � 4E,,, •se - J V yl .\ _` / `L' z i•` aF 'y II 11 11 V) } 1 , J Lf O O y: SLD: f L 1I 1' 1 ` FLOOR LEVAnd - 7999 1 •'I 7 ✓ 1\`\ y� tiff`/ "� / ` 'I $E�RCPfNM /, f.� \ / , ({ \ 1l '•.\ '• • 7[.iti•• I '8Y"OA44•�/`�` �`�\ y •,\_ III V C I Pe!: ALL PRET •. I .'.�'' ` \� L PVL ]ENS j -1� 50 1 '5, i ,. I '-P.ETALL SSrZ'Y•r ,] pp yj I.N�, 4 p: 3J' 1 �� !f� I .•\-.° A' -vt� �`\ 1 EX t,V r.+{' f ,`�� z 1 fff �I%" I :�Lr O H7 C 6600 ]] EX INV . 61.60° Er. INV E# I I 841 1 t { •I I ,;• `h \ f T. 7:-e5 , • /-IPRcrOSEO pIM ' l ' // 1 yi DAYUT2NT TO EASTIN6- ` I t 'AWL SURFACC HP \ 1 J >� \\ j 1 .39.44• ?{ ' 1 1 ; 31 Fi. I i / I • - I �Ii�S�� tj_ 4^S N \ I r 0 / ' jla 54 4CFE� I I jj 7 L\ r�8 i.r LF s .I. •_`\ L [`1Nv�. f!f .a I I y" / JJNj1' tr y . • , f ':::.: (pI !i j 1' 17 \ I 9 !� • J I 1 , .•••••• 11 \ `'a��s �j �� 1 \` '.• 1 14. f y: !' It; �ay \I 4}tfr"/,L .,,• y . 1 ll (,IL II II! \ � ��I t1 �.`� \ GRADING & DRAINAGE PLAN BUILDING PERMIT • .� 5 ', 8 1 EXISTING FINISH FLOM /� ...T D ax `R. •. t _ xJl', �1 i / ! f / I I '•. ARCHITECTURAL -Too o• 1 , 5::.: . I .!, `� 76,_,47 fl„ I I I:•: :•:: • - . J y • \ EXIS 6FOCtyC%1 O?A XL fr 7 I/ `� I \I r - II Q �:i::: --ssrs- aq� r ' HOUSE E UNTY, CO • �?rOTrm�.. �C + \ \ �. _. •\:•j _ _ I L• .... �>(J PRD?O)[D Dr - - i'. 111 M1: TILL Sr:Ru 4H • :'Y: IRRIGATION A ' <.6' _ ��--�-L ` _ t -� OPOSfO pi I �;�,f 1 I aArucrlr wld ` i \ LS0 Z+ . t A N ..P'TTT-LLL���`� Y I I. , �' qJ I I Ord fI 1 N �176 75 I • . \ \•` I 6 - )IF_ p` ��\\r ��__� f��, 16 A-ITL»' P I __ ��►_ Nr �7' tr - -' - --gam -', 's5 `.. _ f iL =-� -- _ _ _ - -'' �N 02'?I'IS" ,►' ' 1f3L79' -- Rp�p-_-- _ r r �_ \ ` I h� p 6R?F L/N6- \ _ - -"a. _ -" �._.._ 7 O. CALL BEFORE YOU DIG s. _ - _ MR GAOd CHANNEL - --__ -y .414.3_ -.MP- -41.1. " (,X.\.5� GRAPHIC SCALE 'CALL. inure NOTIFY-ATOM - -,L ` r -- - - _ - �x CfRTER or C0.0RApO - FASRNG BARB IR ` _ - -- - - - • - ----� " Ex LID �1-800-922-1987 �- --- -- __REFS„(r 5 Ne INPte a, a . N e-NIe _ -- , LI M.nouL ma.. eons EAsn„G CONCRETE p1ER510N 80x 60r CCw. 7.8167[80 8.M N w%M%% XV 4 725 DATE: 8-4111 WOW (D FEET) T n w 8 1 Ince 4 40 7L TSF JOB NO. 7108r SHEET C2 TT in 75014 MRS D,.ign Row 005 5 DI. design 2500 y Cticaaled for the subject ac2ilea as atom in the Ia01e above based on usage Y. .x01445 A10 s6T4UMI( 9041 COf0 0 w STATE NO descriptions awl per capita Row rates horn Ne 51,1' L S 0. 5. 70010Nr1* axon 0.0100,4 1..G 09'0501 5.53N (dos) 7LUAA1IONL Th• .anmrri0 bu2.6 9 includes office. Nap ono manle"once Faciil,•L TN* Onsite W.1tew0ler u system wK be upgraded to Needle two OeVLulion',Meme Nal sera the existing rest Yoe s Nr a M "r..c? r d M O.AAOfp1 it '0070'7 N[ ocilties fed the proposed mall side Facet. �ON5T 1010ANES 109 /IDP lOG.419r5 a ,NMS 0aM 10 �� Rtav1104 The tela/ awope Row (Regulatory Design CapacllY) iso • 7510 gild. 4713 VASS [S TD M sa.-ys 18670 w D • 501.25'alpha x The Iola/ PM now (Peak Dole Design Slee) 00 • 2280 god. • $7[DID 90114 M 50203E w RVG PR MOOFO x ZtldET[0 NA.'s The comb.. system F cone.l of N• existing 111.1 eat septi' lank, (3107l'an system and canal. Leal. NOR* WAIN% 5ANI and Ina new 7000.0 East aider MI. lank Of Vbuion system and and0 held. TM two eeporote 4. MOUS • 1110-1.4r DEAN OUT M ME 51A011 LAX Mew M MIMING cdNclOn old lank delenlion7ystem. dirha01 .1Ruent to 17.0 respective secondary treatment o0saplion (kids. Tao •.ising (14 OA M rae0ded ID occmmodols pop*Nd mar... in 4309.. S M MIT.GTdf 9041 7919E ALL SLK* IRIS AM 1170[ 7AxK .RE The Weft 3Hlem no. a projected pert design no. 00 • 7725 000 111090. how150C IEN05 SNAIL Or 000AstE0 70 0100 CA.S900 IATA RI. Eo., system no. a pro tried pea. dear 00. 9. Od • 1.07.5 4 PIOWO M 5713 MR. No ROCK ORM. 9011. 6C FLNIMo m 575,810The (0,0,poj can0i0ed sptrlle eeted 70040 O1SN• Bor 04 • 2240 gild. M avec 70001 S•4* M *014100 LL1R 0, 4••ClW VAIN. .5r44 • 07194 .0/ ROSS AS FCCESSAAr TO 000041. 0100 00 1. 010 ACLS Galin Talk asi91 foxy iv M 1342C0 SLAT fa ROAD. The 4lane9K cap«019 Is based on 1253 of peak design Rom Y • 031.25 SANlART BNII[ TQ 4 1E00.00 0.M 0,,00 iAlr .4FI AT0 0.00, W.7 Side 00 - 772.5 gad • 1.75 dap • 966 salons. 7. a 9Ct41 M 10*1 AM 001!0 TEES 7710* ATN Al A (09000 TO ALLO. Carr Th. ...41k11,00 gallon 0100,04. Md 0079010001 13974 7004 i1 1.0.0401•. ens Aro .ANRNANM V wee mai M TOM 251010 Eos( Sid. 04 . 1507.5 god • 7.55 00(1 • INN gasone. NE MCOACIO M NSIALLAIKN OF A 4' (!10111 nose corm. er M Use a 2.00 gallon concrete. ad cornowlment stalk tont • ...Mx ASM IEE 0 M ST01. 14 h1(93M .45,3c.. 90.45,3c.MAT 91* 0251 *00 00 0 01 073IK71A RuaM .AxrO0. AND Wm. LLOA. yrp Srrnsce Con61:Ons and Tesln9: 0271 M TN01 a F(RODICAY PINKS aA AS KSMT.CFARO. A Perca0tin 1•3Ing N. Pefamed by A.5.54.347 10. SW 07c, LLC. A .....9 00 rote of 9AI4RE MM.:. a M WES WIN A CMOS N SE obex B• IMPS M 32 mkwlH per nen has Den reported n N. bc017an of N• •uffnq dna proposed ACCESS W Irootmnl/0509106025 Fobs. M 11141300/00007.07 K0P wsT er 7 47 PROTECT, N 00�ainal17 1 fooinuntkolOn t el lop •een 00 ove*oya9 ni/boned by T I 5 Int of sandy 7 .06.0.0 Dlhornp300. 150 70. 0,0•770 7 aa9y Ind. .. R4lpT OAUAM How 04.000, AN0 IMMIX 000 007250. 1 n Y M 1001E M0704001 (IDP 110010 .1157 0 M-1[(07017* rd 94700E to 0 depth of 14 feet explored Fin 000404 .0710 005 000Yeed 01 8 l0 14 feet 10. (MVO COWS. Elge. N-ash/C0ot00M• Sand For (as F.) 7,00700) SAW, 20*30 M MA12T17 FID* 9A7AM 0010 r 070+400 10 00701 501.7 170,0001 Th. Commercial leciity vB naw 009X• dais Rows t0feol1y lower than 11e ao)eel.* 000091 11, mr.O. MOM M MOCKS Th. 4s• el a angle pos. 700017 5''0161(7 Inealm•n1 a7lrn is (0001400004 doe 10 In. M 0.4190015 9070(07 M PCw 00000* H00*41 0100 000 0900*7M groundwater cn0line and Nm rea7a17 high 010091 hast. cede from N0*nr • c0eid 3*. Ob1A1CCS 707 M01 0Ca1017 s lac01 M Oa 770MT3T 100 9(41 70 10154010000 WWI MN M POSCRA730 IL 101410 MT 1a0WS .4510400 4001 M 77 a CAIN Roo ',400 FOR to MMD 974LL M [000100[* TO MOM FLAGMEN, a M 9KM93 EOM 7 5Aro RRA .•1004 M SOTTO 51/rA0 Arg 503.015 M ne ERumldr a M EC SC . 0i(0 010 00100 AS *0755001 MDR 10 1. IS 0003 TREAVVENT KIP 7740 v84,0 pro O Amo AROILIC MW7TC alts 0-050.5 07075 w 100 M TOP SWAM IE\R 0 Me ow, M 17•-0000401 5000 AND Peen... . DSIn*10°. 71E1743 901[ M 0(14190 WIN OTA FAX. IE. M IMear OMR GOA M TOP Or Met-04AN 9314 9IAU. M to e•029 NOT TO 0700 w•. M MSI 42-N77 Cr SAah1 0107 M 050 10*5 Went K SOAK* 3-001e•M5 4PORE Dt 501E640 NAm( 0.71414 MCE 0' E30S54.6 00(6 1025[. TO 01900.0 8A0171 4.17104 DIAa40 700070(100 70 5111(4 MOW TO PACs nu. A SIAM t' 0040 MOS. 6 TO M 7L0D A90. M /00091 W M OWN 9x000 DRAPE Iy09x000 KRIS WALK .1044!0 02 M PEA0AAT4 05,76,1,70 Fax u M 00'1007 EMS M EA00 Foe TSO Sop h0E ym03'tt0 00*TOMD *7005 974E SE ..0001 Born 005 OEM 00110 SAS Tom) 10009.196 710. M 007101 M M SAAR 00.70 To M 700 M M O7M0O1o( LATEX.. IL1AW ODI M -d2. 0 O NLL M w COF OMN4 NITS M ...FAEROES NxKx M1STA1[ATR0C1 1S 7. ITC AL0 TA. MID 97ML M 05041!0 fA M 4700005[400000270.X5 70000 5[40000 sem Yen mypwM 25 s0tm&nee 0•P4 M 200 wt van Yon eslNvew M'F•p 30 NM Aden an, W01r . Won, 30004 OS7W,n0t 51511 NOTES 07744W110008 THE Wert Mot 001 05000140 A A 05004101 BOK M 0170/1101 5K9* FAIL 4 05:•uE0 10 ALLOW FON 0774(07 TO M ECU.LLs 03007122 00 *044.410 0010000 TO M 701000e am 0140101 4' *97707700 025 00+231(0 TO M 970007 D M EAd 00-0 00: SCd, FL0f00A40 05000112501 Not. 1 7700 1 Tiff Ka 3410/ Pt Owa�,3rM ROPEO00, 9OF IRITCC 0504AaL IRC 1070 01[ ro M ASl10. 05 /Ox 9.41 9741 M warodED AT •.400 000 IS Therefore Ile c0mbned ala deo eik be 587 5F. • 7014 SF. • 7595 Sr. os stated wove. SyE M Wr*P,4 aSieRunCN I72S 9741 M e5N4Eb et A 02500 mine tura caro,ned erten con Ids the eopoem, To treat up t0 2300 goo. 71¢rti07e 3451 T•ONO 819700 Lou, a3ACO.'. TIOROFOn M SKILL An. rewind for . 014501600 0101 and row..DsorPNen system moy a OFp1epnetely educed by 0.00 0 srondery Neolmnl CV treatment 0.4 system. Th. mammon, reduction is 5071 however ore deapn Glows fce only 0 100 ,04001.11 mar a conventional system. 000 011CAen 101ili4s ore ndu4ed N the focMbes- Usr,q 0 design percolation rate of 32 mnulea per re, .1171 0 Design Row of 2260 god. The standard absorption sea vouch n yads A (.0 • 00_1.0 where A • Mea 5 1 • tin. n minutes or 1C15.32my7 0d • bow Spa • 220 god Use 2500 974 A . . 7080 • 10 • 2502 S.F. 5 Apply sizing all reduction of 401 To. use of sn*4 pas s•candary geol•.12e son./ 1317 (051) secanday treatment System.A(aedit reduction). 00•.0 • 7 2560 • .6 • 1548 SF.0. (*eh N -ban nil or. (W) s 2 n wide by 4 Fl long (8 S.F. horizontal wens. area) O 11. a ...dna rale (LR) of 25 ed. or S1 of C.S.F. Nu00er 01 E7)01 N -pan onits 7e7V0ed ewa0 *0.190. Glow O4/1.6/Av. / nits 2285 S.F. / 8 SF,/2.5 gsf • 114 unit. Use 116 Iota 0103 ncudingy 1113 26 ,mita N Ina ousting West side dad. Th. total IoW M.0 N be appro.not07 60x of a ca•en4On0 110:0 ase. 101 Fidel ,wuoee 2101 aF nth •001 reaction - 1548 515, Th• The luta/ clasp, e0 the Ne sca0 (0 0700000 CSF 601 is 1595 51 Nat Is W05 • (70 09 62x 0 Na s, .1 a 000)00 ions spun. *00 000 ea01 00 to and trey 15. 70.250 ea. 19 epteme inastaa 03trb4tin 00.30 nd r.'as .A b. ,Mded to teat the no. from men arlem. The West Arum 04 • 772.5 sod N -Pon lnlb 04/1.7./Ave / ni1R 772.5 016 / a 5.7/2.5 oaf • 39 arta Use 00 26 units oast ewe 0 told sand Dose area of 371 5.0. In two 3.5' .0d. R SF long tenches. 00 na con.l0xln9 on 0411000 G3 Bed an the *mi. nM of the System. The Bed .i15 canto. 14 N -Pan units N Iwo ruwe AI 7 over 030' Ina by T 300. Dad wiln 216 SF. Of Friona sand Doll aro. Therefore Ow ata rw rf be 511 Sf. The East System 04 • 1507.5 pod N -den .0,13 00/17 /Au. R Toni 1.00.5 god / a S.F./2.5 921. 25 0050 000 70 We recommend /11n.d coneaten o Gin Bed System now • ...Inc 1ystn1 The 8.4 .A 1257925 76 n -clan un,ls n leu+ rewa of 19 unite .aa0 ow o 7d.' lona by 13' tae Dad AKA o total 1174 SF. of fora WN wren P TOPSOIL LATER 4111 3' AERATED SOL ZONE FILL 115ER OF WPM0 OR NATIVE SOL F0U,st0e7 Farr votn *345.Savo Trull, 1.1.emn4K• Enc•Ooes' ,"254.03 ash Go.. Jooa•11Ftm 090 Ga., Gov Caner. Transom M.0 24sa03 Easing Proposed TOY / P trap,' 90450dnp Aa Axe 906 Poona FauxOD 0.19, 906 WEST EAST Caromed COI. son.* Wks Id 21 15 315 s5 472.5 110100x405016 Nr0MVre Tempos' 5 1s 60 hies Deh TreesW Im.S9u00 In•AOxN shop ('0.a Dna," Guest ...Nor 13 20 2 U 9s n 20 520 15 180 517E 0(NCN MARK ROAR AND ALUMINUM AP LS /9009 IEV. 537942' 510 15 655 10 12 5 60 15 90 De,ah 0 3 15 15 225 E1 sin9 • Prom. 50 1520 15 2280 r FP,POSE:/@T_M -CON1FA.:TOR 14) INSTALL SC OM TrFENCE 91 DIMERS :A7, 7.05(.0 0 ICH-. • 909 j 3 4' 000410 UNE FROM BUILDING' 20 TANK 0 271 AME INSTALL 1010-907 / • :CLEANOUT w/ RISER AND CAP 0 Fl09(0AADE 5310 PROPOSED 2000 GAL 2-00MP CLWCR(7E SEP21C TANK W/ EFFLUENT FILTER. 4NSTALL 40040IrNM 24' OAMEIER (70100ETE RISERS 01ER ACCESS OPENINGS 70 TANK CHAMBERS ALL RISERS TO HAYS TRAFFIC RATED RING AND COVER UDS AT ME SURFACE, TANK. PIPE CONNECTIONS AND RS TO BE 841(409067. LEGEND EXISTING CONTOUR _.__ __44') _- -- EXISTING COMpIRINTERVAI ....... .... ..... .._._.. 1.5710.0 UNCERGROU10 GAS - - EXISTING PROPERTY Let - - - - EXISTING SETBACK ........ ... ..-...r.......-.. E0STIIIGW4000PKE . - r EXISTING OU1NEIN) FENCE \y- E0150010 SEW 00.67» LE �•- EX, STWG GUY WIRE EMISTRN2 POWER POLE EKSTWG FIRE NYOR4NT E*STWG WATER VALVE COSTING 005 METER E0STING ELECTRIC NEVER EXISTING TELEPHONE PEDESTAL EXISTING ASPHALT EOSTINOCONCAETE E05n30 GRAVEL CRVE PROPOSED CONCRETE PROPOSED GRAVEL ORNE PROPOSED SNOW STORAGE ri PROPOSED SECIWTY FENCE SLI PR0P05E0 CONTOUR PRMOSEO CONTOUR INIEIN4 PROPOA Kra, eu -'4.G (01073' wa.R[HL1.'SE+•.. 17!8E 9:.5)' 100._`. .C.: - .' 00019 NOTES: NOTES: I. ALL UTILITIES DOM UNDERGROUND OR OVERHEAD. SHALL BE 4AINTA1N0 N • CONTINUOUS SERVICE THROUGHOUT ME ENTIRE PROD. D. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR ANT DAMAGE T0, 00 w7ERRu900N Cr, SERVICES CAUSED BY THE CONSTRUCTION. 2. MESO UTILITIES AS SHOAL MAY NOT 9090(0EN, ACNAL FIfLD CONDITIONS 1115 THE RESPONSOU00 OF THE CONTRACTOR TO CONTACT ALL VOUTY CCMPAMES FOR FIELD 0.0000 NS OF UTILITIES PRIOR TO CONSTRUCTION. 0 r b E 0 Pr•.11 11 ME 5F-015 M UNITS 04 2 TRNECH(0 MM 73 INSTALLED AT LEVEL GRADE ' OVER 2' M SELECT FILTER SAND. PROVIDES 319 Sr EXISTING ATM(NT/AB50RP1T0N AREA TREATMENT OF 525 G70. 4' EFFL4(N/ UNE TO 0-601 USE 500-20 CASKET 7,9E INSTALLED AT 401. IX WES'i SYSTEM (RCP- OMIT 650 EXPANSION 'INSTALL 26 (110 N MAIN UNITS IN 2 00SF BED. INSTALL AT LEVE GRADE OVER 12' Cr SELECT FILTER SAND. PROWOE5 270 $f. M *009047. 7REATMEMT/AB509PROV AREA FOR TREATMENT Cr 250 GPO. 4' SOLA 500-35 PVC ... cONNECRNiRO0TOEWFOAIE DISTRIBUTION LA -'Ar ST SYSTEM EXISTING 04- SF -INSTALLED 26 EL.EN 105PEC0ON P•' d 7b GET ' .J(y(YAFILTER (CSF) . ' ON/BEAAMENF 8EE00 / E 0 LY1. F- 50 fi..st •1:,:' 3- LARGE (474000rr1BURCx 800 W/ RISERS TO ASCE;BLE U0 SET 6' ABO6 SU ACE < 4'-500* SOR-35 \ ES '1C 0)5B1BLJRON .- LATERALS._ '� 4' OBSERVAi9ON PEl20METER\ Y 87009 IM57ALL 0ROM 80010• ,. __ 1 Ea_, Of SANDUTE* USE A' PVC - W/ M0(46(2 CAP, 540 - SLOTTED RERFCRARONS TO TM C OP 50040 (IIP.) 5OR-35 PERFORATED TION *IRE X5741£0 070 ME ) �• R M 771E IN-ORA10 UN.T5 ' FULL I1NC759 OE EACH h \, PERFORATIONS DOAN* 'J 70,04'057'p GP01FL 01` tZ EY . Eb0 7(01 ZOTIETER INSPECTION Ep57N0 DIYER90N 80 nIC TER FABR (se. tin 4.104 PERFOR4 TED PVC DISTRIBUTION PIPE OT -DRAIN LIM? SBAPANG (25a41E0 PLASTIC CORE NON -MOWN FILTER FABRIC 70JJ' SEf 04(9 RI= 111111 WARinigillii0Netingirliow OM 171 TER SAND LAYER USE CLEAN CONCRETE SAND NATIVE SOIL VARIES 12' 419. INSTAU.0TIP0 NOTES 7. ME BED SHALL BE EXCAVA70 LEVEL 12-18 INCHESa DEEP. PLACE FILTER SAND AND 111DRO COMPACT. REPLACE ANY O014976 LE 500. OR BOULDERS MTM SAND ANO/OR PIT RUN. 2. THE WON M THE EXCAVATION SHALL BE UMITEO TO MACE THE IN -DRAIN UNITS AND A 4 -FOOT WOE BASAL AREA OF SAND MAINTAIN A 41314304 6' mom M SAND BACKFILL AROUND INE TM PERWETER OF THE IN- DRAW UN15. 3. DOM M M NE BENCH SHALL BE FREE OF ORGANIC MATERIAL AND ROLLS 0770* 3-I1406 004NE7ER. IRE BOTTOM OR 751E BENCH SHALL BE 5CARIAED OR RAKED, REPLACE SOL M ROCKS AS NEEDED. 4. ME IN -GRAIN 0MIS SHALL BE INSTALLED LESEL 000 TO END MIN ME PAN7E0 SB7P FACING' UP. S INSTALL PERFORATED APE OSE* THE TOP M THE 100-ORAN UMTS OM CENTER ARD SECURE WIN ONE (LEN CLAMP PER WATT ORIENT PERFORATIONS 00*004RD AT 5 B 7 O'CLOCK. 6. INSTALL FILTER FABRIC OVER PIPE AND TOP OF IN -DRAINS AND DRAPE DOWN ME 50(5 OF ME SAND LAYER. 7. BACKFILL N -MAN SYSTEM OVER FABRIC MN CLEM 3-NC74 MINUS AT RUN MATERIAL AND SUITABLE EXCAVATED TRA. TREE OF ROCKS OVER 3 INCHES IN DIAMETER ASCPO EXCESSIVE COMPACTION OF FILL, AVOID 00*76(rON DAMAGE TO 0157004 ATM (XGAVA00* EQUIPMENT B FINISH CRADE TO PREVENT SVRFACE P4,401f(G. 72' MIM 9(7064TA7E XM APPROPRIATE GROUND COVER AND PROTECT FROM EROSION. IN -DRAIN -SYSTEM DISPERSAL/ABSORPTION/TREATMENT BED N.T.S. xm NIC.PLAN AND DE.0 1.4 SEog, , OM h ` rr� TRANSF Y XC(L EN)050 ER NT TO BE ELL. VERIFIED St (� 17 MS ,ENERGY AMMO ENDRECa Ep57N0 1000 GAL. 2 -COMP CONCRETE SEPTIC TANK '.A]' ;1 T InEE.n J ;,5 • :, W/ (0010EN7 nom INSTALLED 24. 2A0E1ER y63 CONCRETE RISERS 4 FEET DEEP OVER ACCESS [7(10x55 TO TANK 04100(405. INSTALLED BAFfit �' RATED RING AND COVER UDS AT ME SURFACE .- -�`.f-7 El 12 7.1 2 X WV . LO 10' SETBACK 5370-0 (� FROM 10E11 PAC*' ._D GR•lai APER . +ay r0,u`n 1 Or,N 0 4' TALLE0 AT TRIM/110N . 18' ABOVE ADE0 CAP EXCAVATION TO ENGNEER 70 CNECR 4100 7010510E ADC7770V4 DAWNS ANO/O7 00dfICADONS TO DK TREATMENT FIELD DESIGN. PROPOSED GRADES AND Of5 LA TOUT TO BE VERIFIED BY M£ CONTRA/70R AND INSPECTED BY THE ENGINEER ALL OWS INSTALLATIONS. MATERIALS AND BACKFILL i0 BE APPROVED Y 124E ENGINEER CZE , `EJISRN-: NEIL • 'y TR*,-T,'P 70105:011 _ 701rt 7(e1LC 4.'(76 Bl Off -VS \ 2 6" 4 01111ER VALI. TO COURSE CONCRETE TALL • LATER OF SAND OR EOU7ED SEE !WEN 04-0005 DE5444 AND INSTALLATION IASNU4 FOR DETA15 TYPICAL CROSS SECTION 14.7.5 :00,001,:04 CH.:h1EL �.ti �•,: r•Nr 1.':M: �Oa'J( C'.Ef:.Y 6:t 4' EFFLUENT LN FRAM SEPTIC TANK GRAPHIC SCALE (N PEST ) 111054. 40 K WO RISER SECTION NVER M TWO WAY CLEAN OUT DISTRIBUTION BO% W/ RISERS AND LID AT ME SURFACE PROPOSED GRADE 4' PERFORATED 015 TRIBUTIOM LATERALS INURE 015PECDC\V PORT EFFLUENT MTER CUTLET TEE PE1204EIER NSOECDOY RISE SOX PVC GRANTY f08*050RPTOHPIPES LATERALS DISTRIBUTION BOX DETAIL (TUF-TITE SKEMATiC) HT.S 7750400004 LINES AT MINIMUM 23 SLOPE CROSS SECTION SLOPE DETAIL N.T5 U£NT DRAIN UNE AT MWI40M 2x SLOP0 FFLUE5(1170 TATA( CALL BEFORE YOU DIG '104* T DISCHARGE SL UNE CALL ,DUTY 0070011104 T YWY i O.SS SLOPE CENTER OF COLGIADO TWD WAY CLEAN OJT �\ INTER4FDIATE YINI4W 1-800-922-1987 EVERY 10' O7 AT BENDS 111405 MID 4-374 7.44.79. MALMO Mils 0014 0164Css 0.K w 0000 Nina Oe(30. 000h0.Ort� aME 1.1.101111 400110 r1. Oo 0 01 0 w p w U (n- O z w 0 CC0 LI w a Q m (F, UTILITY & OWS PLAN BUILDING PERMIT DATE: 0.23-11 JOB NO. 71094 SHEET CA 12 MINIMUM WOODEN OR FENCE POST ON 8' GENRES -III-111-11111 111��II-111111 111 tl II-IIIi�l1 1=11111I.11T-1 TRENCH OROS. A• E A• 6• (MM'S) ROCK 0R RECYCLED COVCRETE.6• (MINUS) ROCK TYPICAL SILT FENCE CROSS SECTION 8911 • EX 079 - 81.80 EX 102 82.20 EX e ' l3 MIN. M(RAE1 E155TW0 FABRIC; NOTES. MADE 1. ALL ROCK TO 8E REMOVED UPON COMPLETION OF C01ISLRUCTION. 2. PUBLIC 1115111 -0E -WAY TO BET.BEPT CLEAN AND FREE OF MUD. DIRT AND DEBRIS AT ALL TIMES 3. ROOK TO BE REPLACED OR ADDEO TO AS NECESSARY 10 PREVENT TRACKP5 VEHICLE' TRACKING CONTROL 14.1.5. N Q )1 H 36' .1fes CMP 0.17 r EX Base0 C IL88 P 8)51 Piu&' 0:so0r7DN EX750NC BARB RIPE FENCE N / / / 11111' I1 � ' 1 ) I I rl / r 4- AL•: N A1ER' JI1'' .75.5 CtPE 1' �� T \ I \RW 1 6 ;?L'. 01 N -R, T LF 3 ;C :K: RING RING r:1 030.0 - -4-- NOTES Lam. 1. ME MANHOLE STEPS SHALL BE SWILAR N40 MAL 50 ALCOA LLLL AIUUIN1 [TND. 126C.O& 1 PRECAST SECTIONS TO CONFORM i0 ASIY C-478. / �jGp p ^C LLLLLLLLI 3. GROUT PIPE WtM NON-SHRINK GROUT _LLLLLLLLL .LLLLI_LLLL C I-1 1.25' LLLLLLLLL .ILLLLLL. LLL-LL' WORD 'IRRIGAnSf ON COYER SOLD GRATE AA5HT0 14-25 RATED M 24'0.1. M.H. •.-GRATE 122,0-r �� j RING 8 COYER - d 1.3' ��r MATERIAL: DUCTILE MON DUALITY: MATERIAL PULL 1 \\\� I055 18' �� \\\ CORM ��� 3 R MFMWCLO CONCRETE GRADE STANDARD 420470 N-25 RATED CONFORM 10 ASTM 048 - CLASS 300 �� 9 RINGS (YM.) 48/6' WALL YARlES '14 S S PAINT: CASTINGS ARE FURNISHED MM ABUCK PAINT • ' 24' CA51 MOH OR ALUM. MANHOLE STEPS P0541N1N 4000 PS CONCRETE S - O 24" NYLOPLAST DUCTILE IRON GRATE 36'illik. OYER SHELF W VERTICAL UNE Ai 15' IN MAX ECCENTRIC CC1f ' Fi MM FIBER MESH SLOPE PER PUN p m m v N. T.0. 1 li (AS -C i38)T rD' i PRECAST CONCRETE iI=Liu , •--� C 0 U SECTIONS FLL109tt PLASTIC 5GUNG COMPOVNO (RAM-HEK) Ai_•ALL _1 I Pr-01 J5N75 _ l•_ ` - _. .YARiAALE w -�v _ S-y Y d .=s _4' 5• CUSS 6 AGGREGATE BASE PRIS ENGINEERING, ] ICIVIL CONSULTANTS 502 MAIN STREET CARBONDALE, CO 81623 )970) 709-0311 FAX: )970)-709-0313 ��� W—\ CAN EC AMOUNTED ON ANY NGLE00� 035 12'II/I 07µ04D POCiON TO 95)< um ANGLE 8' CUSS 3 AGGREGATE BASE �L- JJ�� SEWERFon ADAPTORSof SIIDP ALL fO5814 SLARKY AND RECOYP514 COURSE STANDARD A PROCTOR. OF 8' pEPM TO 9514 STANDARD STANDARD PROCTOR. YIRIF! 180X 0 PPACI£D 70 95Y PROCTOR ON—SITE CONCRETE PAVEMENT 7-9 DETAIL PRECAST BASE SECnON BEDT. 14.70 T. *5141 SPACING SHALL BE NO GREATER MAN Y BASE DEBAR- /4 O 12. OC DUCTILE IRON 1-20 RATED GRATE EACH NAV. 3 CLEAR "+GM rr TYPICAL. MANHOLE SECTION W BON 048[[14005 1{� .,II 24' } 1 NTLOPLA$T "CATCH-Ir IIt TYPICAL IRRIGATION MANHOLE DETAIL STRAINER BASKET W/ 1EOTEKTILE L N.T.S.4EPLACEABLE M MER BAC OO o 00 0O Do O O COD OttOZTC:go .30- VARIABLE INVERT VARIABLE INLET MO OUTLET HEIGHT CLASS 6 OR 1' OF TOPSOIL ADAPTORS AVAILABLE /-- / 1' MRV 24' VARIABLE OVERALL HEIGHT 2 K) f 6' CUSS 6 AGCRE ALE BASE COURSE `— L COMPASSED 10 9514 STANDARD PROCTOR ' I ') 4'-24' •C24'OL CLASS 3 STRIP44ALL, 11P55L SCARIry COMPACTED AND BALL TO CT 0140941E A M% Cr 8' OEM 10 AGGREGATE BASE COURSE TO 951 STANDARD PROCTER llIN. MIRIFI 180X 951 TO STANDARD PROCTOR. l ^i r 6' MINIMUM 6 VARIOUS ,El n` T �A�T�a$ l .. ON—SITE GRAVELS CTION TMP. -7. SOQ 508-33 SEVER CORRUGATED POYEMYI.ENE SCHEDULE 40 OWY 1* '(2) U40142510IN. 12' I RECOuuENO[D OVERALL HEIGHT 10' Y C ! :'..) .1 • '} ',3 N.T . tI11 SELECT MATERIAL COMPACTED TO 95X STANDARD PROCTOR CORRUGATED PVC RIBBED PVC 24" NYOPLAST DRAIN BASIN VANES l�Yr1•�. / '. . 5;P NYLOPLAST DRAIN BASIN .;; BEDDING OF CUISS B EIEMAAIEDOU 1 12' . ,•. • • . 12' AGGREGATE BASE COURSE ,_ _ GRATET YN%OM 8 000 PSI CONCRETE MM FIBER YESN r _' + lf. 'l F�:b BAYOU WAREHOUSE EXPANASION GARFIELD COUNTY, COLORADO DETAIL SHEET BUILDING PERMIT MMEEIMATE WICIEASN D 00. At NOTES .--. + n 1) BACKFILL MATERIAL SHALL BE PLACED W LAYERS AND COMPACTED AS —_ ..4 � /. • t/ �. IT YK .. -T �y�'. DIRECTED IN 5PECFICATION 022210. SECTION C.1 ARO C.2. CR AS IRECIEO ' BY TME CEOTECHxMAL POKER I `�/f� ,N,� ��° TRENCH CROSS—SECTION FOR //4`'jtfi+�'�J 881 \ �. �� •L _ .. - t J. LIGR MVWxla �� 44990x!1 {!s'9/ FOR IRRIGATION & STORM LINE �A�TDAm PM/GINO OM �y,,, __ r� „ H.T.S.79121 0.461.'ar A®RKARNA'. 4' COMPACTED 3/4' SCREEN ROC( CLAY MATERIAL ���`�� BEDDING AND COYER ,80 . YIN IRENCTI MDM OR ON-91E 3' ECT... KRAL � / '3e L " / yM08104#40PM I FOR PIPE 9RE IB' AND LARGER Uff ELBE DYED APPROVED TRENCH SACKFUL. MATERIAL BY EH0NEER �"�';�. —1rYNCRONG COMPACTED W 8' UFTS , 4YNCHr•24' axr•sGWMY6 1C MY coon UNDISTURBED EARTH> IRRIGATION DITCH CROSS—SECTION j rYNENW VAROIa41FE01 WET CUTLET AYA 14.-4'-LrFOR(YRNLGMEDHPE i=� PDSA12103 SN]EWNLL HWDDR0.WWA1.7 � - 1/4' Bc. 1' YIH SIR 1493140 W . CORRUGATEIAR®EDPVC MOIL NMDA. BOOR AgW . t' TO 1 1/2' ROLL �`� �_ CCM STROME 4V1L 8EASI DL7H fL1M1121.00.00)S7 ICORGMY6 AIDE ARCD V'1k.MTNIiLfTbNO . NOMINAL Ilrr DIAMETER MIX. TREx2' MDM AT A PSHi 12' ABOVE PIPE WngmPn pw+ I OXXr..11AIm MTPE N101W5 � �— A —� CCNAC EJTOAYNOFSOY 33 d 54ALlER LARGE SfOHES L' CSyCRCTE 76' 8 IMCER Bd . 8e + 16' B4 Be ♦ JO' J �J! - K� ETC. of EfC. IF RFO'0 2 1. r.BOMW1aaCD.w00MLiserNA .111.1N1®01ML.. f r.C.Icwkr•PRP aw:IIMCI2 MnNYM11MENA Lxbi I. NAM.,. 9lci EGO 400,86. M8OASIN NO7£5 1 BELL Eh EXCAVATED A7 S bW.w ttM[rnafr nM a > mLmlmam mll B4 PI^E OD ALL BELL . SPIGOTBJOINTS .sRalm.1%EA 9./ LAI RW. IOU. Kt ' m cg I 'Y°14INIALI KO... ���46� UNSTABLE SUBGRADE 4' COMPACTED CONDITIO$ CLAY MATERIAL A IMI. . GPATEOPlICB A ma . GRATE 04.040 Ww4 00 UM. OR ON-L1E r sew M 11M ., Ir wag! Anrw . Pwn , n. ' - A� RE aaxRl iP MOM .1.1 SELECT MATERIAL 70 BE APPROVED R^~ • .Aa. • d" ";,E Ky1 T 1 • st ; —,,,,,r,- I 11 CLASS 'B BEDDING REQUIREMENTS Or ENSNEER I v Esa ; r IMaa r M I n'.. IA ,,,,„a,Y,� .. FOR IRRIGATION & DATE: 8.2317 - r ..... bitlf•,�r OM w• STORM LINE DITCH CROSS—SECTION .NoimoY,, ,,, aeml A AGYE m ANTE, Lal Monte tw... N'�m EY 4 H.T.S. N.T.S. JOB NO. MU SHEET C6 III 11I1 y> y / / / 5 `\\\ \ LEGENDCONouR /� 1 IO 11:1 111 11 1 1 I- ( _' ./..:' /1 // ,/ ' //. •.: ....1 5�, ( / / / / /.•'•\ \ \• II EXISTING ` EPSTWG CONTOUR INTERVAL 1 //.? T�, I _ EAST BER GS /y��6 • �5/ �/ �/ /• / / y3"9 .\ \C''', / t / 55 / •/ OAILeU,r L,N( PT S_ I 1: f \\ _- EAST,RO SETS4O( / / A E+'611,, CRAPE!. / 0� \ II EASiwG WIRE FENCE nn8 Surer ACE ��. I N➢ ( / \ / EASTwG OWNl11X FENCE / 5J / ...` NE )Y ," \)9 E5 A• •�.\ rR' `. --/—,----/--)--ERSTE* SEVER MANGLE E6STWG �9UYIMRE 11: i 1 /. • 1 \ OXERP EASiING POV.ER POE / .e I . - v 531 V si'➢-x0 o ICH y, / 111 { / 17� / / 11:13!. ! � :A. /' \\\\ EMIG. PRE HDNM '75. _ / l� / - - y r _ : l• •••.. / :.i\ nF1 \'\... E%ISTWG WATER VN.�,E ! I I. - • ./ /�.) _ I / / 1I )C. 5,/ / ! _ `•'=7R=�Fy>,AN NOT EF . D r J.a: Fr_FN •l: `�V I 'C ' /// IO ' \• 'J� G • FASTING WS METER .10'' '` ( f •. \(/ --. ''•• •� J +C FASTING ELECTRIC METER I r •..\ 'S 2' .. '� ECSTItYu TELEPHONE PEDESTAL INITIALS DATE OESIGNEDBY OON 8.23.11 ORAWN BY DON 8.23.11 CHECKED BY IN '� t 3 I 1 1 ' [ ,; II, If{ / 1 1 ` / 1 1 t \ 7J _ 1 1 ` sc_ r I I 0 I n' .LL AL 6 iD.N ,AFFICE x OL JE +:Y CP{%fG R 5 FCCP I• :_•G'� _"' S: a `c � PRP. I I ��'•t�•,\ ` /l�• � EASiING A511U1T ' SEPD 7ANN I \ \ � N , Ei15DNG O0KT¢TE I _ f oF: WcEO :\ > ' / G, - . •�•i EAST/NG GRAVEL [ME �Ol 1 ttsl'�a'I O: I:N � . T PROPOSED CU+CAER / �' \S PROPOSED GRAVEL CWVE lD 'i \ 4• PROPOSED SNEER STORAGE III 1/ j/ I 'I\1 / �. A• 1 •i31 // 1, Ill /1 1 -\ / II!1 1 I (,- r f I• / _� (UL \ II • 1 / ® PROPOSED GONTOUtIN1ERJAl \ \, f� �--Cc+rLrT �C:`E'reu; \�\ 1' .'' \ \\.j\ I \ 11101" \ ,..--....., ....,-.7 • E)GAS-0.n EY CA S.,t ;P E2 ,� .1.00. 1 I}fW 1 1 T r. 1A 5 �J -' - 1 ' 1 >• , 1' + ! •1 .04 If r9 406-W I v R =n 80 _ PROPOSED , 1 SEPTIC FIELD \ 1 lI iii l lli�'•�- -'- ilii\,_ 14 - . rD I \�\ • \ 7111 h \ '1\ .I, eI ,.. - 11 &OPE gD !1 — 1 ( \ TF 79 91 - - m Cr GAS-PM EF 23 54 4 .... \ 1 .4-:,:,..' �� {.�� ... I— / 0111(0 f - -- - 1 . \ ` E IXfAN 4.14,6.s:0177,. =� .. - Imo f4� . Q: Y +.. Galitig r.. Amp -\ \ -\ A, ;�'_ t ./Jt� _.� \. o_.cr.; _ --. —. J �/1 � 4211 �'' Ir...1 B �—.`-, I- \ c7 \ \• 65 f II 9 ADS-N12 i ' O 030; ROPE v\ \\t \ ex_ `� t \ 6.57.17 �> `\- ` �Ti \ \. V FA `.:-r, I+LL \1z , i= .- _ —.---_ -ice '- 1\ E - f ,-Eu 1- __+.. BT V"N_. l nOf . - _ - !TZ .� ma =_ _ ._ � I V 6071F 17•I AOS-M12 5'9 MANHOLE +61.73 55380.95 t`�` !(� \ _ • • -0.5011 SLOPE_ \ + z+,•......,...........7-.--.7- P - _ .� r'FP .,.t OCV VnU.lCL Ft)�.•.12:/Y RIM: CALL BEFORE YOU DIG — — �= /` — ` r — -77.--"--••••••" we 637596 CALL MY( NOnTICAT10N _ `-- `_�`--�4� --rte~......;--7-76-"=-. CENTER CF COLORADO GRAPHIC SCALE 800-922-1987 •• '4'.&_E ---..-r.„.....,.. =-......- * " ---� STA. a+niai no 92-1 / '• !irif 5179 12+43.33 o Is800 m Kms. ra IPM, a ())1- V- $37212 •, •�. / f NY. 53729] AVIA 5312.60 M WORE MR IMM OROZ OR MAYA. _ i(d 33971 4 FEET 1 Tu. eR WORK ulurcOr s 1 166/9 - 40 R `. :1:;47 4'• �'/ —mac YAJJw•1 " BAYOU WAREHOUSE EXPANASION GARFIELD COUNTY, COLORADO IRRIGATION PLAN BUILDING PERMIT PREEN LAIC SO«y IIN COIT RO. 221 0a 3 3388 i i RELOCATE 880S8 E1WS PROPOSEO-c-VMWC GR lAE und. 330" COSER CENRRUNE Pr LRRlWRON LDC • ,�O OF 1•71CARRw UNE WtinnMg OppQ{ ,UNE a;Yh?y SOY I.LL• S34 to.r s� fASRNC E� InGffE �; i•S yy FlMSN L TE INE g` SJ81 36 NOMA �' Cr URRM.AD(w UNE EA$RNG GRADE y•EIN/SHED • GRADE Or ERMGAUON LINE I O DEHffA609 34114.490N UNE j MINX GRADE 5380 109Z/' 17i A ` \\V e CYIIILRIINC Of URRIGARCN UNE 1liillll____ AMR I _._- -- - 1 r:2•.456-N12 --- wRIG4RGN ORNUNE E �,� 1 3376 _- .- - 607 IF 42.9 405-N12 0 -07011 5/.001 t- - SCALE: HORIZ. 1•=40' t,•um • T 3372 VERT. 1 =4 DAft'Y 5061' 8 a8 n ^8 ola ^.2 n ^ �^ e ^8 o vm.0 'Mh^. ^ ao ^R • X '^In ?n R� te-^ ^.o w 'r.r, `� '�"Zn "M n "en o ,p P. cn ...R ',n h212 ot.';.1, r...‘* n ^ '+ DATE: 823.11 JOB N0. 110&. SHEET C3 1.00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 /7000 12+00 01 L — R BUILDING SYSTEMS GROUP 1050 North Watery Lane Ph: (435) 919-3100 Fax: (435) 919-3101 Brigham City, UT 84302 J&M STEEL SOLUTIONS, INC. 894 WEST STATE STREET LEHI, UT 84043 Attn.: MARVIN GOECKERITZ Project Location: NBS Project #: RIFLE, CO 81650 U11 G0405A Version 2.7 (6/24/11) by TLA / DJE August 30, 2011 Project Name: BAYOU WELL SERVICE WAREHOUSE Buildings: A ->80'-0"x 165'-0"x34'-0"(RCG,1.0:12); B ->1.5'-0"x3 V -4"x 11'-0" (LCS,1.0:12) This Letter of Design Certification ensures that the materials supplied by Nucor Building Systems are designed in accordance with the information specified to Nucor on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not Nucor Building Systems) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. The Professional Engineer whose seal appears on this Letter of Certification is employed by Nucor Building Systems, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. DESIGN LOAD CRITERIA: Structural Loads Applied in General Accordance with: MBMA Occupancy Importance Classification: IBC 2009 II - Standard Buildings PROJECT -WIDE LOADING INFORMATION: Ground Snow Load: 58.0 psf Roof Live Load: 20.0 psf Snow Exposure Factor,Ce: 1.00 Snow Imp. Factor, Is: Reducible As Per Code. 1.00 Wind Velocity: 90 mph Is Roof to meet UL 90 Requirements?: Yes Wind Exposure: C Wind Importance Factor, Iw: 1.00 Seismic Criteria: Design Sds / Sdl: Seis. Imp. Factor, Ie: Seis. Design Category: Ss:0.333 S1:0.072 0.340/0.115 1.00 C • 20% of flat roof snow included in seismic calc's. Analysis Procedure: Equiv. Lat. Force Procedure Basic SFRS: Not Detailed for Seismic Site Class: D BUILDING -SPECIFIC LOADING INFORMATION: Roof Dead Collateral Dead Snow Wind Seismic Bldg • (psf)* A 3.5 Pri (psf) 5.0 Sec (psf) 5.0 Ct 1.0 Cs 1.00 Ps (psf) 40.60 Enclosure Enclosed GCpi ± 0.I 8 R 3.00 Cs 0.079 V (kips) 54.0 B 7.5 5.0 5.0 1.0 1.00 40.60 Enclosed ± 0.18 3.00 0.079 2.0 i Mezzanine Information: Floor Dead Load: 50 psf Crane Information: No cranes on building. Floor Collateral Load: 5 psf *Primary Structural Not Included Floor Live Load: 80 psf Roof -Top Unit Information No roof -top units on building. The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: • AISC Specification for Structural Steel Buildings - Steel Construction Manual, 13th Edition, © 2005. • AISI North -American Specification for the Design of Cold -Formed Steel Structures, Latest Edition. • MBMA Low Rise Building Systems Manual, Latest Edition. • AWS Latest Edition of Structural Welding Code. • IBC codes are designed using the latest version of ASCE 7. • Deck provided from Vulcraft - Norfolk, NE which is an SDI -member company. ceded from Vulcraft - Brigham City, UT which is an SJI-member company. • IAB M R Excellence from the ground up Design Engineer: Brooks Blackmer ACCREDITED AC472 C:11 1=1 BUILDING SYSTEMS GROUP 1050 North Watery Lane Ph: (435) 919-3100 Brigham City, UT 84302 Fax: (435) 919-3101 R1 Version 2.7 (6/21.11) by TL I %D.R: Page: RI of R8 Date: 8/30/2011 GENERAL INFORMATION FOR COLUMN BASE REACTIONS 0 FOR REVIEW QQ FOR CONSTRUCTION Project Name: BAYOU WELL SERVICE WAREHOUSE NBS Project Number: U1IG0405A Customer: J&M STEEL SOLUTIONS, INC. Nucor Engineer: Brooks Blackmer Colunm base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked "FOR REVIEW" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X (+ to right) > +X GLOBAL Y (+ upward) GLOBAL Z (+ counter -clockwise) Z Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. NIP PIM Excellence from the ground up Ale ACCREDITED AC472 BWB NUCOR BUILDING SYSTEMS Frame : FAME LINE 1 Job Name: BAYOU WELL SERVICE WAREHOUSE Sob 0: 011604058 By: NBSUT\bblackmer 44' DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE 4" 37.3 15.00 6 1.07 12.00 25.00 25.00 3 34.00 Member C0101 COLO2 X Y 1 (kips) (kips) (kip -ft) LOAD CASE COLO1 COLO2 C01.03 COL04 COLO5 COLO3 Member 1 - DEAD 0 1 0 O 3 0 O 3 0 O 3 0 1 2 0 LOAD CASE COLO1 001.02 COLO3 C0b04 COLO5 12.00 Page: Date: 08-26-11 File: E01 v 15.00 O ? 1.07 34.00 60104 COLDS X Y 2 (kips) (kips) (kip -ft) LOAD CASE 8 - WIND CASE 2 TO LEFT COLO' 0 -2 0 COLO2 0 -6 0 COLO3 0 -6 0 COL04 0 -10 0 COLO5 -1 -4 0 2 - COLLATERAL. 0 1 0 O 3 0 O 2 0 O 3 0 1 2 0 LOAD CASE COLO1 COLO2 COLO3 COL04 COLO5 LOAD CASE 9 - LONG. WAND 1 TO BACK 000.01 -1 -2 0 Cobol. -3 -10 0 COLO3 -4 -e 0 COL04 -3 -10 0 COLO5 -1 -3 0 3 - ROOF LIVE 0 2 0 O 9 0 0 3 0 0 9 0 1 5 0 LOAD CASE 10 - LONG. WIND 1 TO FRONT COLO1 1 -2 0 COLO2 3 -10 0 00103 4 -0 0 COL04 3 -10 0 COLO5 1 -3 0 LOAD CASE 4 - SNOW COLO1 0 3 0 COLO2 0 18 0 COLO3 0 14 0 000.04 0 18 0 COLO5 1 15 0 LOAD CASE 11 - 501504IC TO RIGHT Cobol 0 1 0 COLO2 0 1 0 COLO3 0 -1 0 COL04 0 -1 0 COLO5 -1 -1 0 LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO] 0 -1 0 COLO2 0 -3 0 COLO3 0 -5 0 COiO4 0 -3 0 COLO5 -1 -3 0 LOAD CASE 12 - SEISMIC TO LEFT COLO' 0 -1 0 COLO2 0 -1 0 COLO3 0 1 0 C0L04 0 1 0 COLO5 -1 -2 0 LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 0 -1 0 COLO2 0 -3 0 COLO3 0 -4 0 COL04 0 -3 0 COLO5 -1 -3 0 LOAD CASE 13 - ALTERNATE SNOW 1 COLO1 0 2 0 00602 0 23 0 COLO3 0 12 0 COL04 0 6 0 COLO5 0 1 0 LOAD CASE 7 - WIND CASE. 2 TO RIGHT COLO1 0 0 COLO2 0 -10 0 COLO3 0 -6 0 001.04 0 -6 0 001.05 -1 -4 0 LOAD CASE 14 - ALTERNATE SNOW 2 COLO1 0 1 0 COLO2 0 6 0 COLO3 0 12 0 COL04 0 23 0 00605 0 2 0 R2 BWB -NUCOR BUILDING SYSTEMS Job U: 01100105A Frame : FRAME LINES 2-5 By: NBSUT\bblackmer Job Name: BAYOU WELL SERVICE WAREHOUSE 111 DESIGN SUI9iARY - FRAME REACTIONS BY LOAD CASE ..1 1. V � z x 12.00 1.00 80.00 Page: Date: 08-26-11 File: F01 37.33 34.00 Member 12.00 1.00 COLO1 C0L02 X Y X Y 2 (kips) (kips) (kip -ft) 1 Member (kips) (kips) (kip -ft) LOAD CASE 1 - DEAD LOAD CASE 11 - LONG. W1N0 2 TO BACK COL01 3 8 0 COLO1 -2 -18 COL02 -3 9 0 COL02 2 -20 0 0 34.00 LOAD CASE 001.01 COL02 2 - COLLATERAL 1 LOAD CASE 12 - LONG. WIND 2 TO FRONT G 0 I C0L01 -2 -18 -2 7 0 I COLO2 2 -20 LOAD CASE 3 - ROOF LIVE COLO1 8 COL02 -8 LOAD CASE 4 - SNOW COLO1 16 COL02 -16 0 0 24 27 0 0 LOAD CASE 13 - 1.0N6. WIND 3 TO BACK COLO1 1 -4 00102 -1 -7 0 0 LOAD CASE 14 - LONG. WIND 3 TO FRONT' 47 0 1 COLO1 1 -4 59 0 1 00602 -1 -7 LOAD CASE 5 - WIND CASE 1 TO RIGHT COL01 -13 -14 COL02 -5 -3 LOAD CASE 6 - WIND CASE 1 'L0 LEFT COL01 5 -1 COL02 13 -15 0 0 0 0 LOAD CASE 15 - LONG. WIND 4 TO BACK COL01 1 -12 COL02 -1 -14 0 0 0 0 LOAD CASE 16 - LONG. WIND 4 TO FRONT COL01 1 -12 0 COL02 -1 -14 0 LOAD CASE 7 - WIND CASE 2 TO RIGHT COL01 -13 -22 COL02 -5 -12 0 0 LOAD CASE 17 - SEISMIC TO RIGHT 00101 -4 -3 00102 -4 2 0 0 LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 5 -9 CO102 13 -24 0 0 LOAD CASE 18 - 5EISMIC TO LEFT CO1.O1 4 3 COL02 4 -4 0 0 LOAD CASE 9 - LONG. WIND 1 11O BACK COL01 -2 -11 COL02 2 -13 0 0 LOAD CASE 19 - ALTERNATE SNOW 1 001.01 13 48 0 COL02 -13 27 0 LOAD CASE 10 - LONG. WIND 1 TO FRONT 1 LOAD CASE 20 - ALTERNATE SNOW 2 COLO1 -2 -11 0 1 C0L01 13 27 0 C0102 2 -13 0 1 COL02 -13 48 0 R3 BWB NUCOR BUILDING SYSTEMS Job 0: 01100405A Frame : MAID: LINES 617 By: NBSUT\bblackmer Job Name: BAYOU WELL SERVICE WAREHOUSE **' 0151011 SUMMARY - FRAME REACTIONS BY LOAD CASE *'* 37.33 34.00 Member 80.00 Page: Date 0s-26-11 -11c: F02 12.00 1.03 I-- 12.00 1.00 00L01 C0L02 W Y 5 Y 2 (kips) (kips) (kip -ft) Member (kips) (kips) (kip -IL) 34.00 LOAD CASE 1 - DEAD COLO1 3 001.02 -3 98 0 0 LOAD CASE 12 - KONG. WIND 1 TO FRONT 00201 -2 -12 00LA2 2 -12 0 0 LOAD CASE .. - COLLATERAL 1 LOAD CASE 13 - LONG. 11I110 2 TO BACK COLO1 3 1 0 1 COLO1 -2 -20 00202 -3 7 0 001.02 2 -20 0 LOAD CASE FLOOR DEAD LOAD CASE 14 - LONG. WIND 2 TO FRONT COLO' 1 10 0 1 COLO1 -2 -20 COL02 -1 10 0 1 COL02 2 -20 LOAD CASE 4 - ROOF LIVE 1 LOAD CASE 15 - LONG. WIND 3 TO BACK 00001 9 26 0 1 Cobol 1 -5 COL02 -9 26 0 1 COL02 -1 -5 LOAD CASE 5 - FLOOR LIVE C01.01 1 COL02 -1 13 13 LOAD CASE 6 - SNOW COLO1 17 52 COL02 -17 52 0 0 00 0 0 LOAD CASE. 16 - LONG. 11I110 3 TO FRONT COLO1 1 -5 0 COL02 -1 -5 0 0 0 LOAD CASE 17 - LONG. WIND 4 TO B.4 CP. COLO1 1 -13 0 COL02 --1 -13 0 LOAD CASE 7 - WIt1D CASE 1 TO RIGHT COL01 -11 -13 COL02 -7 -4 0 0 LOAD CASE 18 - 10110. WIND 4 TO FRONT COLO1 1 -13 COL02 -1 -13 LOAD CASE 8 - WIND CASE 1 TO LEFT COLO1 2 -4 COL02 11 -13 0 0 0 0 LOAD CASE 19 - SEISMIC TO RIGHT COLO1 -14 -5 0 COL02 -5 5 0 LOAD CASE 9 - WIND CASE 2 TO RIGHT COLO1 -11 -21 COL02 -2 -12 0 0 LOAD CASE 10 - WIND CASE 2 TO LEFT COLO1 -12 COL02 11 -21 0 0 LOAD CASE 20 - SEISMIC TO 1,101 00001 5 5 0 COL02 14 0 LOAD CASE 21 - ALTERNATE SNOW 1 COLO1 14 52 0 COL02 -14 29 0 LOAD CASE 11 - LONG. WIND 1 TO BACK COLO1 -2 -12 COL02 2 -12 0 0 LOAD CASE 22 - ALTERNATE SNOW 2 001.01 14 29 COL02 -14 52 0 0 R4 BWB BROOKS BLACKMER U1100405A JOB NUMBER JOB NAME: YYOU WELL SERVICE WAREHOUSE ENDWALLWIND COLUMN & MEZZ COLUMN REACTIONS W 0 ❑ Z_ > O 0 FLOOR DEAD FLOOR LIVE FLOOR LIVE I 0) s — N > N ao rn mry co Y ,o ry M 1 N M NM Column: W W W W U U U U 0) c r` N r- r Li J 0 fT W co a 0 1 FLOOR DEAD FLOOR LIVE FLOOR DEAD FLOOR LIVE I co Yo N ao rn mry > in a Y rt 1 N M NM c W W p U U Li 0 a) c to co N N J 0 N 0 m m NUCOR BUILDING SYSTEMS Job P: 1111G0405A Frame : GRID LINES A6G 0 FL 3-4 By: BNB Job Name: BAYOU WELL SERVICE WAREOOUSE it* DESIGN SUMI4ARY - FRNIE REACTIONS BY LOAD CASE "' Member �f 25.00 X 4 12.00 2 Paye: Date: 08-25-11 File: F98 34.00 COL01 COLO2 N Y 1 (kips) (kips) (kip -f I) Member 34.00 2 (kips) (kips( (kip -ft) LOAD CASE 1 - DEAD LOAD CASE 9 - LONG. MIND 2 TO FIRONT COLO1 1 2 0 COL01 0 0 0 COL02 -1 2 0 1 COL02 0 0 0 LOAD CASE 2 - WIN❑ CASE 1 TO RIGHT COLO]. -5 -9 COL02 -4 9 0 0 LOAD CASE 10 - LONG. WIND 3 TO BACK COLO] 0 0 C0L02 0 0 0 0 LOAD CASE 3 - MIND CASE 1 TO LEFT COLO] 4 9 COL02 5 -9 0 0 LOAD CASE 11 - LONG. WIND 3 TO FRONT COLol 0 0 0 C0L02 0 0 0 LOAD CASE 4 - WIND CASE 2 TO RIGHIT 1 LOAD CASE 12 - LONG. WIND 4 TO PACK COLO] 0 0 0 1 COLO1 0 0 COLD2 0 0 0 1 COL02 0 0 LOAD CASE 5 - WIND CASE 2 TO LEFT COLO] 0 0 C0L02 0 0 0 0 0 0 LOAD CASE 13 - LONG. MND 4 TO FRONT COL01 0 0 COL02 0 0 0 0 LOAD CASE 6 - LONG. WIND 1 TO BACK 1 LOAD CASE 14 - SEISMIC TO RIGHT COLO] 0 0 0 1 COLO' -6 -12 COLO2 0 0 0 1 COLO.^. -5 12 LOAD CASE 7 - LONG. WIND 1 'PO FRONT 1 LOAD CASE 15 - 5EI5MIC TO LEFT C0L01 0 0 0 1 COLO' 5 12 C0L02 0 0 0 1 COL02 6 -12 LOAD CASE 8 - LONG. WIND 2 TO BACK COLO1 0 0 COL02 0 0 0 0 0 0 0 0 R6 BWB NUCOR BUILDING SYSTEMS Job O. 01100405A Frame GRID 1.I14E5 RAG 0 FL 6-7 By: BNB Job Name: BAYOU WELL SERVICE WAREHOUSE •" DESIGN SUMMARY - 68214E REACTIONS BY LOAD CASE **' Member V Z -P 6 23.6 7 0.00 12.00 34.00 COLO1 00002 34.00 Page: Dace: 08-25-11 File: 099 2 X Y E (lips) (kips) (kip -ft) 1 Member )kips) )kips) (kip -ft) LOAD CASE 1 - DEAD 1 LOAD CASE 9 - LONG. WIND 2 TO FRONTCO001 1 2 0 1 CO001 0 0 0 00002 -1 2 0 1 COL02 0 0 0 LOAD CASE 2 - WIND CASE 1 TO BIGHT i LOAD CASE 10 - LONG. WIND 3 TO BACK COLO) -3 -7 0 COLO1 0 0 0 00002 -3 7 0 I COL02 0 0 0 LOAD CASE 3 - W1140 CASE 1 TO LEFT C0001 3 7 COL02 3 LOAD CASE 00001 COLO2 0 0 LOAD CASE 11 - LONG. W14D 3 TO FRONT CO001 0 0 0 COLO? 0 0 0 4 - WIND CASE 2 TO RIGHT 0 0 0 0 00 LOAD CASE 12 - LO14G. WIND 4 TO BACK COLO] 0 0 COL02 0 0 0 0 LOAD CASE. 5 - WIND CASE 2 TO LEFT 1 LOAD CASE 13 - LONG. WIIID 4 TO FRONT COL01 0 0 0 1 CO1.01 0 0 COL02 0 0 0 1 COL02 0 0 LOAD CASE 6 - LONG. WIND 1 TO BACK COLO. 0 0 COL02 0 0 0 0 0 0 LOAD CASE 14 - SEISMIC TO RIGHT COLO]. -16 -17 COLO2 -8 17 LOAD CASE 7 - LONG. WINO 1 1'O FRONT COL01 0 0 COL02 0 0 0 0 00 LOAD CASE 15 - 36137480 TO LEFT COLO1 E 17 C0L02 16 -17 0 0 LOAD CASE 8 - LONG. WIND 2 TO BACK 0O1.01 0 0 COL02 0 0 0 0 R7 BWB NUCOR BUILDING SYSTEMS Job 8: U1160405A Frame : FRAME LINES 1&2.1 By: NBSUTVbblackmer Job Name: BAYOU WELL SERVICE LEAN-TO `•* DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE '•• 11.00 0.95 15.83 12.00 0L01 COLO2 Page: Date: 08-26-11 File: FlO 12.25 X Y 2 X Y Z • Member (Mips) (kips) (kip -ft) ) Member (kips) (kips) (kip -ft) LOAD CASE 1 - DEAD 1 LOAD CASE 10 - LONG. WIND I TO FRONT COL01 1 2 0 I COL01 1 -2 0 LOAD CASE 2 - COLLATERAL 1 LOAD CASE I1 - LONG. WIND 2 TO BACK COLO) 1 1 0 COL01 1 -2 0 LOAD CASF: 3 - ROOF LIVE C01011 0 LOAD CASE 12 - LONG. WIND 2 TO I'RONI COLO' 1 -2 0 LOAD CASF. 4 - SNOW LOAD CASE 13 - LONG. WIND 3 TO BACK COLO1 1 11 0 CObOl 1 -1 0 LOAD CASE 5 - HIND CASE 1 '1'O RIGHT 1 LOAD CASE 14 - LONG. WIND 3 TO FRONT COLOI -1 -2 0 1 COLO1 1 -1 0 LOAD CASE 6 - WIND CASE 1 TO LEFT 1 LOAD CASE 15 - LONG. WIND 4 TO BACK COLO] 1 -1 0 i COLO]. 1 -2 0 LOAD CASE 7 - WIND CASE 2 TO RIGHT 1 LOAD CASE 16 - LONG. WIND 4 TO FRONS' COLO] -1 -3 0 1 COLO]. 1 -2 0 LOAD CASE 8 - WIND CASE 2 TO LEFT 1 LOAD CASE 17 - SEISMIC TO RIGHT COLO' 1 -2 0 1 COLO1 0 1 LOAD CASE 9 - LONG. WIND 1 TO BACK 1 LOAD CASE 18 - SEISMIC TO LEFT COLO] 1 - 2 0 1 COLO1 0 -1 0 0 R8 BWO PI BUILDING SYSTEMS GROUP 1050 North Watery Lane Ph: (435) 919-3100 Brigham City, UT 84302 Fax: (435) 919-3101 Name: Title: Affiliation: Date: MBMH STRUCTURAL DESIGN CALCULATIONS FOR J&M STEEL SOLUTIONS, INC. 894 WEST STATE STREET LEHI, UT 84043 PROJECT BAYOU WELL SERVICE WAREHOUSE 28730 HIGHWAY 6 & 24 RIFLE, CO 81650 NBS Project No. U11G0405A Design Engineer = Brooks Blackmer Stamping Engineer = Grant Roth Al Version 2.7 (6/24/11) by TLA / DJE PROJECT DATA Structural Design Calculations - Pages 1 to 227 Column Base Reactions - Pages R1 to R8 Grant Roth Professional Engineer Nucor Building Systems August 30, 2011 Professional Seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. Excellence from the ground up ACCREDITED AC472 BWB ri BUILDINGS GROUP A DIVISION OF NUCOR CORPoRAnON IBC 2009 Wind Loading A2 Project No.: U11 G0405A Description : -OU WELL SERVICE WAREHC Engineer : Brooks Blackmer Date : 8/23/2011 (per ASCE 7-05 Standard with A1S12007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Version: 1.4 (Date: 03/23/11) By ADM / DJE Building Name: WAREHOUSE BLDG Building Type: Gable Roof: Nucor Classic RoofrM Bldg. Width [B]: Dist. To Ridge [W]: Bldg. Length [D]: Left Eave Ht. [LEH]: Right Eave Ht. [REH]: Left Roof Slope: Right Roof Slope: Bay Width [Bay]: Purlin Trib. Width [P]: EW Girt Trib Ht. [GE]: SW Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: EW Col. Trib. Width ICE]: SW Col. Trib. Width [CS]: 80.0000' 40.0000' 165.0000' 34.0000' 34.0000' 1.00:12 1.00:12 25.0000' 5.0000' 3.7500' 3.7500' 13.0000' 25.0000' 20.0000' 25.0000' BSW Top -of -Parapet: Opening Area: FSW Top -of -Parapet: EW Top -of -Parapet: Loa dipg TnfOrn ati r; l Wind Speed: 90 mph Wind Exposure: C Occupancy Category: 1I - Standard Buildings Building Porosity: Enclosed Interior Partition Walls? No Geuetul,Load ng Calculations ,, I' h: 34.0000' Kd: 0.85 1.00 lc or Kh: 1.01 1.00 G: 0.87 R;: 1.00 GCR;: ± 0.18 qh: 17.78 psf Components and Cladding[ Walls,. = Item 8.00 ft. Tributary Arca (ft2) Pressure Zones 4,5 (psf) Suction Suction Zone 4 Zone 5 (psf) (Ps) Sidewall Wind Column Endwall Wind Column Sidewall Girt Endwall Girt Wall Panel 850 $$ 680 14.40 $$ $$ -16.00 -16.00 208 15.47 -17.07 -18.15 56 17.08 5 19.20 -18.68 -20.80 -21.35 -25.60 Note: Value of GCp in results above reduced by 10% per Note 5 of Figure 6-1 IA since slope angle is < 10°. $$ - Trib Area >= 700. Use appropriate M WFRS load here instead. BWB IBC 2009 Wind Loading Continued... inlittS1000111/WINIMPSHINSIEMPageitere flys el "11 A3 -42212.4:1,1, ra Case 1: Windward Total Load Case 2: Leeward Total Load Item BSW Parapet FSW Parapet EW Parapet Maximum Projection (ft) Ktpar (ps0 Windward Leeward Total Load.Total Load (psf) (psf) C.OD11204,elpflaDdqaddifigiRilinfC:1!!l: a r _ _ Applicable Roof Slope Angle = 4.76 deg a = 8.00 ft. Tributary Pressure Item Purlinlloist Panel Fastener Area (ft2) 208 5 5 Suction in Zones All 1 2 (ps1) (psf) (PM.) 10.00 -19.20 -22.75 2' (Ps0 3 (psf) 3' (psi) -22.75 10.00 -20.97 -35.19 -52.97 10.00 -20.97 -35.19 -52.97 Values Below are for Overhang Portion of Roof Purlin/Joist 208 Panel 5 -24.39 -24.39 i -14.22 -30.22 -30.22 Fastener 5 -30.22 -30.22 -49.77 -49.77 IVOIlftWili.jf11.F4,f101/R10'Sj$DIDgic. Y,S.:(010011107114DIVia011ibill:life70 i6' NinahldrApiirM9*MgraiiMMiiininq !.32,1212101.1111211lB11111122412:71211111l IB Internal Suction Wind Direction WIND WI R W1 L W3R W3L } Internal - Pressure -.- Wind Direction WIND W2R W2L W4R W4L Applicable Roof Slope Angle = 4.76 deg a = 8.00 ft. Transverse Wind Direction Item W IR WIL W2R W2L W3R W3L W4R 1 W4L CI: Load, (psf) C2: Load, (psf) C3: Load, (psf) C4: Load, (psf) C5: Load, (psi) C6: Load, (psf) 0.58 10.31 -0.51 -9.07 -0.11 -1.96 -0.19 -3.38 0.22 3.91 -0.87 -15.46 -0.19 -3.38 -0.11 -1.96 -0.51 -9.07 -0.55 -9.78 0.58 10.31 -0.47 -8.35 -0.27 -4.80 -0.27 -4.80 -0.27 -4.80 -0.27 -4.80 -0.63 -11.20 -0.63 -11.20 -0.47 -8.35 -0.55 -9.78 -0.87 -15.46 0.22 3.91 -0.63 -11.20 -0.63 -11.20 Edge Zone Pressure Coefficients W1R & Item W3R WIL & W3L W2R & W4R W2L & W4L CIE: Load, (psf) C2E: Load, (psf) C3E: Load, (psf) C4E: Load, (psf) 0.79 14.04 -0.25 -4.44 0.43 7.64 -0.61 -10.84 -0.89 -15.82 -0.35 -6.22 -0.35 -6.22 -0.89 -15.82 -1.25 -22.22 -0.71 -12.62 -0.71 -12.62 -1.25 -22.22 -0.25 -4.44 0.79 14.04 -0.61 -10.84 0.43 7.64 BWB A4 IBC 2009 Wind Loading Continued... tg7 gt •ec09n: Internal Suction WIND W5B W5F W7B W7F Internal Pressure on gio WIND W6B W6F W8B W8F Item Applicable Roof Slope Angle = 4.76 deg a = 8.00 ft. Longitudinal Wind Direction W5B 's W5F W6B W6F i W7B W7F W8B W8F Cl: Load, (psf) -0.27 -4.80 -0.27 -4.80 -0.63 -11.20 -0.63 -11.20 -0.27 -4.80 -0.27 -4.80 -0.63 -11.20 -0.63 -11.20 C2E: Load, (psf) -0.89 -15.82 C2: Load, (psf) -0.51 -9.07 -0.51 -9.07 -1.25 -22.22 -0.35 -6.22 -0.71 -12.62 -0.87 -15.46 -0.87 -15.46 C3: Load, (psf) -0.51 -9.07 -0.51 -9.07 -0.87 -15.46 -0.87 -15.46 C3E: Load, (pst) -0.89 -15.82 -1.25 -22.22 -0.19 -3.38 -0.19 -3.38 -0.19 -3.38 -0.55 -9.78 -0.19 -3.38 -0.55 -9.78 -0.55 -9.78 -0.55 -9.78 -0.35 -6.22 -0.71 -12.62 C4: Load, (pst) -0.27 -4.80 -0.27 -4.80 -0.63 -11.20 -0.63 -11.20 -0.27 -4.80 -0.27 -4.80 -0.63 -11.20 -0.63 -11.20 6E End -Wall Pressure Coefficients W5B & Item W7B C5: 0.58 Load, (psf) 10.31 C6: -0.11 Load, (psf) -1.96 C5E: Load, (psf) 0.79 14.04 W5F & W7F -0.11 -1.96 W6B & W8B 0.22 3.91 W6F & W8F -0.47 -8.35 0.58 10.31 -0.47 -8.35 0.22 3.91 -0.25 -4.44 0.43 7.64 -0.61 -10.84 C6E: -0.25 Load, (pst) -4.44 0.79 14.04 -0.61 -10.84 0.43 7 Wind Uplift for Bracing Input: -12.62 psf Longitudinal Force Resisted by Bracing: 19.22 kip Total Longitudinal Net Pressure Applied to Building: 13.47 psf Total Longitudinal Force Applied to Building: 38.45 kip BWB L.11001:::! BUILD/NGS GROUP A DIVISION OF NUCOR CORPORATION IBC 2009 Wind Loading A5 Project No.: U1100405A Description :OU WELL SERVICE WAREHC Engineer : Brooks Blackmer Date : 8/24/2011 (per ASCE 7-05 Standard with AISI 2007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Version: 1.4 (Date: 03/23/11) By ADM / DJE Building Name: Wall Panel Selection: Classic "CW" Wall Panel 26 Gage A653 Grade 50, Class 1 or 2 with Fy = 50 ksi, Fu = 58 ksi Deflection Limit: L/60 Building A Min. Girt Thickness for Fastener Checks: A = 8.00 ft. Tributary Pressure Suction 0.060 Area Zones 4,5 Zone 4 Suction Zone 5 Item (ft2) (Psl) (Pst) (Psfl Wall Panel 5 19.20 -20.80 -25.60 Simple Span (ft) --' 6.57 6.82 6.14 2 Equal Spans (ft) -> 7.09 6.82 - 6.14 3 Equal Spans (ft) -. 7.50 7.05 6.37 Fasteners (ft) --. --- 7.50 7. Note: These Panel Spans are Based on V, lies Found In the EDM. Section 6.9 gOrJ Sh !eti it$' 00s Dead Load (psf): Roof Panel Selection: Deflection Limit: 3.50 Collateral Load (psf): 5.00 Max Live/Snow Load (psf): Classic 'RPB" Roof Panel 26 Gage A653 Grade 50, Class 1 or 2 with Fy = 50 ksi, Fu = 58 ksi L/60 Minimum Purlin Thickness for Fastener: 0.060 Seaming Option for Interior Zone, (Zone 1): Seaming Option for Edge Zone, (Zone 2): Seaming Option for Corner Zone, (Zone 3): 0 N/A N/A N/A a = 8.00 ft. Pressure All Item (ft.) (ft.) ALT S Suction in Zones 2 2' 3 3' (ft.) (ft.) (ft.) (ft.) OW Roof Panel, (psf) -, 66.04 -18.87 Simple Span 3.55 5.50 2 Equal Spans 3.51 5.50 3 Equal Spans 3.51 5.50 -33.09 5.40 5.40 5.50 4.37 4.37 4.51 Seaming / Fasteners --- 5.50 5.50 4.18 Note: These Panel Spans are Based on Values Found In the EDM. Section 6.10 BWB NILI CD BUILDINGS GROUP ADNISION OF NUCOR CORPORATION IBC 2009 Wind Loading A6 ProjectNo.: U11G0405A Description : OU WELL SERVICE WAREHC Engineer : Brooks Blackmer Date : 8/23/2011 Wal V'li '' a'=,ht (per ASCE 7-05 Standard with .41ST 2007 Specification and 2010 Supplement to the 2006 d1BMfl Manual) Version: 1.4 (Date: 03/23/11)13y ADM / D]E Building Name: Wall Panel Selection: Deflection Limit: Building A Classic "CW" Wall Panel 26 Gage A653 Grade 50, Class 1 or 2 with Fy = 50 ksi, Fu = 58 ksi L/60 Min. Girt Thickness for Fastener Checks: 0.060 a = 8.00 ft. Tributary Pressure Area Zones 4,5 Suction Zone 4 Suction Zone 5 Item (f12) (psf) (psf) (psf) Wall Panel 5 19.20 -20.80 -25.60 Simple Span (ft) --> 6.57 6.82 6.14 2 Equal Spans (ft) -> 7.09 6.82 6.14 3 Equal Spans (ft) -> 7.50 7.05 6..37 Fasteners (ft) --> --- 7.50 7.50 Note: These Panel Spans are Based on V, lues Found In the EDNt. Section 6.9 Roof She -04S Dead Load (psf): Roof Panel Selection: Deflection Limit: 3.50 Collateral Load (psf: 5.00 Max Live/Snow Load (psf): L40.60) Classic "RPB" Roof Panel 26 Gage A653 Grade 50, Class 1 or 2 with Fy = 50 ksi, Fu = 58 L/60 Minimum Purlin Thickness for Fastener: Seaming Option for Interior Zone, (Zone 1): Seaming Option for Edge Zone, (Zone 2): Seaming Option for Corner Zone, (Zone 3): 0.060 N/A N/A N/A a = 8.00 ft. Pressure All 1 2 Item (ft.) (ft.) (ft.) JUST ROOF SNOW Suction in Zones 2' 3 (ft.) (ft.) 3' (ft.) Roof Panel, (psf) -> Simple Span 2 Equal Spans 3 Equal Spans Seaming / Fasteners 49.10 - -18.87 -33.09 4.12 5.50 5.40 4.42 5.50 5.40 4.74 5.50 5.50 --- 5.50 5.50 Note: These Panel Span • are Based on Values Found In the EDN -50.87 4.37 4.37 4.51 4.18 Section 6.10 BWB Pluc0fl SUILOINGS GROUP A DIVISION OF NUCOR CORPORATION IBC 2009 Wind Loading A7 Project No.: U11G0405A Description : AYOU WELL SERVICE LEAN -7 Engineer : Brooks Blackmer Date : 8/23/2011 (per ASCE 7-05 Standard with AISI 2007 Specification and 2010 Supplement to the 2006 MBMA Manual.) Version: 1.4 (Dale: 03/23/11) By ADM / DJE Building Name: LEAN-TO BLDG Building Type: Single -Slope Bldg. Width IBI: Bldg. Length [D]: Left Eave Ht. [LEH]: Right Eave Ht. [REH]: Left Roof Slope: Bay Width [Bay]: Purlin Trib. Width [P]: EW Girt Trib Ht. [GE]: SW Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: EW Col. Trib. Width [CE]: SW Col. Trib. Width [CSI: 15.0000' 31.3333' 11.0000' 12.2500' 1.00:12 31.3333' 5.0000' 3.7500' 3.7500' 13.0000' 30.0000' 7.5000' 16.5000' Roof: Nucor Classic RoofTM BSW Top -of -Parapet: Opening Area: FSW Top -of -Parapet: EW Top -of -Parapet: Iiu�ItiflSrma Wind Speed: 90 mph Wind Exposure: C Occupancy Category: II - Standard Buildings Building Porosity: Enclosed Interior Partition Walls? No GeneralL¢gdnig.Cslculattons h: 11.0000' Ku: 0.85 1.00 Ky or Kh: 0.85 K,,: 1.00 G: 0.90 R1: 1.00 GC0: ± 0.18 qh: 14.96 psf Cpmponents and Cladd]og,.Walls a = 3.00 ft. Tributary Area Item (1?) Pressure Zones 4,5 (psf) Suction Zone 4 (psf) Suction Zone 5 (psf) Sidewall Wind Column Endwall Wind Column Sidewall Girt Endwall Girt Wall Panel 182 13.17 83 13.98 -14.51 -15.33 -15.56 -17.19 300 12.65 -13.99 -14.52 56 14.37 -15.72 -17.98 5 16.16 -17.51 -21.55 Note: Value of GCp in results above reduced by 10% per Note 5 of Figure 6-1 IA since slope angle is <_ 10°. BWB A8 IBC 2009 Wind Loading Continued... 11 Pai petFSIFtct '1 Case 1: Windward Total Load Case 2: Leeward Total Load - - Item BSW Parapet FSW Parapet EW Parapet Maximum Projection Ka par (R) 9p (psf) Windward Total Load (psl) Leeward Total Load (psi) Comport`veits,`a)id Clritldiing, Riii 4a --I 2a I-- -- 2a I- o Ia® 12 r - - - - L T Oi O 0 1 a 0 h Applicable Roof Slope Angle = 4.76 deg a = 3.00 ft. Pressure Item Purtin/Joist Panel Fastener Tributary Area (ft') 327 5 5 All (psf) Suction in Zones (psl) 2 (psi) 2' (psi) 10.00 -19.15 € -20.65 -25.14 3 (psf) -20.65 3' (psi) -26.63 10.00 -19.15 -22.14 -26.63 -29.62 -41.59 10.00 -19.15 -22.14 -26.63 -29.62 -41.59 Values Below are for Overhang Portion of Roof Purlinlioist 327 Panel 5 Fastener 5 00. Wind Force Resrst41$7 st¢nxs.1 alSvg d Ilirec ion) - Internal Suction -- Wind Direction WIND WI R WI L W3R W3L Internal Pressure Wind Direction WIND W2R W2L W4R W4L Applicable Roof Slope Angle = 4.76 deg a = 3.00 ft. Transverse Wind Direction Item WIR WIL W2R W2L i W3R i W3L W4R i \V4L CI: Load, (psi) C2: Load, (psf) C3: Load, (psf) C4: Load, (psf) C5: Load, (psf) C6: Load, (psi) 0.58 8.68 -0.51 - 7.63 -0.11 -1.65 -0.19 -2.84 -0.19 -2.84 -0.51 -7.63 -0.11 -1.65 -0.27 - 4.04 0.58 8.68 -0.27 -4.04 0.22 3.29 -0.87 -13.02 -0.47 -7.03 -0.55 -8.23 -0.55 -8.23 -0.47 -7.03 -0.87 -13.02 0.22 3.29 -0.63 -9.43 -0.63 -9.43 Net* (psi) -0.27 -4.04 1.21 -0.27 -4.04 -0.63 -9.43 1.21 -0.63 -9.43 Ed Zone Pressure Coefficients WIR& Item W3R W1L& W3L W2R & W4R W2L & W4L C1E: Load, (psf) C2E: Load, (psf) C3E: Load, (psf) C4E: Load, (psf) 0.79 11.82 -0.25 -3.74 0.43 6.43 -0.61 -9.13 -0.89 -13.32 -0.35 -5.24 -0.35 -5.24 -1.25 -18.70 -0.71 -10.62 -0.89 -13.32 -0.71 -10.62 -1.25 -18.70 -0.25 -3.74 0.79 11.82 -0.61 -9.13 0.43 6.43 *Net Lat <10 psf. Add additional pressure to windward wall. Note: For Zone 2/2E or 3/3E; the windward zone width shall be 7.50 ft., while the leeward zone width shall be 7.50 ft. per Figure 6-10 note 8. BWB A9 IBC 2009 Wind Loading Continued... Wlit9YSNSVgWittkit$:kth*:CPWSkoa.ReiOofojossmmtca:., Internal Suction „Go\ WIND W5B W5F W7B W7F Internal Pressure ‘66 WIND W6B W6F W8B W8F Applicable Roof Slope Angle = 4.76 deg a = 3.00 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W813 W8F C1: Load, (psf) C2E: Load, (psf) -0.27 -4.04 -0.27 -4.04 -0.63 -9.43 -0.63 -9.43 -0.27 -4.04 -0.89 -13.32 C2: Load, (psf) C3: Load, (psf) -0.51 -7.63 -0.51 -7.63 -0.51 -7.63 -0.51 -7.63 -1.25 -18.70 -0.87 -13.02 -0.87 -13.02 -0.87 -13.02 -0.87 -13.02 C3E: Load, (psf) C4: Load, (psf) -0.89 -13.32 -1.25 -18.70 -0.35 -5.24 -0.19 -2.84 -0.19 -2.84 -0.27 -4.04 -0.63 -9.43 -0.63 -9.43 -0.71 -10.62 -0.19 -2.84 -0.55 -8.23 -0.55 -8.23 -0.19 -2.84 -0.55 -8.23 -0.55 -8.23 -0.35 -5.24 -0.71 -10.62 6E -0.27 -4.04 -0.27 -4.04 -0.63 -9.43 -0.63 -9.43 Item -0.27 -4.04 -0.27 -4.04 -0.63 -9.43 -0.63 -9.43 End -Wall Pressure Coefficients W5B & W7B W5F & W7F W6B & W8B W6F & W8F C5: Load, (psf) C6 Load, (psf) CSE: Load, (psf) C6E: Load, (psf) 0.58 8.68 -0.11 -1.65 0.79 11.82 -0.11 -1.65 0.58 8.68 0.22 3.29 -0.47 -7.03 -0.47 -7.03 0.22 3.29 -0.25 -3.74 0.43 6.43 -0.61 -9.13 -0.25 -3.74 0.79 11.82 -0.61 -9.13 0.43 6.43 Wind Uplift for Bracing Input: -10.62 psf Longitudinal Force Resisted by Bracing: 1.08 kip Total Longitudinal Net Pressure Applied to Building: 12.42 psf Total Longitudinal Force Applied to Building: 2.17 kip BWB LI 1:::2 BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION IBC 2009 Wind Loading A10 Project No.: U11 G0405A Description : sYOU WELL SERVICE LEAN-' Engineer : Brooks Blackmer Date : 8/23/2011 War gekw g 91,191100 (per ASCE 7-05 Standard with AISI 2007Specification and 2010 Supplement to the 2006 MBMA Manual) Version: 1 4 (Date: 03/23/11) By ADM / DJE Building Name: Wall Panel Selection: Deflection Limit: Building A Classic "CW" Wall Panel 26 Gage A653 Grade 50, Class 1 or 2 with Fy = 50 ksi, Fu = 58 ksi L/60 Min. Girt Thickness for Fastener Checks: 0.060 a= 3.00 ft. Tributary Pressure Suction Area Zones 4,5Zone 4 Item (ft2) (psf) (psf) Wall Panel 5 16.16 -17.51 Simple Span (ft)-> 7.16 7.42 2 Equal Spans (ft) --> 7.50 7.42 3 Equal Spans (ft) -> 7.50 - 7.50 Fasteners (ft) -> --- 7.50 Suction Zone 5 (psi) -21.55 6.70 6.70 6.93 7.50 Note: These Panel Spans are Based on Values Found In the EDM. Section 6.9 Rooi Sheeting SIl Nova aah 4a Dead Load (psf): Roof Panel Selection: Deflection Limit: 3.50 Collateral Load (psi: 5.00 Max Live/Snow Load (psf): 123.00 Classic "RPB" Roof Panel 26 Gage A653 Grade 50, Class 1 or 2 with Fy = 50 ksi, Fu = 58 ksi L/60 Minimum Purlin Thickness for Fastener: Seaming Option for Interior Zone, (Zone 1): Seaming Option for Edge Zone, (Zone 2): Seaming Option for Corner Zone, (Zone 3): --II I 2a F-- --I 2a -- I 0 I2 r__ -_LT --1 I la i - T 0 '0 e h 0.060 N/A N/A N/A a = 3.00 ft. Pressure All 1 Item (ft.) (ft.) Roof Panel, (psf) -+ 131.50 -17.05 -20.04 -24.53 Simple Span 2.33 5.50 5.50 5.50 2 Equal Spans 1.80 5.50 5.50 5.50 3 Equal Spans 1.80 5.50 5.50 5.50 Seaming / Fasteners --- 5.50 5.50 5.50 Note: These Panel Spans are Based on Values Found In the EDM. Section 6.10 Suction in Zones 2 2' 3 3' (ft.) (ft.) (ft.) (ft.) -27.52 5.50 5.50 5.50 5.50 -39.49 4.94 4.94 5.13 5.31 BWB rig LJCon SUILDINGS GROUP A ONISION OF NUCOR CORPORATION Alternate Snow Loading on Gable Roofs (ASCE 7-05) All Project No.: U1 1G0405A Description : OU WELL SERVICE WAREHC Engineer : Brooks Blackmer Date : 8/23/2011 BUILDING NAME: GENERAL INFORMATION: Nature of Occupancy: Building Width: Left Distance to Ridge: Right Distance to Ridge: Left Roof Slope: Right Roof Slope: (per ASCE 7-05 Section 7.6.1 and Figure 7-5) Version: 1.7 (Date: 08/14/09) By DJE 40.0 ft. BASIC LOAD INFORMATION: Wind Exposure: Roof Surface: Ground Snow Load, Pg : Exposure Factor, Ce : Thermal Factor, C, : Importance Factor, 1, : CALCULATIONS: Left Slope Factor, C, : Left Roof Snow, Ps : 40.6 psf. Left Roof Angle, 0 : 4.7636° Left Angle Limit: 2.3859° Snow Density, y : 21.54 pcf. Min. Uniform Roof Snow: 40.6 psf. riobstructed Slippety;Surfaces'' psf. 1.0 1.0 WIND DIRECTION TO RIGHT: Windward Snow Load: 12.18 psf. Leeward Snow Load: 40.6 psf. Surcharge Snow Load: 16.9315 psf. Surcharge Snow Length: 25.1535 ft. Total Surcharge Load: 57.5315 psf. Right Slope Factor, C, : Right Roof Snow, P, : Right Roof Angle, 0 : Right Angle Limit: 1.0 40.6 psf. 4.7636° 2.3859° Mb. Uniform Roof Snow: 40.6 psf. WIND DIRECTION TO LEFT: Windward Snow Load: 12.18 psf. Leeward Snow Load: 40.6 psf. Surcharge Snow Load: 16.9315 psf. Surcharge Snow Length: 25.1535 ft. Total Surcharge Load: 57.5315 psf. Wind°,,..n„ j)4WumSwind.muLlank. / is saJ %//////% DWG SUMMARY OF DRIFT ON PURLINS/FRAMES E E W z z 0 .'1 zz 0 e e e 00 00 0 n cc cc .I'm 4 r, n.0i.+ vi in 0 o$ cu$is�8�ac ,9 ti tie p d a,nj x 0 9 Z' r a 'N p O 3 re 8 M 0 nano N J S+WrI iii� p,c 4�t R an A ^ F F i4$ M .!..0 m,e n F.O 602.2#1°4 omOsa dim 5 N$N p au m m 4 0 Le: ..'i4,,, 01,747w. nsm m n o HP N a d o, e ul .v Guli ""} a AlA �, r m m n b v wnt Q114Mm 9:tit"' M h $ it, q C3 ra0�� b0 �� I Ed1 eb QM 71 N 0 eO, ym'e'Ia , mdry, ODMwN'$g 1-1e 0,4-.4... an. v, aj ql&r, o n,CieNMm mtm Wmo 6" nN'SR Pnypm p q N q.1 t� m Wvdi 26, fNryI , ^ii:s ry, h-. Purlin Global Location Effe4Ive Snow Lpad.,(psfv:..w� r Purlin Trib. Width (R) - 4f s ra icp Yon OON ... _...,.. ._.._..___ Sliding Snow (plt) r RoaDeatl+w(plafGrat Deatl{pM):�, Un form Snow (pit) Totn(PIwa „.,v Total al Snow (now plf) D+C+SNOW (pO- ,,,m D+C+LNE (plf) 0 4-4 S' CO 4l S CO — C0 .4444 14 4444 0 J Seismic Considerations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12 8) Building Data Input: ASCE 7-05 Nature of Occupancy Gable/Single Slope Building Width Building Length Distance to Ridge Roof Slope, s:12 Low Eave Height (Front SW) High Eave Height (Back SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Short period response acceleration, Ss 1 -second period response acceleration, S1 Site Classification Roof Loading: Self weight (SW) Roof Dead Load (RDL) Roof Collateral Load (CDL) Roof Snow (PO Exterior Wall t,1 (Left EW) Loads: WAREHOUSE Standard Buildings. ". Gablei. 80 00 feet 165.00 feet 40 00 feet 100.;.. 12 34.00 feet 3400 feet 35.67 feet Rigid Rigid Ss= 0333 S1-0.072 3.00 psf .50 psf 5-00 psf 4060 psf 0 Full Height Wall 0 Partial Height Hardwall O Full Height Wali w/ Parapet O Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 80-00 feet Top Elevation 3567 feet Wall Weight 1 2.50 psf Exterior Wall t,2 (Front SW) Loads: 1 8 Full Height Wall 0 Partial Height Hardwall O Full Height Wall w/ Parapet O Partial Height Hardwall w/ Parapet 0 Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 34 00 feet Wall Weight Interior Wall /45 (Partition) Loads: 1 3.50 psf p Full Height Wall 0 Partial Height Hardwall O Full Height Wall w/ Parapet p Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations_ (Shear Wall Supports Self Weight) Top Elevation 35.67 feet •• Wall Weight 1 250 psf J Input Data Al3 Spreadsheet Revision Number : 2.8 Latest Revision Date : 5/2/2011 Project No.: Description Engineer: Date: 1)11G0405A ,.. BAYOU WELL SERVICEWAREHOUSEr Brooks 13Iac 8/25/2011 'Note: ASCE 7-05 states 'Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic talcs. "Note. ASCE 7-05 - Section 11.4.2, states "Where the soil properties are not known in sufficient detail to detennine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site" As a result, Site Class D will be used on nearly all buildings. "•Note: 20% of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psi 1)0 NOT include snow drift loads in seismic dead load. ****Note: Full height Ilardwell is applied at mean roof height (Inrh) at Endwalls. Enter the height required to account for the full dead load of the wall. Exterior Wall d3 (Right EW) Loads: p Full Height Wall 0 Fua Height Wall w/ Parapet 0 Partial Height Hardwall O Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 8000 feet Top Elevation 3567 feet Wall Weight � 250 pal -1 Exterior Wall t,4 (Back SW) Loads: p Full Height Wall 0 Ful Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 34.00 feet Wall Weight 1 3.50 psf 1 Note: The weight of a concrete or masonry mall may be excluded from the seimic loud calculations for lateral / longitudinal seismic force resisting systems, provided that details pennit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, steel studs, wood, FIB, or other flexible wall systems that are attached to the building forming at several points.) Per MBMA 'Seismic Design Guide for Metal Building Systems. Page 1 of6 5/25/2011 BWB Seismic Considerations: IBC / ASCE 7-05 - (Continued) Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Input Data Mezzanine #1 Loads: Mezzanine #2 Loads: Al4 Spreadsheet Revision Number: 2.8 Latest Revision Date : 5/2/2011 Project No.: UIIG0405A Description: BAYOU WELL SERVICE WAREHOUSE Engineer : Brooks Blackmer Date : 8/25/2011 Floor Dead ° 60.00' psf Floor Dead Floor Live 8000 psf... •+ Floor Live Elevation 1250 feet Elevation ""Note: 1) Use 25% percent o Floor Live Load when mezzanine is designed for Storage. (Typical storage loads are 125 psf or greater ) 2) Use 10 psf (or actral weight if realer) for partition walls on mezzanine Crane Loads : Aisle 41 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) Crane Beam+Channel Independent Crane Column Rail Wt Bridge Wt. Hoist & Trolley Elevation Crane Loads : Aisle #3 TRDG 0.00 plf Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) Crane Beam+Charnel Independent Crane Column Rail Wt Bridge Wt. Hoist & Trolley Elevation Page 2 go TRDG 0.00 plf Crane Loads : Aisle #2 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) Crane Beam+Channel Independent Crane Colson Rail Wt Bridge Wt. Hoist & Trolley Elevation TRDG 000 plf 025/201! BWB Lateral Seismic Calculations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Frame Description / Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located al Bay: FRAME LINE1. Building A Al5 Lateral Cates. (D II LS'Post & Beam Gable 80.00 feet 165,00 feet 40.00 feet 1.00 12 34.00 feet 34.00 feet 35.67 feet 15.50 feet ® Left Endwall 0 Right Endwall Roof Concentrated Load Information: Roof concentrated loads: I. Mezzanine Information: Loading Area - Mezzanine 41: Concentrated Loads - Mezzanine 01: Loading Area - Mezzanine 02: Concentrated Loads - Mezzanine 02. Seismic Data Input Echo: Short period response acceleration, Ss 1 -second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for 1 -second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): Design spectral response for 1 -second periods (Eq 11.4-4) Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, Do: Deflection Modification Factor, Ce: Building Period Coefficient, CL Approximate Fundamental Period, Ta (Eq 12 8-7) Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) o Interior Frame O Int. Frame w/ Partition Spreadsheet Revision Number : 2.8 Latest Revision Date : 5/2/2011 Project No.: U I I G0405A Description: BAYOU WELL SERVICE WAREHOUSE Engineer: Brooks Blackmer Date: 8/25/2011 Hardwall (SW) Information: Wall Length Exterior Wall 42 (Front SW): Wall Length Exterior Wall 44 (Back SW): Crane Information: Quantity of Cranes / Bay - Aisle 01: Length of Runway - Aisle 01: Quantity of Cranes / Bay- Aisle 02: Length of Runway - Aisle 02: Quantity of Cranes / Bay - Aisle 03: Length of Runway - Aisle 03: 15.50: feet 15.50 feet,. Ss= 0.333 SI = 0.072 "Note: Enter quantity of cranes for one aisle only, DO NOT-ncrease the crane quantities when crate information is used for ore than one aisle. 1.00 Fa = 1.53 Fv=2.40 Sms=0511 Sm1=0.173 Sds = 0.340 Shc -0.115 "'Note. Enter runway length, DO NOT doable runway length as other seismic sheets have asked you to do previously. 4* **Note: ASCE 7-05 - Sections 12.2.1, 12 2.3.1 and 12.2.3.2 states, "Where different seismic force -resisting systems are used in combination to resist seismic forces in the sane direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply" In sunmary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any C of the systems utilized in that same direction. Likewise, the deflection amplification factor, 04. and the system overstrength factor. STD, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. 3 0. 3 ... 3 ..a 0.03 0438 2.62 kips 0.088 Distribution Exponent, k 0.00 Page 3 of 6 8052011 BWB Alt. Roof Weight: Alt. Panel Load: Munistorj'. Istrlhgttou, ,iz--.- 23.96psf 0.033 kips/ft SelsujsocndWend o)16" .:• Eff.Sejsmle Walght t. jRIOflon l" Varttcal Ditt. Factor,C,a '9 g*lepntt6,,i ., ,. F. S@adi036.0Mem@n) .. �.: Mf ., _. ,=:: Fran& unifor Ybads Roof Weight: Panel Load: Roof Loads 24378 lbs 3567 feet 24378 2.14 kips 7626 Fl -kips 22.54psf 0.031 kips/ft Exterior Wall ql (Len EW)Loads 7133 lbs 17 85 feet 7133 0.63 kips 11.16 fl -kips Frame Concentrated Loads .;*i{' Load Elevation Exterior Wall 42 (Front SW) Loads 184516s 1].00 feet 1845 0.16 kips 2]5 ft -kips 0.084 kips 32.67 feet Exterior Wall 04 (Back S W) Loads 1845 Rs 1]00 feet 1845 0.16 kips 275 Fl -kips 0.084 kips 32.67 feet Crane Aisle 01 O lbs -- -- -- -- - - Crane Aisle 02 0 lbs -- -- -- -- -- Crane Aisle 03 01bs -- - -- -- -- - Mezzanine 01 0 lbs 12 50 feet -- -- -- -- 12.50 feet Mezzanine 02 0 lbs -- -- -- -- -- -- Totals 35201 lbs - 35201 3.09 kips 92.92 ft -kips Frame Buse Shear: 2.619 kips Page 3 of 6 8052011 BWB Lateral Seismic Calculations: IBC /ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7- Section 12.8) Frame Description / Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, 4.12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: Al6 Lateral Cake. (2) FRAME LINES 2-5'. Building A II Rigid Frame Gable 80.00 feet 16500 feet 40.00 feet I.00 : 12 34.00 feet 34.00 feet 35.67 feet 1 If 27.50 feet L L:' 0 Lea Endwall O Right Endwall Roof Concentrated Load Information: Roof concentrated loads: �... Mezzanine Information: Loading Area - Mezzanine Al Concentrated Loads - Mezzanine 41: Loading Area - Mezzanine 42: Concentrated Loads - Mezzanine #2: Seismic Data Input Echo: Short period response acceleration, Ss 1 -second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for 1 -second period (Eq 11.4.2): Design spectral response for short periods (Eq 11.4-3). Design spectral response for 1 -second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrenglh Factor, Do: Deflection Modification Factor, Ca: Building Period Coefficient, Ct Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 128-1 to 128-6) O Interior Frame 0 Int Frame w/ P Spreadsheet Revision Number : 2.8 Latest Revision Date : 5/2/2011 Project No.: I.11160405A Description: BAYOU WELL SERVICE WAREHOUSE Engineer : Brooks Blackmer Date : 8/25/2011 ion Hardwall (SW) Information: Wall Length Exterior Wall 42 (Front SW): Wall Length Exterior Wall 114 (Back SW): Crane Information: Quantity of Cranes / Bay - Aisle 41: Length of Runway - Aisle 41: Quantity of Cranes / Bay - Aisle #2_ Length of Runway - Aisle #2: Quantity of Cranes / Bay - Aisle 43: Length of Runway - Aisle #3'. 27,50 feet -_ 27.50 feet Ss= 0.333 51 - 0.072 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for 1 ore than one aisle. 1.00 Fa - 1 53 Fv = 2.40 Sms 0.511 Sm1=0.173 Sds - 0.340 Sdl = 0.115 C 3 e** 3 5** 3 5** 0.028 0 489 3.67 kips 0.079 "Note Enter rmsway length, DO NOT double runway length as other seismic sheets have asked you to do previously. ***Note: ASCE 7-05 -Sections 122.3,12.231 and 122.32 states, "Where ditTerent seismic force -resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, die more stringent system limitation contained in Table 12 2-1 shall apply." In smnmary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Ca and the system averstrength factor, 00, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Distribution Exponent, k 0.00 Paco 4 of 6 8/25/2011 BWB AIL Roof Weight: Alt. Panel Load: Malt18tory Djstnbution lei 2108psf 0.046 kips/ft hi $e $olio Cp sldcntOna; II Bif 3e)smlewei ht }1Yt„I;f', Elevation h:' VhdtdIDisr Factorr C: Seiemlc Forc6 F'. Seitm ie Base Moment,-, x , --:- Fry eShit 9rrat 14 ae1 ah xs?s 8L Roof Weight: r Panel Load: Roof Loads 43252 lbs 35 67 feet 43252 3 40 kips 121 24 ft -kips 19.66 pnf 0.042 kfpszf( Interior Wall dS (Partition) Loads 01bs -- -- -- -- _=Brame Conc€Ilrrat(d,L65d3. . . Load Elevation Exterior Wall #2 (Front SW) Loads 3273 lbs 1].00 feet 3273 0.26kips 4.37ft-kips 0.134 Alps 31.67 feet Exterior Wall #4 (Back SW) Loads 3273 lbs 1]00 feel 3273 0.26 kips 43]8 -kips 0.134 kips 31.67 feet Crane Aisle 41 0168 -- -- -- -- -- Crane Aisle 12 0168 -- -- -- -- -- -- Crane Aisle 43 0168 -- -- -- -- Mezzanine 41 0 lbs 12.50 feet -- -- -- -- 12.50 feet Mezzanine 42 0168 -- -- -- -- -- -- Totals 49797168 -- 49797 3.91 kips 129.98 ft -kips Flame Base Shear: 3.667 kips Paco 4 of 6 8/25/2011 BWB Lateral Seismic Calculations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12 8) Frarne Description / Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: A17 Lateral Caks. (3) FRAME LINES 6.7 Building A 11 [Rigid Ernie Gable 80.00 feet 165.00 feet 4000 feet 1.00 : 12 34.00 feet 34.00 feet 35.67 feet 30.00. feet O Left Endwall B Right Endwall Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area - Mezzanine #I: Concentrated Loads - Mezzanine #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2_ Seismic Data Input Echo: Short period response acceleration, Ss I -second period response acceleration, SI Seismic Data Output: 1253.34 sq. R. 4.20 kips Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for 1 -second period (Eq 11.4-2): Design spectral response for short periods (Eq 114-3): Design spectral response for 1 -second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, Stn: Deflection Modification Factor, Cy Building Period Coefficient, Ct: Approximate Fundamental Period, Ta (Eq 12.8-7). Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0 Interior Frame O Int. Frame w/ Partition Spreadsheet Revision Number : 2.8 Latest Revision Date : 5/2/2011 Project No.: U I I G0405A Description: BAYOU WELL SERVICE WAREHOUSE Engineer: Brooks Blackmer Date : 8/25/2011 Hardwall (SW) Information: Wall Length Exterior Wall 02 (Front SW): Wall Length Exterior Wall 144 (Back SW): Crane Information: Quantity of Cranes / Bay • Aisle #1 Length of Runway - Aisle #1: Quantity of Cranes / Bay - Aisle 02: Length of Runway - Aisle #2: Quantity of Cranes/Bay - Aisle #3: Length of Runway - Aisle #3: 30.00 feet 30.00 feet Ss= 0333 51 = 0 072 *Note Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. 1.00 Fa=1.53 Fv=240 Sms -0 511 Sm1-0.173 Sds-0340 Sdl - 0.115 C 3 3 3 0.028 0.489 18.40 kips 0.079 *5* "Note : Enter runway length, DO NOT double runway length as other seismic sheets have asked you to do previously. ***Note: ASCE 7-05 - Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states, "Where different seismic force -resisting systems are used m combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, die more stringent system lunitation contained in Table 12.2-1 shall apply? In suanmary, the response modification coefficient, R, used for design in the direction under consideration shall not he greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Ca, and the system overstrengh factor. Do, m the direction under consideration shall nut be less than the largest value of this factor for any of the systems used in that sane direction. Distribution Exponent, k 0 00 Page 5 of 6 8/15/2011 BWB Alt. Roof Weight: Alt. Panel Load: auXt79l00 I))tti ntioul 22.57 mf 0053kpxtf Swami Ceus cM+gl)pda` - Eft Sok i4 NV lab Llna ion.; , h, . Vertical Diet : Pastor, C„ , 9g sa a 8'gt Se sn4 r' Al umant FratOUai 9,`m Ltrada . (., r= Roof Weight: Panel Load: Roof Loads 47184 lbs 3567 feet 47184 371 kips 132.26 ft -kips 21.15psf 0.050 kips/ft Exterior Wall #3 (Right EW) Loads 7133 lbs 1785 feet 7133 0.56kips 10.00 ft -kips_ Frame CencenkAled Loadt L,.- Load Elevation Exterior Wall 02 (Front SW) Loads 3570 lbs 1700 feet 3570 028 kips 477 ft -kips 0.146 kips 32.67 feet Exterior Wall k4 (Back SW) Loads 357016s 17 .00 feet 3570 0 28 kips 4.77 ft -kips 0.146 kips 32.67 feet Crane Aisle #1 0 lbs -- -- -- - - - Crane Aisle #2 0 lbs - -- -- -- - -- Crane Aisle #3 0 lbs -- -- -- -- ..- Mezzanine Al 179667 lbs 1250 feet 179667 14.12 kips 176 50 14.12 kips 12.50 feet Mezzanine 142 0 lbs -- -- -- -- -- -- Totals 241124 lbs - 241124 18.95 kips 328.30 ft -kips Frame Bate Shea: 18.401 kips Page 5 of 6 8/15/2011 BWB Longitudinal Seismic Calculations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Building Data Input Echo: ASCE 7-05 Occupancy Category Low SW Force Resisting System High SW Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Building A Portal Frame Portal Frame.: Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area - Mezzanine 81: Concentrated Loads - Mezzanine 41: Loading Area - Mezzanine 82: Concentrated Loads - Mezzanine 42: Seismic Data Input Echo: Short period response acceleration, Ss 1 -second period response acceleration, Sl Seismic Data Output: Gable 80.00 feet 165.00 feet 40.00 feet 1.00 : 12 34.00 feet 34.00 feet 35.67 feet 2400.00 sq. R: '.: 4.20 kip Occupancy Importance Factor, le Site Coefficient Fa Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for 1 -second period (Eq 11.4-2): Design spectral response for short periods (Eq 11 4-3): Design spectral response for I -second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R: System Overstrength Factor, Do: Deflection Modification Factor, Ca: Building Period Coefficient, Cr. Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) Ss= 0.333 SI = 0.072 1.00 Fa -1.53 Fv=240 Sms=0511 Sm1=0.173 Sds = 0.340 Shc =0.115 C 3 1 3 0.028 0.489 54.00 kips 0.079 Longitudinal Caks. Spreadsheet Revision Number: Latest Revision Date : A18 28 5/2/2011 Project No.: UI1 G0405A Description: BAYOU WELL SERVICE WAREHOUSE Engineer : Brooks Blackmer Date : 8/25/2011 Ba rdwa ll Information: Wall Length Exterior Wall 82 (Front SW): Wall Length Exterior Wall 84 (Back SW): Wall Length Inferior Wall 85 (Partition): XX Crane Information: Quantity of Cranes - Aisle 41: Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle 41: Quantity of Cranes - Aisle 02: Length of Runway - Aisle 82: Quantity of Ind. Crane Columns - Aisle 42: Quantity of Cranes - Aisle 43: Length of Runway - Aisle 43: Quantity of Ind. Crane Columns - Aisle 83: 165.00. feet 165.00 feet 8000 feet "Note: Enter quantity of cranes for one aisle only, DO NOT inerease the crane quantities when crane infatuation is used for n ore than one aisle. "Note: ASCE 7-05 - Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states, "Where ditterent seismic force -resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 122-1 shall apply." In summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Cd, and the system overstrength factor, WO, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Distribution Exponent, k 0 00 Multistory;Distribution ' Sejswie Coaslderatio'ns '.. ... .. ".._ if, Seismic Weight e;F .:.TWX..hi Elevation Vertical Dist. Fetor,Cn' ; Seiamie Force '., Fs - ... Seismic Base Moment , Mt. Roof Loads 259510 lbs 35.67 feet 259510 2039 kips 72741 ft -kips Braclog th (6(hIY 4-ii.i i Exterior Wall 41 (Len EW) Loads 7133 lbs 17.85 feet 7133 0 56 kips 10.00 ft -kips Roof Snow: 40.60 psf Seismic Dead W: /2.08psf Exterior Wall 43 (Right EW) Loads 7133 lbs 17.85 feet 7133 0.56 kips 10.00 ft -kips Total Seism ie W: 20.20psf Seismic Factor: 0.086 Lnerinr Wall a /Pnrririon)Lands 0/bs 17.85 feel - -- -- { Bracing CouchjtMted Liiads' _... Load Elevation Exterior Wall 82 (Front SW) Loads 1963516s 17 t)0 feet 19635 1.54 kips 26.23 ft -kips 0.772 kips 34.00 feet Exterior Wall #4 (Back SW) Loads 19635 lbs I ] W feet 19635 154 kips 26.23 ft -kips 0.772 kips 34.00 feet Crane Aisle 41 0 lbs -- -- -- -- -- Crane Aisle 42 0 lbs -- - -- -- -- -- Crane Aisle #3 O lbs = -- -- - -- - Mezzanine #1 340200 lbs 12.50 feet 340200 26.74 kips 334.206 -kips 29.4/ kips 12.50 feet Mezzanine 42 0 lbs -- - -- -- -- - Totals 653247 lbs - 653247 5134 kips 1134.09 ft -kips Bracing Base Shear: 54.004 kiln Page 6 of6 8/252011 BWB Seismic Considerations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Building Data Input: ASCE 7-05 Nature of Occupancy Gable/Single Slope Budding Width Building Length Distance to Ridge Roof Slope, s:12 Low Eave Height (Front SW) High Eave Height (Back SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Short period response acceleration, Ss I -second period response acceleration, Si Site Classification Roof Loading: Self neigh' (SW) Roof Dead Load (RDL) Roof Collateral Load (CDL) Roof Snow (P0 Exterior Wall #1 (Left EW) Loads: LEAN-TO Standard Buddargs'. Single Slope r, 1500 feet5l. 31.33 feet -100:12 11.00.. feet 1225 feet 11,63 feet Rigid None Ss=0333 51= 0.072 3.00 psf 7 50. psf 500 psf 4060 psf 0 Full Height Wall 0 Partial Height Hardwall O Full Height Wall w/ Parapet O Partial Height Hardwall w/ Parapet O Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 15.00 feet Top Elevation 11.63 feet Wall Weight 1 2,50 psf Exterior Wall N2 (Front SW) Loads: p Full Height Wall 0 Partial Height Hardwall O Full Height Wall w/ Parapet O Partial Height Hardwall w/ Parapet p Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 11.00 feet Wall Weight 1 2.50 psf Interior Wall #5 (Partition) Loads: 0 Full Height Wall 0 Partial Height Hardwall Cr Full Height Wall w/ Parapet O Partial Height Flardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 11.63 feet ** Wali Weight I 2.50 psf 1 Input Data Al 9 Spreadsheet Revision Number : 2.8 Latest Revision Date : 5/2/2011 Project Na: Description Engineer: Date : 111100405A BAYOU WELL SERVICE LEAN-TO BPoolcs.Blackmer 8/25/2011 *Note: ASCE 7-05 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. **Note: ASCE 7-05 - Section 11.4.2, slates "Where the soil properties are not known in sufficient detail to determine the site class, Site Class 1) shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. tatNote: 20% of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf DO NOT include snow drift loads in seismic dead load. ****Note: Full Height Hardwall is applied at mean roof height (mil) at Endwalla Enter the height required to account for the full dead load of the wall. Exterior Wall N3 (Right EW) Loads: 0 Full Height Wall 0 Ful Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 15.00 feet Top Elevation 11.63 feet Wall Weight Exterior Wall 44 (Back SW) Loads: 2.50 psf1 p Full Height Wall 0 Ful Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 1225 feet Wall Weight 1 0.00 psf 1 Note: The weight of a concrete or masonry wall may he excluded from the seimic bad calculations for lateral / longitudinal seismic force resisting systems, provided that details permit rwestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, steel studs. wood. EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. Page 1 of 4 8/25/2011 BWB Seismic Considerations: IBC / ASCE 7-05 - (Continued) Equivalent Lateral Force Procedure (per ASCE 7 - Section 1/8) Input Daia Mezzanine 111 Loads: Mezzanine H2 Loads: A2O Spreadsheet Revision Number : 2.8 Latest Revision Date : 5/2/2011 Project No: UI 1G0405A Description: BAYOU WELL SERVICE LEAN-TO Engineer : Brooks Blackener Date: 8/25/2011 Floor Dead h:. 0.00 psf Floor Dead Floor Live 000 psf " Floor Live Elevation 0.00 feet Elevation "'*Note: 1) Use 25% percent of Floor Live Load when mezzanine is designed for Storage. (Typical storage loads are 125 psf or &eater.) 2) Use 10 psf (or actual weight if greater) for partition walls on mezzanine Crane Loads : Aisle HI Crane Loads : Aisle H2 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) Crane Beam+Channel Independent Crane Column Rail Wt Bridge Wt. Hoist & Trolley Elevation Crane Loads : Aisle t/3 TRDO 000 If Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) Crane Beam+Channel Independent Crane Column Rail Wt Bridge Wt. Hoist & Trolley Elevation Pego 2 of J `L.,. TRDG,,;; 000 plf Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) Crane Beam+Channel Independent Crane Column Rail Wt Bridge Wt. Hoist & Trolley Elevation TRDG.. 0.00 plf 8/252011 BWB Lateral Seismic Calculations: IBC / ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Frame Description / Location: Building Data Input Echo: ASCE 7-05 Occupancy Category Seismic Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay A21 Lateral Caks. (D FRAME LINE 1&2. Budding II Rigid Frame Single Slope 15.00 feet 31.33 feet 00.00 feet -1.00 : 12 11 .00 feet 12.25 feet 11.63 feet 16.67. feet p Leh Endwall 0 Interior Frame 0 Right Endwall 0 Int. Frame w/ Partition Roof Concentrated Load Information: Roof concentrated loads: (' Mezzanine Information: Loading Area -Mezzanine NI_ Concentrated Loads - Mezzanine dl: Loading Area - Mezzanine 02: Concentrated Loads - Mezzanine 02'. Seismic Data Input Echo: Short period response acceleration, Ss 1 -second period response acceleration, SI Seismic Data Output: Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 11.4-1): Max spectral response for 1 -second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): Design spectral response for 1 -second periods (Eq 114-4)- Seismic Design Category: Response Modification Coefficient, R System Overstrength Factor, 00. Deflection Modification Factor, Ca: Building Period Coefficient, CC Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) Spreadsheet Revision Number : 2.8 Latest Revision Date : 5/2/2011 Project No.: 1311 G0405A Description: BAYOU WELL SERVICE LEAN-TO Engineer: Brooks Blackmer Bardwall (SW) Information: Wall Length Exterior Wall 02 (Front SW): Wall Length Exterior Wall 04 (Back SW): Crane Information: Quantity of Cranes / Bay - Aisle 01: Length of Runway - Aisle 01: Quantity of Cranes / Bay - Aisle 82: Length of Runway - Aisle 02: Quantity of Cranes / Bay - Aisle 83: Length of Runway - Aisle 03: Date: 825/2011 16.67 feet 1667 feet Ss= 0.333 S1=0.072 'Note: Enter quantity of cranes for one aisle only, DO NOT ncrease the crane quantities when crane information is used for more than one aisle. IW Fa = 153 Fv-240 Sms = 0.511 Sm1 = 0.173 Sds = 0.340 Shc =0.115 C 3 3 aa• 3 ••• 0 028 0.199 0.73 kips 0.113 **Note. Enter runway length, DO NOT double runway length as other seismic sheets have asked you to do previously. ***Note: ASCE 7-05 - Sections 1223, 12231 and 12.2.3.2 states, 'Mere different seismic force -resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, use more stringent system limitation contained in Table 12.2-1 shall apply." In smnmary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Ca. and the system overstrength factor. no, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Distribution Exponent, k 0.00 Page 3 of 8/25/2011 BWB Alt. Roof Weight: Alt. Panel Load: mildstblsy Di$tributtoo'.. ; : 25.41 psf 0.048 kips/ft 4 Seis�um Copatderdlitinp Rh:Si smi¢Wegh} .Elevation Verily -al DistSeismictorcq,,'i 'Factory en Fir $Pie leBds8JNomeal .-'; FrdmeMilli-km L dr L . Roof Weight: Panel Load: Roof Loads 5918 lbs 1163 feet 5918 0.67 kips _ 7.81 ft -kips 24.55psf 0.046 kips/fl Exterior Wall 01 (Left EW) Loads 436 lbs 5.82 feet 436 005 kips 029 ft -kips .. Fremc'Coneeniratedd,oads'.- ',,;:: . Load Elevation Exterior Wall 82 (Front SW) Loads 45816s 5.50 feet 458 005 kips 0290 -kips 0.030 Alps 9.67 feel Exterior Wall 04 (Back SW) Loads 0 !bs 613 feel -- -- "" 0.000 kips 10.92 feet Crane Aisle 41 01bs -- -- -- -- _ .. Crane Aisle 02 01bs -- -- -- -- -- Crane Aisle 03 01bs -- -- -- -- -- Mezzanine 41 01bs -- -- -- - -- Mezzanine 02 0 lbs -- -- -- -- -- -- Totals 6813 lbs - 6813 0.77 kips 8.38 ft -kips Frame Base.i'hear: 0.726 kips Page 3 of 8/25/2011 BWB Longitudinal Seismic Calculations: IBC /ASCE 7-05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Building Data Input Echo: ASCE 7-05 Occupancy Category Low SW Force Resisting System High SW Force Resisting System Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Building A 11 Portal Frame Portal Frame Roof Concentrated Load Information: Roof concentrated loads: Mezzanine Information: Loading Area - Mezzanine 41: Concentrated Loads - Mezzanine 41: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine 42: Seismic Data Input Echo: Short period response acceleration, Ss I -second period response acceleration, SI Seismic Data Output: Single Slope 15.00 feet 31.33 feet 00.00 feet -1.00 : 12 11.00 feet 12.25 feet 11.63 feet Occupancy Importance Factor, le Site Coefficient Fa: Site Coefficient Fv: Max spectral response for short periods (Eq 114-I): Max spectral response for I -second period (Eq 11.4-2): Design spectral response for short periods (Eq 11.4-3): Design spectral response for 1 -second periods (Eq 11.4-4): Seismic Design Category: Response Modification Coefficient, R- System Overstrength Factor, Do: Deflection Modification Factor, Cd: Building Period Coefficient, CL Approximate Fundamental Period, Ta (Eq 12.8-7): Seismic Load Output: Seismic Base Shear, V (Eq 12 8-1) Seismic Response Coefficient, Cs (Eq 128-1 to 12.8-6) Longitudinal Cales. Qty=I Ss= 0.333 SI = 0.072 1.00 Fa = 1.53 Fv =2.40 Sms=0.511 Sm1=0.173 Sds- 0.340 Shc =0.115 C 3 1 3 0.028 0 199 1.49 kips Spreadsheet Revision Number : Latest Revision Date : A22 28 5/22011 Project No.: UIIG0405A Description: BAYOU WELL SERVICE LEAN-TO Engineer: Brooks Blackmer Date : 8/25/2011 Ha rdwa I I Information: Wall Length Exterior Wall 42 (Front SW). Wall Length Exterior Wall 44 (Back SW) Wall Length Interior Wall aS (Partition): Crane Information: Quantity of Cranes - Aisle #P. Length of Runway - Aisle 41: Quantity of Ind. Crane Columns - Aisle #1: Quantity of Cranes - Aisle 82: Length of Runway - Aisle 82: Quantity of Ind. Crane Columns - Aisle #2: Quantity of Cranes - Aisle 83: Length of Runway - Aisle 83: Quantity of Ind. Crane Columns - Aisle #3: 31 33 feet 15.00 fat 'Note: Enter quantity of canes for one aisle only, DO NOT increase the crane quantities when crane infometion is used for more than one aisle. A°Note: ASCE 7-05 - Sections 12.2.3, 1223.1 and 122.3.2 slates, "Where different seismic force -resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, dee more stringent system limitation contained in Table 122-1 shall apply" In summary, the response modification coefficient, R used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Cd, and the system overstrength factor, W0. in the direction ander consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. 0.113 Distribution Exponent, k 0 00 Multistory flstributiOn SeianConsideialtons .. eiiiiifiii i iCii,. EfSeismle Weight (.ir __)'. i We ii :Elevation _,. ha` Vertical Bat. Factor, En .Seismie Force _ .1;li Seismic Base Moment' i M: Roof Loads 11127 lbs 11.63 feet 11127 126 kips 1468 ft -kips ..5, Braelag Un(Fp'Pin Exterior Wall #I (Let) EW) Loads 436 lbs 5.82 feet 436 0.05 kips 029 ft -kips Roof Snow 40.60psf Seismic Dead W: /6.48psf Exterior Wall#3 (Right EW) Loads 436 Ibs 5.82 feet 436 0.05 kips 0.29 fi-kips Total Seism is W: 24.60psf Seismic Factor: 0.125 Interior Iliadea (PmtitionJ /carts 0 Ihs 5.82 feet -- -- -- ' 3' Braving Cohtenttated Londa Load Elevation Exterior Wall #2 (Front SW) Loads 862 lbs 550 feet 862 0..10kips 0.54 ft -kips 0.049 kips 11.00 feet Exterior Wall 44 (Back SW) Loads 0 lbs 6.13 feet -- -- "" 0.000 kips 12.25 feet Crane Aisle 41 0 lbs -- -- -- -- -- - Crane Aisle 42 01bs -- -- -- -- -- - Crane Aisle 83 01bs -- -- -- -- -- Mezzanine 41 01bs -- -- -- -- -- - Mezzanine k2 Olbs -- - -- -- -- -- Totals 12860 lbs = 12860 1.46 kips 15.79 fl -kips Bracing Base Shear: 1.492 kips Page 4 of4 8252011 BWB A23 SwDes-B.out U11G0405A Sidewall Design Code 8/24/11 11:17am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS07 BUILDING CODE: Wind Code Seismic Zone : IBC 09 : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi u11G0405A Girt Design Report (Level= 1; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 1 102060 6.46 4.0000 3.8 0 21.6 1.00 0.47 21.6 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.19 -0.19 0.00 -0.30 3.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.19 2.02 0.09 MS -0.30 6.33 0.05 RL 0.06 0.00 0.86 UNBRACE LENGTHS Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS Page 1 awe SwDes-B.out RL RS A24 1 6.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.25 0.25 0.00 0.40 3.23 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC LOC Calc Allow UC Loc UC Calc Allow 1 LS -0.25 2.02 0.12 MS 0.40 5.82 0.07 LL 0.08 0.01 0.86 UNBRACE LENGTHS Bay Minor Cb Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 6.5 6.5 6.5 6.5 6.5 6.5 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 2) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight Out In 1 102060 11.58 4.0000 3.8 0 38.8 1.00 0.47 WIND PRESSURE : GIRT ANALYSIS: Page 2 38.8 BWB A25 SWDes-B.out Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.33 -0.33 0.00 -0.97 5.79 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.33 2.02 0.17 MS -0.97 6.33 0.15 LL 0.14 -0.04 1.54 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 11.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.37 0.37 0.00 1.06 5.79 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow UC Loc Calc Allow UC Loc UC talc Allow 1 LS -0.37 2.02 0.18 MS 1.06 2.98 0.36 LL 0.16 0.05 1.54 UNBRACE LENGTHS Bay Minor Cb Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 11.6 11.6 11.6 11.6 11.6 11.6 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 3) 8/24/11 11:17am Page 3 BWB SwDe5-B.out GIRT: LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part width Left Right 1 102060 1.10 2 10z060 8.54 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id sup 1 -0.39 2 0.30 shear(k ) Left Right Lap Lap STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow Girt Load Locate Width 4.0000 3.8 4.0000 3.8 Right Left Left sup Sup Lap No. Brace Available Reduction Girt Factor Weight Out In 0 3.7 1.00 0.70 0 28.6 1.00 0.70 32.3 Moment(f-k ) Mid -span Right Right Mom Loc Lap Sup - 0.46 0.00 0.22 0.55 - 0.19 0.47 -0.32 5.22 Moment(f-k )---- UC Loc calc Allow UC 1 RS -0.46 2.02 0.23 RS 2 LS 0.30 2.02 0.15 LS UNBRACE LENGTHS 0.47 6.33 0.07 0.47 6.33 0.07 0.47 0.00 A26 Mom+shr Deflection(in) Loc Uc calc Allow RS 0.24 0.00 0.15 LS 0.17 -0.01 1.14 Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS RL RS LS LL MS 1 1.1 1.1 1.1 1.1 1.1 1.1 1.70 1.70 1.70 1.70 1.70 0.00 0.00 0.00 0.00 0.00 2 8.5 1.9 0.0 0.0 0.0 0.0 1.78 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Left Right Lap Lap Right sup Moment(f-k ) Left Left Mid -span Right Right Sup Lap Mom Loc Lap Sup Page 4 BWB 1 0.43 2 -0.33 STRENGTH/DEFLECTION: SwDes-B.out 0.50 0.00 -0.25 0.55 0.21 -0.51 0.35 5.22 Bay shear(k ) Moment(f-k )---- Mom+Shr Id Loc Calc Allow uC Loc Calc Allow Uc Loc UC 1 RS 0.50 2.02 0.25 RS -0.51 6.33 0.08 RS 0.26 2 LS -0.33 2.02 0.16 LS -0.51 6.33 0.08 LS 0.18 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS RL RS Minor cb A27 -0.51 0.00 Deflection(in) Calc Allow 0.00 0.15 0.01 1.14 LL MS RL RS LS LL MS RL RS LS LL MS 1 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 8.5 0.0 6.6 6.6 6.6 6.6 1.00 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 4) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Girt Id Part width Left Right Locate 2 10z060 4.71 1.25 4.0000 3 10z060 5.13 1.25 4.0000 WIND PRESSURE : GIRT ANALYSIS: Bay Id 2 3 Left Sup Load No. Width Brace Available Reduction Girt Factor Weight out In 3.8 0 20.0 1.00 0.70 3.8 0 21.4 1.00 0.70 41.3 Shear(k ) Moment(f-k ) Left Right Right Left Left Mid -span Right Right Lap Lap Sup Sup Lap Mom Loc Lap Sup 0.10 -0.11 -0.17 0.00 -0.08 1.71 0.01 0.18 0.18 0.11 -0.11 0.18 -0.01 -0.11 3.16 0.00 STRENGTH/DEFLECTION: Page 5 BWB Bay Shear(k ) Id Loc Calc Allow UC 2 RL -0.11 2.02 0.05 3 RS -0.11 2.02 0.06 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS Minor SwDeS-B.out Moment(f-k )---- Loc Calc Allow UC RS MS A28 Mom+Shr Deflection(in) Loc UC Calc Allow 0.09 6.33 0.01 RS 0.04 0.00 0.63 -0.11 6.33 0.02 LS 0.05 0.00 0.68 RL RS cb LS LL MS RL RS LS LL MS 2 4.7 0.0 0.0 0.0 3.5 1.3 1.00 1.00 1.00 1.14 1.77 1.00 1.00 1.00 1.00 0.02 3 5.1 1.3 0.0 0.0 0.0 0.0 1.85 1.00 1.00 1.00 1.00 -0.04 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id Sup Lap Lap 2 -0.11 0.12 3 -0.20 -0.12 Right Left Left Sup Sup Lap 0.19 0.00 0.12 -0.19 0.01 0.12 3.16 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.09 1.71 -0.01 -0.19 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC Moment(f-k )---- Mom+Shr Deflection(in) Loc Calc Allow UC Loc UC Calc Allow 2 RL 0.12 2.02 0.06 RS 3 RS 0.12 2.02 0.06 MS UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor -0.10 6.33 0.02 RS 0.05 0.00 0.63 0.12 6.33 0.02 LS 0.05 0.00 0.68 cb 2 4.7 3.5 3.5 3.5 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 5.1 0.0 3.9 3.9 3.9 3.9 1.00 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 5) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 5 Page 6 BWB GIRT LAYOUT: Bay Girt Bay Id Part Width 3 10z060 3.13 4 10z060 1.13 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 3 0.07 4 0.08 SwDes-B.out Available Reduction --Lap(ft)-- Girt Load No. Girt Factor Left Right Locate width Brace Weight Out In Shear(k ) 4.0000 3.8 0 10.5 1.00 0.70 4.0000 3.8 0 3.8 1.00 0.70 14.2 Left Right Right Left Lap Lap Sup Sup -0.11 0.00 0.02 0.05 Left Lap Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup -0.05 1.26 0.02 0.56 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id LOC Calc Allow UC Loc Calc Allow UC 3 RS -0.11 2.02 0.05 RS 0.05 6.33 0.01 4 LS 0.08 2.02 0.04 LS 0.05 6.33 0.01 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS RL RS Minor Cb 0.05 0.00 Mom+Shr Deflection(in) Loc UC Calc Allow LS 0.00 0.00 0.42 LS 0.00 0.00 0.15 A29 LS LL MS 3 3.1 0.0 0.0 0.0 0.0 0.6 1.00 1.00 1.00 1.00 1.76 1.00 1.00 1.00 1.00 1.00 4 1.1 1.1 1.1 1.1 1.1 1.1 2.06 2.06 2.06 2.06 2.06 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 3 -0.08 4 -0.09 Shear(k ) Left Right Right Left Left Lap Lap Sup Sup Lap 0.12 0.00 -0.02 -0.06 Page 7 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.05 1.26 -0.02 0.56 -0.06 0.00 BWB A30 SwDes-B.out STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow Uc Loc calc Allow uC Loc UC calc Allow 3 RS 0.12 2.02 0.06 RS -0.06 6.33 0.01 LS 0.00 0.00 0.42 4 LS -0.09 2.02 0.04 LS -0.06 6.33 0.01 LS 0.00 0.00 0.15 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 3 3.1 2.5 2.5 2.5 2.5 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 6) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 6 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight Out In 4 10z060 1.90 4.0000 3.8 0 6.4 1.00 0.47 6.4 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.05 -0.05 0.00 -0.03 0.95 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.05 2.02 0.03 MS -0.03 6.33 0.00 LS 0.00 0.00 0.25 Page 8 BWB UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS SwDes-B.out Minor Cb A31 4 1.9 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.06 0.06 0.00 0.03 0.95 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS -0.06 2.02 0.03 MS 0.03 6.24 0.00 LS 0.00 0.00 0.25 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 1.9 1.9 1.9 1.9 1.9 1.9 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 7) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 7 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate Width Brace Weight Out In 4 102060 1.13 5 10z060 4.13 4.0000 3.8 0 3.8 1.00 0.70 4.0000 3.8 0 13.8 1.00 0.70 Page 9 17.6 BWB A32 SwDes-B.out WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.06 -0.12 0.00 0.04 0.56 0.10 5 0.14 -0.10 0.10 -0.08 2.48 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uc Loc Calc Allow UC Loc UC Calc Allow 4 RS -0.12 2.02 0.06 RS 0.10 6.33 0.02 RS 0.06 0.00 0.15 5 LS 0.14 2.02 0.07 LS 0.10 6.33 0.02 LS 0.07 0.00 0.55 UNBRACE LENGTHS Bay Moml/MOm2 Id Major LS LL M5 RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 4 1.1 1.1 1.1 1.1 1.1 1.1 1.86 1.86 1.86 1.86 1.86 1.00 1.00 1.00 1.00 1.00 5 4.1 0.8 0.0 0.0 0.0 0.0 1.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id sup Lap Lap Sup sup Lap Mom Loc Lap sup 4 0.06 0.13 0.00 -0.04 0.56 -0.11 5 -0.16 0.10 -0.11 0.09 2.48 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow uc Loc Calc Allow uc Loc uc Calc Allow 4 RS 0.13 2.02 0.07 RS -0.11 6.33 0.02 RS 0.07 0.00 0.15 5 LS -0.16 2.02 0.08 LS -0.11 6.33 0.02 LS 0.08 0.00 0.55 UNBRACE LENGTHS Page 10 BWB Bay Minor Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS SwDes-B.out cb A33 4 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 4.1 0.0 3.3 3.3 3.3 3.3 1.00 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 8) 8/24/11 11:17am GIRT LAYOUT: Bay Girt Bay Id Part width 5 10z060 4.13 6 10z060 2.13 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 5 0.10 6 0.10 GIRT: LEVEL # 1 ; SPAN # 8 --Lap(ft)-- Girt Load Left Right Locate Width 4.0000 3.8 4.0000 3.8 No. Brace Available Reduction Girt Factor Weight Out In 0 13.8 1.00 0.70 0 7.1 1.00 0.70 20.9 Shear(k ) Moment(f-k ) Left Right Right Left Left Mid -Span Right Right Lap Lap Sup Sup Lap Mom Loc Lap Sup - 0.14 0.00 -0.08 1.68 - 0.02 0.09 0.00 1.81 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id Loc Calc Allow UC Loc Calc Allow UC 5 RS -0.14 2.02 0.07 RS 0.09 6.33 0.01 6 LS 0.10 2.02 0.05 LS 0.09 6.06 0.02 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 0.09 0.00 Mom+Shr Deflection(in) Loc UC Calc Allow RS 0.07 0.00 0.55 LS 0.05 0.00 0.28 Page 11 BWB A34 SwDes-B.out 5 4.1 0.0 0.0 0.0 0.0 0.8 1.00 1.00 1.00 1.00 1.76 1.00 1.00 1.00 1.00 1.00 6 2.1 1.5 1.5 0.0 0.0 0.0 2.08 2.08 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 -0.11 0.16 0.00 0.09 1.68 -0.10 6 -0.11 0.02 -0.10 0.00 1.81 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- mom+shr Deflection(in) Id Loc Calc Allow UC Loc calc Allow UC Loc UC Calc Allow 5 RS 0.16 2.02 0.08 RS -0.10 6.33 0.02 RS 0.08 0.00 0.55 6 LS -0.11 2.02 0.06 LS -0.10 6.33 0.02 LS 0.06 0.00 0.28 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 5 4.1 3.4 3.4 3.4 3.4 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 2.1 0.0 0.0 1.5 1.5 0.6 1.00 1.00 2.08 2.08 1.14 1.00 1.00 0.00 0.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 9) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 9 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate width Brace Weight Out In 6 10z060 1.92 4.0000 3.8 0 6.4 1.00 0.47 WIND PRESSURE : Page 12 6.4 BWB A35 SwDes-B.out GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 0.06 -0.06 0.00 -0.03 0.96 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 LS 0.06 2.02 0.03 MS -0.03 6.33 0.00 LS 0.00 0.00 0.26 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 6 1.9 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 -0.06 0.06 0.00 0.03 0.96 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 LS -0.06 2.02 0.03 MS 0.03 6.26 0.00 LS 0.00 0.00 0.26 UNBRACE LENGTHS Bay Minor Cb Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 6 1.9 1.9 1.9 1.9 1.9 1.9 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 Page 13 BWB A36 SwDes-B.out U11G0405A Girt Design Report (Level= 1; Span=10) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN #10 GIRT LAYOUT: Bay GirtBay --Lap(ft)-- Id Part width Left Right 6 10z060 5.10 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 6 0.15 shear(k ) Left Right Right Lap Lap Sup Girt Locate Available Reduction Load No. Girt Factor width Brace weight Out In 4.0000 3.8 0 17.1 1.00 0.47 17.1 Moment(f-k ) Left Left Mid -span Right Right Sup Lap Mom Loc Lap Sup -0.15 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow uc Loc -0.19 2.55 Moment(f-k )---- Mom+Shr 0.00 Deflection(in) Calc Allow uc Loc uc calc Allow 6 LS 0.15 2.02 0.07 MS UNBRACE LENGTHS Bay Minor Moml/Mom2 Id Major LS LL MS RL RL RS -0.19 6.33 0.03 LL 0.04 0.00 0.68 cb RS LS LL MS RL RS LS LL MS 6 5.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Right Id Sup Lap Lap Sup 6 -0.20 Left Left Sup Lap 0.20 0.00 Page 14 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.25 2.55 0.00 BWB STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC Loc SWDes-B.out Moment(f-k )---- Mom+Shr Calc Allow UC Loc UC 6 LS -0.20 2.02 0.10 MS UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS RL RS Minor 0.25 6.18 0.04 LL 0.06 LL MS RL b RS LS LL MS RL RS A37 Deflection(in) Calc Allow 0.00 0.68 LS LL MS 6 5.1 5.1 5.1 5.1 5.1 5.1 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 2; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay--Lap(ft)-- Id Part width Left Right 1 102089 28.67 1.25 2 102075 8.54 1.25 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Right Id Sup Lap Lap Sup 1 1.05 -0.74 -0.83 2 1.20 1.11 Girt Load No. Locate Width Brace 7.5000 4.5 7.5000 4.5 Available Reduction Girt Factor weight out In 0 148.7 1.00 0.70 0 41.0 1.00 0.70 189.7 Moment(f-k ) Left Left Mid -span Right Right Sup Lap Mom Loc Lap Sup 0.00 -6.03 9.73 6.76 7.75 0.61 7.75 6.30 3.25 4.27 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow uC Loc Moment(f-k )---- Mom+Shr Calc Allow uC Loc UC 1 LS 1.05 6.64 0.16 RL 2 LL 1.11 3.96 0.28 LL 6.76 10.16 0.67 RL 0.61 6.30 8.32 0.76 LL 0.75 Page 15 Deflection(in) Calc Allow - 0.82 3.82 - 0.26 BWB UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS SwDes-B.out Minor Cb A38 1 28.7 0.0 0.0 0.0 5.2 1.3 1.00 1.00 1.00 1.68 1.05 1.00 1.00 1.00 0.00 0.87 2 8.5 1.3 7.3 7.3 7.3 7.3 1.08 1.82 1.82 1.82 1.82 0.81 0.00 0.00 0.00 0.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.28 0.83 0.92 0.00 6.96 9.33 -7.58 -8.67 2 -1.34 -1.24 -0.69 -8.67 -7.06 -3.65 4.27 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -1.28 6.64 0.19 MS 6.96 7.92 0.88 RL 0.68 0.94 3.82 2 LL -1.24 3.96 0.31 LL -7.06 9.05 0.78 LL 0.84 0.28 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 28.7 5.5 3.0 12.3 0.0 0.0 1.56 1.07 1.18 1.00 1.00 0.00 0.81 0.26 1.00 1.00 2 8.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 2; Span= 2) 8/24/11 11:17am GIRT LAYOUT: Bay Girt GIRT: LEVEL # 2 ; SPAN # 2 Available Reduction Bay --Lap(ft)-- Girt Load No. Girt Factor Page 16 BWB Id Part 2 10z060 3 10z060 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 2 0.12 3 0.22 Width Left A39 SwDes-B.out Right Locate Width Brace Weight out In 4.71 1.25 7.5000 5.13 1.25 7.5000 Shear(k ) Left Right Lap Lap Right Sup 4.5 0 20.0 1.00 0.70 4.5 0 21.4 1.00 0.70 41.3 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup -0.13 -0.21 0.00 -0.10 1.71 0.01 0.21 0.13 -0.14 0.21 -0.01 -0.13 3.16 0.00 STRENGTH/DEFLECTION: Bay Id LOC Shear(k ) Moment(f-k )---- Mom+Shr Calc Allow UC Lac Calc Allow UC LOC UC 2 RL 3 RS -0.13 2.02 0.06 RS 0.10 6.33 0.02 RS 0.05 -0.14 2.02 0.07 MS -0.13 6.33 0.02 LS 0.06 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS Minor Cb RL RS LS LL MS RL RS Deflection(in) Calc Allow 0.00 0.63 0.00 0.68 LS LL MS 2 4.7 0.0 0.0 0.0 3.5 1.3 1.00 1.00 1.00 1.14 1.77 1.00 1.00 1.00 1.00 0.02 3 5.1 1.3 0.0 0.0 0.0 0.0 1.85 1.00 1.00 1.00 1.00 -0.04 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id Sup Lap Lap Right Left Left Sup Sup Lap 2 -0.13 0.14 0.23 0.00 3 -0.24 -0.14 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.11 1.71 0.15 -0.23 0.01 0.15 3.16 Moment(f-k )---- Mom+Shr UC Loc Calc Allow UC Loc UC Page 17 -0.02 -0.23 0.00 Deflection(in) Calc Allow BWB SWDes-B.out 2 RL 0.14 2.02 0.07 RS -0.11 6.33 0.02 RS 0.06 0.00 0.63 3 RS 0.15 2.02 0.07 MS 0.15 6.33 0.02 LS 0.06 0.00 0.68 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb A40 2 4.7 3.5 3.5 3.5 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 5.1 0.0 3.9 3.9 3.9 3.9 1.00 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 2; Span= 3) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight Out In 3 10z060 3.13 1.25 7.5000 4.5 0 14.7 1.00 0.70 4 10z060 7.13 1.25 7.5000 4.5 0 28.1 1.00 0.70 42.7 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap sup sup Lap Mom Loc Lap Sup 3 0.00 -0.16 -0.21 0.00 0.00 0.03 0.18 0.33 4 0.29 0.21 -0.20 0.33 0.02 -0.29 4.23 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc calc Allow UC Loc UC Calc Allow 3 RL -0.16 2.02 0.08 RL 0.18 6.33 0.03 RL 0.08 0.00 0.42 4 LL 0.21 2.02 0.10 MS -0.29 6.33 0.05 LS 0.08 0.00 0.95 UNBRACE LENGTHS Page 18 BWB Bay Minor Moml/Mom2 Id Major LS LL MS RL RS SwDes-B.out RL RS cb LS LL MS RL RS A41 LS LL MS 3 3.1 0.0 1.9 0.0 1.9 1.3 1.00 2.30 1.00 2.30 1.40 1.00 0.00 1.00 0.00 0.36 4 7.1 1.3 0.3 0.0 0.0 0.0 1.68 2.17 1.00 1.00 1.00 0.06 1.00 1.00 1.00 1.00 WIND SUCTION GIRT ANALYSIS: Bay Left Id Sup 3 0.00 4 -0.32 Shear(k ) Left Right Lap Lap Right Left Left Sup Sup Lap Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.17 0.23 0.00 0.00 0.03 -0.23 0.22 -0.36 -0.02 0.32 4.23 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id Loc Calc Allow UC Loc Calc Allow UC 3 RL 0.17 2.02 0.09 RL -0.20 6.33 0.03 4 LL -0.23 2.02 0.11 MS 0.32 6.33 0.05 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RL RS Minor b Mom+Shr LOC UC RL 0.09 LS 0.08 -0.20 -0.36 0.00 RS LS LL MS RL RS Deflection(in) talc Allow 0.00 0.42 0.00 0.95 LS LL MS 3 3.1 1.9 0.0 1.9 0.0 0.0 2.30 1.00 2.30 1.00 1.00 0.00 1.00 0.00 1.00 1.00 4 7.1 0.0 0.0 3.4 2.3 2.3 1.00 1.00 1.17 1.41 1.41 1.00 1.00 0.11 0.00 0.00 U11G0405A Girt Design Report (Level= 2; Span= 4) 8/24/11 11:17am GIRT LAYOUT: Bay Girt Id Part GIRT: LEVEL # 2 ; SPAN # 4 Bay --Lap(ft)-- width Left Right 4 10z060 1.13 Girt Load Locate Width 7.5000 4.5 Page 19 No. Brace Available Reduction Girt Factor weight Out In 0 3.8 1.00 0.70 BWB A42 5 10z060 4.13 WIND PRESSURE : GIRT ANALYSIS: SwDes-B.out 7.5000 4.5 0 13.8 1.00 0.70 17.6 shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 4 -0.07 -0.14 0.00 0.05 0.56 0.12 5 0.17 -0.11 0.12 -0.09 2.48 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 Rs -0.14 2.02 0.07 RS 0.12 6.33 0.02 RS 0.07 0.00 0.15 5 LS 0.17 2.02 0.08 LS 0.12 6.33 0.02 LS 0.09 0.00 0.55 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 4 1.1 1.1 1.1 1.1 1.1 1.1 1.86 1.86 1.86 1.86 1.86 0.00 0.00 0.00 0.00 0.00 5 4.1 0.8 0.0 0.0 0.0 0.0 1.77 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.07 0.16 0.00 -0.05 0.56 -0.13 5 -0.19 0.12 -0.13 0.10 2.48 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC calc Allow 4 RS 0.16 2.02 0.08 RS -0.13 6.33 0.02 RS 0.08 0.00 0.15 5 LS -0.19 2.02 0.09 LS -0.13 6.33 0.02 LS 0.09 0.00 0.55 Page 20 BWB UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS SwDes-B.out Minor Cb A43 4 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 4.1 0.0 3.3 3.3 3.3 3.3 1.00 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 ullG040SA Girt Design Report (Level= 2; Span= 5) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 5 GIRT LAYOUT: Available Reduction Bay GirtBay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight out In 5 10z060 4.13 7.5000 4.5 0 13.8 1.00 0.70 6 10z060 2.13 7.5000 4.5 0 7.1 1.00 0.70 20.9 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 0.12 -0.17 0.00 -0.10 1.68 0.11 6 0.12 -0.02 0.11 0.00 1.81 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 5 RS -0.17 2.02 0.08 RS 0.11 6.33 0.02 RS 0.09 0.00 0.55 6 LS 0.12 2.02 0.06 LS 0.11 6.33 0.02 LS 0.06 0.00 0.28 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS Page 21 Minor Cb BWB SwDes-B.out RL RS A44 5 4.1 0.0 0.0 0.0 0.0 0.8 1.00 1.00 1.00 1.00 1.76 1.00 1.00 1.00 1.00 0.00 6 2.1 1.5 1.5 0.0 0.0 0.0 2.08 2.08 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 -0.13 0.18 0.00 0.11 1.68 -0.12 6 -0.14 0.02 -0.12 0.00 1.81 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 5 RS 0.18 2.02 0.09 RS -0.12 6.33 0.02 RS 0.09 0.00 0.55 6 LS -0.14 2.02 0.07 L5 -0.12 6.33 0.02 LS 0.07 0.00 0.28 UNBRACE LENGTHS Bay Moml/MOm2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 5 4.1 3.4 3.4 3.4 3.4 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 2.1 0.0 0.0 19.0 1.5 19.0 1.00 1.00 2.30 2.08 2.30 1.00 1.00 0.00 0.00 0.00 U11G0405A Girt Design Report (Level= 2; Span= 6) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 6 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight Out In 6 10z060 11.13 7.5000 4.5 0 37.3 1.00 0.47 37.3 Page 22 BWB A45 SwDes-B.out WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 0.38 -0.38 0.00 -1.06 5.56 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 LS 0.38 2.02 0.19 MS -1.06 6.33 0.17 LL 0.16 -0.04 1.48 UNBRACE LENGTHS Bay Minor Cb Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 6 11.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 -0.47 0.51 0.00 1.39 5.64 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 RS 0.51 2.02 0.25 MS 1.39 6.18 0.22 RL 0.21 0.06 1.48 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb Page 23 BWB A46 SwDes-B.out 6 11.1 2.3 3.4 5.5 5.5 5.5 1.57 1.09 1.30 1.30 1.30 0.00 0.63 0.00 0.00 0.00 u11G0405A Girt Design Report (Level= 3; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part Width Left Right 1 10z089 28.67 2 10z075 8.54 1.25 WIND PRESSURE : GIRT ANALYSIS: 1.25 Shear(k ) Bay Left Left Right Right Id Sup Lap Lap Sup Girt Load No. Locate Width Brace 12.9375 5.3 12.9375 5.3 Available Reduction Girt Factor weight out In 0 148.7 1.00 0.70 0 41.0 1.00 0.70 189.7 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 1 1.25 -1.16 -1.26 0.00 -7.07 8.89 6.61 8.12 2 1.30 1.19 0.61 8.12 6.56 3.32 4.27 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Id Loc calc Allow uC Loc Moment(f-k )---- Mom+Shr Deflection(in) calc Allow UC Loc UC Calc Allow 1 LS 1.25 6.64 0.19 RL 2 LL 1.19 3.96 0.30 LL UNBRACE LENGTHS Bay Minor Moral/Mom2 Id Major LS LL MS RL RS 6.61 10.08 0.66 RL 0.61 -0.90 3.82 6.56 8.32 0.79 LL 0.79 -0.26 RL cb RS LS LL MS RL RS LS LL MS 1 28.7 0.0 0.0 0.0 3.9 1.3 1.00 1.00 1.00 1.34 1.08 1.00 1.00 1.00 0.41 0.81 2 8.5 1.3 7.3 7.3 7.3 7.3 1.08 1.84 1.84 1.84 1.84 0.81 0.00 0.00 0.00 0.00 WIND SUCTION : Page 24 BWB GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id sup Lap Lap 1 -1.53 1.29 2 -1.44 -1.33 Right Sup 1.40 SwDes-B.out A47 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 8.20 8.51 -7.40 -9.09 -0.69 -9.09 -7.36 -3.74 4.27 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id Loc Calc Allow uC Loc Calc Allow UC 1 LS -1.53 6.64 0.23 MS 8.20 7.92 1.03 2 LL -1.33 3.96 0.34 LL -7.36 9.05 0.81 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS Minor cb 0.00 Mom+Shr Deflection(in) Loc UC Calc Allow RL 0.68 1.04 3.82 LL 0.88 0.28 RL RS LS LL MS RL RS LS LL MS 1 28.7 5.5 3.0 12.0 0.0 0.0 1.56 1.07 1.23 1.00 1.00 0.00 0.82 0.20 1.00 1.00 2 8.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 3; span= 2) 8/24/11 11:17am GIRT: LEVEL # 3 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Girt Load Id Part width Left Right Locate Width 2 10z060 4.71 1.25 12.9375 5.3 3 10z060 5.13 1.25 12.9375 5.3 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id sup shear(k ) Left Right Lap Lap Right Left Left Sup Sup Lap Page 25 NO. Brace Available Reduction Girt Factor weight out In 0 20.0 1.00 0.70 0 21.4 1.00 0.70 41.3 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup BWB 2 0.14 -0.15 -0.24 3 0.26 0.15 -0.16 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc calc Allow uc 2 RL -0.15 2.02 0.07 3 RS -0.16 2.02 0.08 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS Minor A48 SwDeS-B.out 0.00 -0.12 1.71 0.02 0.25 0.25 -0.01 -0.16 3.16 0.00 Moment(f-k )---- Mom+Shr Deflection(in) Loc Calc Allow UC Loc UC Calc Allow RS MS 0.12 6.33 0.02 RS 0.06 0.00 0.63 -0.16 6.33 0.02 LS 0.07 0.00 0.68 cb RL RS LS LL MS RL RS LS LL MS 2 4.7 0.0 0.0 0.0 3.5 1.3 1.00 1.00 1.00 1.14 1.77 1.00 1.00 1.00 1.00 0.02 3 5.1 1.3 0.0 0.0 0.0 0.0 1.85 1.00 1.00 1.00 1.00 -0.04 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Bay Left Left Right Id Sup Lap Lap 2 -0.15 0.16 3 -0.28 -0.17 Right Left Left Sup Sup Lap 0.27 0.00 0.17 -0.27 0.01 STRENGTH/DEFLECTION: Bay shear(k ) Id Loc Calc Allow UC 2 RL 0.16 2.02 0.08 3 RS 0.17 2.02 0.09 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL RL RS Minor Moment(f-k ) Mid -span Right Right Mom Loc Lap sup 0.13 1.71 -0.02 -0.27 0.17 3.16 0.00 Moment(f-k )---- Mom+Shr Deflection(in) Loc Calc Allow uc Loc UC Calc Allow RS MS -0.13 6.33 0.02 RS 0.07 0.00 0.63 0.17 6.33 0.03 LS 0.07 0.00 0.68 cb MS RL RS LS LL MS RL RS LS LL MS 2 4.7 3.5 3.5 3.5 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 5.1 0.0 3.9 3.9 3.9 3.9 1.00 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 Page 26 BWB A49 SwDes-B.out U11G0405A Girt Design Report (Level= 3; Span= 3) 8/24/11 11:17am GIRT: LEVEL # 3 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- id Part Width Left Right Girt Load No. Locate width Brace 3 10z060 3.13 1.25 12.9375 4 10z060 7.13 1.25 12.9375 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 3 0.00 4 0.34 Shear(k ) Left Right Lap Lap Right Sup Available Reduction Girt Factor Weight out In 5.3 0 14.7 1.00 0.70 5.3 0 28.1 1.00 0.70 42.7 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup -0.19 -0.25 0.00 0.00 0.03 0.22 0.39 0.24 -0.23 0.39 0.02 -0.34 4.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC 3 RL -0.19 2.02 0.09 4 LL 0.24 2.02 0.12 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS Minor Moment(f-k )---- Mom+Shr Loc Calc Allow uc Loc UC RL 0.22 6.33 0.03 RL 0.10 MS -0.34 6.33 0.05 LS 0.09 cb RL RS LS LL MS RL RS Deflection(in) calc Allow 0.00 0.42 0.00 0.95 LS LL MS 3 3.1 0.0 1.9 0.0 1.9 1.3 1.00 2.30 1.00 2.30 1.40 1.00 0.00 1.00 0.00 0.36 4 7.1 1.3 5.9 0.0 0.0 0.0 1.68 1.14 1.00 1.00 1.00 0.06 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Page 27 BWB Shear(k ) Bay Left Left Right Id Sup Lap Lap 3 0.00 0.21 4 -0.38 -0.26 Swoes-B.out Right Left Left Sup Sup Lap 0.27 0.00 0.26 -0.42 -0.02 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC 3 RL 0.21 2.02 0.10 4 LL -0.26 2.02 0.13 UNBRACE LENGTHS Bay Moml/MOm2 Id Major LS LL MS RL RS Minor Moment(f-k ) Mid -Span Mom Loc Right Right Lap Sup 0.00 0.03 -0.24 -0.42 0.37 4.23 0.00 Moment(f-k )---- Mom+Shr Loc Calc Allow UC Loc UC RL -0.24 6.33 0.04 RL 0.11 MS 0.37 5.99 0.06 LS 0.10 b RL RS LS LL MS RL RS A50 Deflection(in) Calc Allow 0.00 0.42 0.01 0.95 LS LL MS 3 3.1 1.9 0.0 1.9 0.0 0.0 2.30 1.00 2.30 1.00 1.00 0.00 1.00 0.00 1.00 1.00 4 7.1 0.0 0.0 5.9 5.9 5.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 3; Span= 4) 8/24/11 11:17am GIRT LAYOUT: Bay Girt Bay Id Part width 4 102060 1.13 5 102060 4.13 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 4 -0.08 5 0.20 GIRT: LEVEL # 3 ; SPAN # 4 --Lap(ft)-- Girt Load No. Left Right Locate Width Brace Shear(k ) Left Right Lap Lap Right Sup 12.9375 5.3 12.9375 5.3 Available Reduction Girt Factor weight Out In 0 3.8 1.00 0.70 0 13.8 1.00 0.70 17.6 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup - 0.17 0.00 - 0.13 0.14 Page 28 0.06 0.56 -0.11 2.48 0.14 0.00 BWB A51 SWDes-B.out STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS -0.17 2.02 0.08 RS 0.14 6.33 0.02 RS 0.09 0.00 0.15 5 LS 0.20 2.02 0.10 LS 0.14 6.33 0.02 LS 0.10 0.00 0.55 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 1.1 1.1 1.1 1.1 1.1 1.1 1.86 1.86 1.86 1.86 1.86 0.00 0.00 0.00 0.00 0.00 5 4.1 0.8 0.0 0.0 0.0 0.0 1.77 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.08 0.18 0.00 -0.06 0.56 -0.15 5 -0.22 0.15 -0.15 0.12 2.48 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 0.18 2.02 0.09 RS -0.15 6.33 0.02 RS 0.09 0.00 0.15 5 LS -0.22 2.02 0.11 LS -0.15 6.33 0.02 LS 0.11 0.00 0.55 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 4.1 0.0 3.3 3.3 3.3 3.3 1.00 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 3; Span= 5) 8/24/11 11:17am Page 29 BWB Swoes-B.out GIRT: LEVEL # 3 ; SPAN # 5 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Girt Load Id Part width Left Right Locate width 5 102060 4.13 6 10z060 2.13 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 5 0.14 6 0.15 12.9375 5.3 12.9375 5.3 No. Brace Available Reduction Girt Factor weight out In 0 13.8 1.00 0.70 0 7.1 1.00 0.70 20.9 shear(k ) Moment(f-k ) Left Right Right Left Left Mid -span Right Right Lap Lap Sup Sup Lap Mom Loc Lap Sup -0.20 0.00 -0.11 1.68 -0.03 0.13 0.00 1.81 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id Loc Calc Allow uc Loc calc Allow UC 5 RS -0.20 2.02 0.10 RS 0.13 6.33 0.02 6 LS 0.15 2.02 0.07 LS 0.13 6.33 0.02 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL RL RS Minor cb 0.13 0.00 A52 Mom+shr oeflection(in) Loc uc Calc Allow RS 0.10 0.00 0.55 LS 0.08 0.00 0.28 MS RL RS LS LL MS 5 4.1 0.0 0.0 0.0 0.0 0.8 1.00 1.00 1.00 1.00 1.76 1.00 1.00 1.00 1.00 0.00 6 2.1 1.5 1.5 0.0 0.0 0.0 2.08 2.08 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Moment(f-k ) Left Right Right Left Left Mid -Span Right Right Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 30 BWB 5 -0.15 6 -0.16 SwDes-B.out 0.22 0.00 0.12 1.68 0.03 -0.14 0.00 1.81 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id Loc Calc Allow UC Loc Calc Allow UC 5 RS 0.22 2.02 0.11 RS -0.14 6.33 0.02 6 LS -0.16 2.02 0.08 LS -0.14 6.33 0.02 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS RL RS Minor Cb -0.14 0.00 A53 Mom+Shr Deflection(in) Loc UC Calc Allow RS 0.11 0.00 0.55 LS 0.08 0.00 0.28 LS LL MS 5 4.1 3.4 3.4 3.4 3.4 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 6 2.1 0.0 0.0 1.5 1.5 0.6 1.00 1.00 2.08 2.08 1.14 1.00 1.00 0.00 0.00 1.00 U11G040SA Girt Design Report (Level= 3; Span= 6) 8/24/11 11:17am GIRT LAYOUT: Bay Girt Bay Id Part width 6 10z060 11.13 WIND PRESSURE : GIRT ANALYSIS: GIRT: LEVEL # 3 ; SPAN # 6 --Lap(ft)-- Girt Load Left Right Locate Width 12.9375 5.3 Shear(k ) Bay Left Left Right Right Left Left Id Sup Lap Lap Sup Sup Lap Available Reduction No. Girt Factor Brace weight Out In 0 37.3 1.00 0.47 37.3 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 6 0.45 -0.45 0.00 -1.25 5.56 STRENGTH/DEFLECTION: Bay Id Shear(k ) Moment(f-k )---- Loc talc Allow UC Loc Calc Allow UC Page 31 0.00 Mom+Shr Deflection(in) Loc UC talc Allow BWB SwDes-B.out 6 LS 0.45 2.02 0.22 MS -1.25 6.33 0.20 RL 0.19 -0.05 1.48 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS Minor cb A54 RL RS LS LL MS RL RS LS LL MS 6 11.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id sup 6 -0.55 shear(k ) Left Right Lap Lap STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc calc Allow 6 RS 0.59 2.02 0.29 MS Right Sup Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.59 0.00 1.63 5.64 Moment(f-k )---- UC Loc Calc Allow UC UNBRACE LENGTHS Mom+Shr Loc uc Calc Allow 0.00 Deflection(in) 1.63 3.18 0.51 RL 0.24 0.07 1.48 Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 6 11.1 11.1 11.1 11.1 11.1 11.1 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1111G0405A Girt Design Report (Level= 4; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 4 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part width Left Right 1 10z060 6.46 Available Reduction Girt Load No. Girt Factor Locate Width Brace weight out In 18.0000 5.1 0 21.6 1.00 0.47 Page 32 BWB A55 SWDes-B.out WIND PRESSURE : GIRT ANALYSIS: 21.6 Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.25 -0.25 0.00 -0.41 3.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow UC Loc talc Allow UC Loc UC Calc Allow 1 LS 0.25 2.02 0.12 MS -0.41 6.33 0.06 LL 0.08 -0.01 0.86 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 6.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.34 0.34 0.00 0.55 3.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc calc Allow uC Loc UC Calc Allow 1 LS -0.34 2.02 0.17 MS 0.55 5.82 0.09 LL 0.11 0.01 0.86 UNBRACE LENGTHS Bay Moml/MOm2 Minor Cb Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS Page 33 BWB SwDes-B.out RL RS A56 1 6.5 6.5 6.5 6.5 6.5 6.5 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 4; Span= 2) 8/24/11 11:17am GIRT: LEVEL # 4 ; SPAN # 2 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate Width Brace Weight Out In 1 10z060 11.25 18.0000 5.1 0 37.7 1.00 0.47 37.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.44 -0.44 0.00 -1.24 5.62 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc calc Allow uc Loc uc Calc Allow 1 LS 0.44 2.02 0.22 MS -1.24 6.33 0.20 LL 0.18 -0.05 1.50 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 11.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Page 34 BWB A57 SwDes-B.out Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.48 0.48 0.00 1.36 5.62 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 1 LS -0.48 2.02 0.24 MS 1.36 3.10 0.44 LL 0.20 0.06 1.50 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 11.3 11.3 11.3 11.3 11.3 11.3 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G040SA Girt Design Report (Level= 4; Span= 3) 8/24/11 11:17am GIRT: LEVEL # 4 ; SPAN # 3 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 1 10z075 4.79 1.25 18.0000 5.1 0 25.3 1.00 0.70 2 10z075 30.00 1.25 1.25 18.0000 5.1 0 136.2 1.00 0.70 3 10z060 25.00 1.25 1.25 18.0000 5.1 0 92.1 1.00 0.70 4 102060 25.00 1.25 1.25 18.0000 5.1 0 92.1 1.00 0.70 5 10z089 25.00 1.25 1.25 18.0000 5.1 0 136.7 1.00 0.70 6 10z120 30.00 1.25 18.0000 5.1 0 209.7 1.00 0.70 692.1 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.51 -1.79 -1.89 0.00 3.85 2.40 5.94 8.15 2 1.46 1.37 -1.12 -1.22 8.15 6.38 -2.97 15.61 3.19 4.65 Page 35 BWB 3 1.10 1.00 -0.78 -0.88 4 1.44 1.34 -0.73 -0.83 5 1.38 1.28 -1.32 -1.42 6 1.38 1.28 -1.72 STRENGTH/DEFLECTION: Bay Id Loc Shear(k ) calc Allow uC 1 RL 2 LL 3 LL 4 LL 5 RL 6 RS -1.79 3.96 0.45 1.37 3.96 0.34 1.00 2.02 0.49 1.34 2.02 0.66 - 1.32 6.64 0.20 - 1.72 15.89 0.11 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS Minor 1 4.8 0.00 0.73 2 30.0 1.00-0.01 0.69 3 25.0 0.58 0.78 4 25.0 0.95 0.78 5 25.0 0.50 0.82 6 30.0 1.00 1.00 WIND SUCTION : 3.5 3.5 3.5 1.3 5.6 0.0 1.3 4.0 0.0 1.3 2.5 0.0 1.3 2.4 0.0 1.3 1.3 0.0 GIRT ANALYSIS: Bay Left Id Sup 1 2 3 4 5 6 1.69 - 1.60 - 1.20 - 1.58 - 1.50 -1.55 SWDes-B.out 4.65 3.34 -0.96 11.03 4.77 3.03 -3.81 7.71 4.40 2.73 -1.18 7.21 9.47 7.80 -14.57 18.50 Moment(f-k )---- Loc Calc Allow uc RL LL RL MS RL MS 5.94 8.55 0.69 6.38 8.39 0.76 3.73 6.33 0.59 -3.81 6.33 0.60 7.76 10.08 0.77 -14.57 15.72 0.93 cb Mom+Shr Loc UC Calc Allow 3.73 3.42 7.76 4.77 4.40 9.47 0.00 A58 Deflection(in) RL 0.80 -0.22 LL 0.78 -0.47 4.00 LL 0.72 -0.02 3.33 LL 0.82 -0.49 3.33 RL 0.71 0.08 3.33 MS 0.93 -1.44 4.00 RL RS LS LL MS RL RS LS LL MS 3.5 1.3 1.69 1.69 3.3 1.3 1.10 1.78 2.3 1.3 1.13 1.77 0.3 1.3 1.17 1.73 3.3 1.3 1.18 1.74 0.0 0.0 1.08 1.09 shear(k ) Left Right Right Lap Lap Sup - 1.49 -1.09 - 1.47 - 1.39 - 1.44 2.00 1.22 0.86 0.80 1.45 2.10 1.32 0.97 0.91 1.56 2.04 STRENGTH/DEFLECTION: Bay shear(k ) Id Loc Calc Allow uc Left Left Sup Lap 0.00 - 9.09 - 5.02 -5.27 -4.75 -10.66 - 7.16 - 3.58 - 3.37 -2.94 -8.79 1.69 1.00 1.00 1.00 1.00 1.00 1.69 1.75 1.21 1.02 1.26 1.00 1.12 1.15 1.10 1.10 1.08 1.00 0.00 0.00 0.00 0.78-0.01 0.72-0.01 1.00 0.64-0.02 1.00 0.62-0.03 1.00 0.82 0.80 1.00 Moment(f-k ) Mid -span Right Right Mom Loc Lap Sup -4.30 3.13 1.09 4.17 1.27 16.71 Moment(f-k )---- Loc calc Allow UC Page 36 2.40 15.99 10.94 7.79 6.87 18.50 Mom+Shr Loc UC Calc Allow -6.63 - 3.43 -4.13 - 3.68 - 8.78 -9.09 - 5.02 -5.27 - 4.75 -10.66 0.00 Deflection(in) BWB 1 2 3 4 5 6 RL LL LL LL RL RS 2.00 3.96 0.50 - 1.49 3.96 0.38 -1.09 2.02 0.54 - 1.47 2.02 0.73 1.45 6.64 0.22 2.04 15.89 0.13 SwDes-B.out RL LL RL MS RL MS *WRN(GSM-203) Moment > Limit *WRN(GSM-205) Shear + Moment > Limit UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RL RS Minor - 6.63 9.05 0.73 RL - 7.16 9.05 0.79 LL -4.13 6.33 0.65 LL 4.17 4.43 0.94 LL - 8.78 11.32 0.78 RL 16.71 11.00 1.52* MS 1.00 1.00 1.00 1.00 1.00 0.00 1 4.8 0.0 0.0 1.00 2 30.0 0.0 0.0 1.00 3 25.0 0.0 0.0 1.00 4 25.0 0.0 0.0 1.00 5 25.0 0.0 0.0 1.00 6 30.0 0.0 0.0 0.00 LAP BOLT SHEAR/BEARING: Span Id LAP BOLT SHEAR(k ) Left Right 1 1.82 2 1.82 1.11 3 0.89 1.05 4 1.05 0.77 5 1.13 1.82 6 2.45 *WRN(GSM-403) Bolt 0.89 0.27 0.88 0.48 4.00 0.78 0.03 3.33 0.90 0.54 3.33 0.81 -0.11 3.33 1.07* 1.66 4.00 NESTED 10Z120 GIRT PROVIDED b A59 RS LS LL MS RL RS LS LL MS 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 16.0 0.0 0.0 1.00 1.00 1.08 1.00 1.00 11.0 0.0 0.0 1.00 1.00 1.11 1.00 1.00 11.7 0.0 0.0 1.00 1.00 1.29 1.00 1.00 8.4 0.0 0.0 1.00 1.00 1.15 1.00 1.00 12.2 11.5 SHEAR RATIO ( 0.5in A307 ) Left Right 0.82 0.82 0.50 0.40 0.48 0.48 0.35 0.51 0.82 1.11* 11.5 1.00 1.00 1.55 1.50 1.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.30 1.00 0.02 1.00 0.08 1.00 0.00 Diameter < Required U11G0405A Girt Design Report (Level= 5; Span= 1) 8/24/11 11:17am GIRT LAYOUT: Bay Girt Id Part 1 10z099 GIRT: LEVEL # 5 ; SPAN # 1 Bay --Lap(ft)-- width Left Right Girt Load No. Locate width Brace 28.67 1.25 23.0833 5.1 Page 37 Girt Weight 0 165.4 Available Reduction Factor Out In 1.00 0.70 BWB A60 swDes-B.out 2 10z075 30.00 1.25 1.25 23.0833 5.1 0 136.2 1.00 0.70 3 10z060 25.00 1.25 1.25 23.0833 5.1 0 92.1 1.00 0.70 4 10z060 25.00 1.25 1.25 23.0833 5.1 0 92.1 1.00 0.70 5 10z067 25.00 1.25 1.25 23.0833 5.1 0 102.8 1.00 0.70 6 102089 30.00 1.25 23.0833 5.1 0 155.3 1.00 0.70 744.0 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 1.26 -1.14 -1.23 0.00 -7.15 8.95 6.15 7.63 2 1.28 1.18 -0.97 -1.07 7.63 6.10 -2.80 16.32 3.25 4.52 3 1.00 0.90 -0.86 -0.96 4.52 3.34 -1.80 12.71 2.97 4.11 4 1.00 0.91 -0.86 -0.95 4.11 2.92 -2.31 12.81 2.37 3.50 5 0.86 0.76 -1.00 -1.10 3.50 2.49 -1.21 10.97 5.18 6.49 6 1.39 1.29 -0.96 6.49 4.81 -5.86 17.76 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow UC Loc calc Allow UC Loc UC calc Allow 1 LS 1.26 9.16 0.14 MS -7.15 12.85 0.56 LL 0.52 -0.84 3.82 2 LL 1.18 3.96 0.30 LL 6.10 8.34 0.73 LL 0.74 -0.35 4.00 3 LL 0.90 2.02 0.44 LL 3.34 6.33 0.53 LL 0.69 -0.19 3.33 4 LL 0.91 2.02 0.45 LL 2.92 6.33 0.46 LL 0.64 -0.31 3.33 5 RL -1.00 2.82 0.35 RL 5.18 7.13 0.73 RL 0.78 -0.02 3.33 6 LL 1.29 6.64 0.19 MS -5.86 11.32 0.52 LL 0.47 -0.97 4.00 UNBRACE LENGTHS Bay Moml/MOm2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 28.7 0.0 0.0 0.0 3.9 1.3 1.00 1.00 1.00 1.36 1.09 1.00 1.00 1.00 0.37 0.81 2 30.0 1.3 6.6 0.0 4.0 1.3 1.09 1.81 1.00 1.76 1.13 0.80 0.00 1.00 0.00 0.72 3 25.0 1.3 4.7 0.0 4.3 1.3 1.12 1.80 1.00 1.79 1.13 0.74 0.00 1.00 0.00 0.72 4 25.0 1.3 3.9 0.0 3.2 1.3 1.13 1.77 1.00 1.75 1.15 0.71 0.00 1.00 0.00 0.68 5 25.0 1.3 4.2 0.0 7.2 1.3 1.13 1.81 1.00 1.88 1.09 0.71 0.00 1.00 0.00 0.80 6 30.0 1.3 4.3 0.0 0.0 0.0 1.12 1.74 1.00 1.00 1.00 0.74 0.00 1.00 1.00 1.00 WIND SUCTION : Page 38 BWB A61 SwDes-B.out GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.53 1.26 1.37 0.00 8.29 8.58 -6.86 -8.51 2 -1.41 -1.30 1.06 1.17 -8.51 -6.81 3.03 16.39 -3.53 -4.93 3 -1.09 -0.98 0.95 1.06 -4.93 -3.63 1.98 12.68 -3.28 -4.53 4 -1.10 -1.00 0.94 1.04 -4.53 -3.22 2.55 12.84 -2.56 -3.80 5 -0.94 -0.83 1.11 1.21 -3.80 -2.70 1.29 10.88 -5.82 -7.27 6 -1.55 -1.44 1.18 -7.27 -5.40 6.73 17.94 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -1.53 9.16 0.17 MS 8.29 9.00 0.92 LL 0.60 0.97 3.82 2 LL -1.30 3.96 0.33 LL -6.81 9.05 0.75 LL 0.82 0.38 4.00 3 LL -0.98 2.02 0.49 LL -3.63 6.33 0.57 LL 0.75 0.21 3.33 4 LL -1.00 2.02 0.49 MS 2.55 4.43 0.58 LL 0.71 0.35 3.33 5 RL 1.11 2.82 0.39 RL -5.82 7.50 0.78 RL 0.87 0.01 3.33 6 LL -1.44 6.64 0.22 MS 6.73 7.92 0.85 LL 0.52 1.11 4.00 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 28.7 5.5 3.0 12.0 0.0 0.0 1.56 1.07 1.21 1.00 1.00 0.00 0.82 0.24 1.00 1.00 2 30.0 0.0 0.0 16.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 13.6 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 15.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6 30.0 0.0 0.0 24.4 24.4 24.4 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 u11G0405A Girt Design Report (Level= 6; Span= 1) 8/24/11 11:17am GIRT LAYOUT: Bay Girt GIRT: LEVEL # 6 ; SPAN # 1 Available Reduction Bay --Lap(ft)-- Girt Load No. Girt Factor Page 39 BWB A62 SwDes-B.out Id Part width Left Right Locate width Brace weight Out In 1 10z075 28.67 1.25 28.1667 5.4 0 125.4 1.00 0.70 2 10z067 30.00 1.25 1.25 28.1667 5.4 0 121.6 1.00 0.70 3 102060 25.00 1.25 1.25 28.1667 5.4 0 92.1 1.00 0.70 4 102060 25.00 1.25 1.25 28.1667 5.4 0 92.1 1.00 0.70 5 10z067 25.00 1.25 1.25 28.1667 5.4 0 102.8 1.00 0.70 6 10z089 30.00 1.25 28.1667 5.4 0 155.3 1.00 0.70 689.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.92 -1.35 -1.45 0.00 -5.12 11.13 5.86 7.61 2 1.33 1.23 -1.05 -1.15 7.61 6.01 -3.09 16.08 3.56 4.93 3 1.06 0.96 -0.91 -1.01 4.93 3.67 -1.85 12.80 3.11 4.31 4 1.06 0.95 -0.91 -1.01 4.31 3.05 -2.46 12.79 2.51 3.71 5 0.91 0.81 -1.06 -1.16 3.71 2.64 -1.28 10.98 5.47 6.86 6 1.47 1.37 -1.01 6.86 5.09 -6.20 17.76 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow Uc Loc Uc calc Allow 1 RL -1.35 3.96 0.34 RL 5.86 8.42 0.70 RL 0.73 -0.84 3.82 2 LL 1.23 2.82 0.44 LL 6.01 7.34 0.82 LL 0.91 -0.47 4.00 3 LL 0.96 2.02 0.47 LL 3.67 6.33 0.58 LL 0.75 -0.19 3.33 4 LL 0.95 2.02 0.47 LL 3.05 6.33 0.48 LL 0.67 -0.34 3.33 5 RL -1.06 2.82 0.37 RL 5.47 7.13 0.77 RL 0.82 -0.02 3.33 6 LL 1.37 6.64 0.21 MS -6.20 11.32 0.55 LL 0.49 -1.02 4.00 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 28.7 0.0 0.0 0.0 5.2 1.3 1.00 1.00 1.00 1.76 1.10 1.00 1.00 1.00 0.00 0.77 2 30.0 1.3 6.2 0.0 4.0 1.3 1.09 1.80 1.00 1.76 1.13 0.79 0.00 1.00 0.00 0.72 3 25.0 1.3 4.9 0.0 4.3 1.3 1.12 1.80 1.00 1.79 1.13 0.74 0.00 1.00 0.00 0.72 4 25.0 1.3 3.8 0.0 3.3 1.3 1.14 1.77 1.00 1.75 1.15 0.71 0.00 1.00 0.00 0.68 5 25.0 1.3 4.2 0.0 7.2 1.3 1.13 1.81 1.00 1.88 1.09 0.71 0.00 1.00 0.00 0.80 6 30.0 1.3 4.3 0.0 0.0 0.0 1.12 1.74 1.00 1.00 1.00 0.74 0.00 1.00 1.00 1.00 Page 40 BWB A63 SWDes-B.out WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.12 1.50 1.61 0.00 5.85 11.01 -6.52 -8.46 2 -1.47 -1.35 1.15 1.26 -8.46 -6.70 3.36 16.13 -3.88 -5.38 3 -1.16 -1.05 1.00 1.11 -5.38 -4.00 2.04 12.78 -3.43 -4.74 4 -1.16 -1.05 0.99 1.11 -4.74 -3.36 2.71 12.81 -2.72 -4.03 5 -0.99 -0.88 1.17 1.28 -4.03 -2.87 1.35 10.89 -6.15 -7.69 6 -1.64 -1.53 1.24 -7.69 -5.71 7.12 17.94 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.50 3.96 0.38 MS 5.85 6.33 0.92 RL 0.81 0.96 3.82 2 LL -1.35 2.82 0.48 LL -6.70 7.50 0.89 LL 1.01 0.50 4.00 3 LL -1.05 2.02 0.52 LL -4.00 6.33 0.63 LL 0.82 0.21 3.33 4 LL -1.05 2.02 0.52 MS 2.71 4.43 0.61 LL 0.74 0.37 3.33 5 RL 1.17 2.82 0.41 RL -6.15 7.50 0.82 RL 0.92 0.01 3.33 6 LL -1.53 6.64 0.23 MS 7.12 7.92 0.90 LL 0.55 1.18 4.00 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 28.7 22.2 22.2 22.2 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 30.0 0.0 0.0 17.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 13.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 15.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 25.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6 30.0 0.0 0.0 24.4 24.4 24.4 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 U11G0405A Sidewall Jamb/Header Summary 8/24/11 11:17am JAMB/HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length weight 1 1 Jamb -L F100060 7.50 25.1 Page 41 BWB SwDes-B.out Jamb -R F100060 7.50 25.1 Header F100060 3.00 10.0 sill F100060 3.00 10.0 2 1 Jamb -L F10c060 10.15 34.0 Jamb -R F10c060 10.15 34.0 Header rlOc060 3.00 10.0 Sill F100060 3.00 10.0 3 1 Jamb -L F100060 10.15 34.0 Jamb -R rlOc060 10.15 34.0 Header F100060 3.00 10.0 Sill F100060 3.00 10.0 4 1 Jamb -L F100060 7.50 25.1 Jamb -R F100060 7.50 25.1 5 2 Jamb -L F100060 18.00 60.3 Jamb -R F100060 18.00 60.3 Header F10c060 16.00 53.6 6 3 Jamb -L F100060 18.00 60.3 Jamb -R F100060 18.00 60.3 Header rlOc060 16.00 53.6 7 4 Jamb -L F100060 7.50 25.1 Jamb -R F100060 7.50 25.1 8 4 Jamb -L FlOc060 18.00 60.3 Jamb -R F10c060 18.00 60.3 Header F100060 16.00 53.6 9 5 Jamb -L F100060 18.00 60.3 Jamb -R F100060 18.00 60.3 Header F100060 16.00 53.6 10 6 Jamb -L F100089 18.00 89.5 Jamb -R F10c089 18.00 89.5 Header F10c060 16.00 53.6 11 6 Jamb -L F10c060 7.50 25.1 Jamb -R F100060 7.50 25.1 JAMB/HEADER UNBRACED LENGTHS: Available Open Member Minor Minor ReductionFactor Id Locate Major outside Inside Outside Inside 1 Jamb -L 7.50 4.00 4.00 0.00 0.00 1 Jamb -R 7.50 4.00 4.00 0.00 0.00 1 Header 3.00 0.00 3.00 1.00 0.38 1 Sill 3.00 0.00 3.00 1.00 0.38 1 Jamb -L 10.15 5.08 5.08 0.00 0.00 1 Jamb -R 10.15 5.08 5.08 0.00 0.00 1 Header 3.00 0.00 3.00 1.00 0.38 1 Sill 3.00 0.00 3.00 1.00 0.38 1 Jamb -L 10.15 5.08 5.08 0.00 0.00 1 Jamb -R 10.15 5.08 5.08 0.00 0.00 1 Header 3.00 0.00 3.00 1.00 0.38 1 Sill 3.00 0.00 3.00 1.00 0.38 1 Jamb -L 7.50 4.00 4.00 0.00 0.00 1 Jamb -R 4.00 4.00 4.00 0.00 0.00 2 Jamb -L 18.00 5.44 5.44 0.00 0.00 2 Jamb -R 18.00 5.44 5.44 0.00 0.00 2 Header 16.00 0.00 16.00 1.00 0.38 3 Jamb -L 18.00 5.44 5.44 0.00 0.00 3 Jamb -R 18.00 5.44 5.44 0.00 0.00 3 Header 16.00 0.00 16.00 1.00 0.38 4 Jamb -L 4.00 4.00 4.00 0.00 0.00 4 Jamb -R 7.50 4.00 4.00 0.00 0.00 4 Jamb -L 18.00 5.44 5.44 0.00 0.00 4 Jamb -R 4.00 5.44 5.44 0.00 0.00 Page 42 A64 BWB 4 Header 16.00 5 Jamb -L 18.00 5 Jamb -R 18.00 5 Header 16.00 6 Jamb -L 18.00 6 Jamb -R 18.00 6 Header 16.00 6 Jamb -L 7.50 6 Jamb -R 7.50 JAMB/GIRT LAYOUT: Bot Open Member Girt Id Locate (k ) Top Girt (k ) 1 Jamb -L Base 7.50 Jamb -R Base 7.50 2 Jamb -L 12.93 23.08 Jamb -R 12.93 23.08 3 Jamb -L 12.93 23.08 Jamb -R 12.93 23.08 4 Jamb -L Base 7.50 Jamb -R Base 7.50 5 Jamb -L Base 18.00 Jamb -R Base 18.00 6 Jamb -L Base 18.00 Jamb -R Base 18.00 7 Jamb -L Base 7.50 Jamb -R Base 7.50 8 Jamb -L Base 18.00 Jamb -R Base 18.00 9 Jamb -L Base 18.00 Jamb -R Base 18.00 10 Jamb -L Base 18.00 Jamb -R Base 18.00 11 Jamb -L Base 7.50 Jamb -R Base 7.50 JAMB/GIRT LOADING: Support Load Reaction(k ) Id Bot Top Open Member Id Locate 1 Jamb -L Jamb -R 2 Jamb -L Jamb -R 3 Jamb -L Jamb -R 4 Jamb -L ]amb-R 5 Jamb -L Jamb -R 0.00 5.44 5.44 0.00 5.44 5.44 0.00 4.00 4.00 SwDes-B.out 16.00 1.00 5.44 0.00 5.44 0.00 16.00 1.00 5.44 0.00 5.44 0.00 16.00 1.00 4.00 0.00 4.00 0.00 0.38 0.00 0.00 0.38 0.00 0.00 0.38 0.00 0.00 Interior_Gi rt_Locations(ft) 4.000 4.000 18.000 18.000 18.000 18.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 4.000 WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP ws 0.18 - 0.23 0.25 - 0.28 0.25 - 0.33 0.35 -0.39 0.35 -0.39 - 0.64 0.72 0.35 - 0.38 0.10 -0.11 0.56 - 0.59 0.31 - 0.34 0.19 - 0.25 0.28 - 0.30 0.25 - 0.33 0.35 -0.39 0.35 - 0.39 - 0.64 0.72 0.37 - 0.41 0.10 - 0.11 0.41 - 0.43 0.30 - 0.34 7.500 12.938 7.500 12.938 7.500 12.938 7.500 12.938 7.500 12.938 7.500 12.938 7.500 12.938 7.500 12.938 7.500 12.938 Jamb Load (k/ft) Interior_Girt_Loads(k - 0.023 -0.20 0.030 0.26 - 0.023 -0.36 0.025 0.39 - 0.023 -0.27 0.030 0.36 - 0.023 -0.47 0.025 0.51 -0.023 -0.47 0.025 0.51 -0.023 1.51 0.025 -1.69 - 0.049 -0.36 0.054 0.39 -0.049 0.054 - 0.123 0.03 0.61 0.135 -0.04 -0.69 - 0.123 0.35 0.59 0.135 -0.38 -0.64 Page 43 0.61 - 0.69 0.67 - 0.73 A65 BWB 6 Jamb -L Jamb -R 7 Jamb -L Jamb -R 8 Jamb -L Jamb -R 9 Jamb -L Jamb -R 10 Jamb -L Jamb -R 11 Jamb -L Jamb -R SwDes-B.out - 0.123 0.29 0.135 -0.32 -0.123 0.12 0.135 -0.13 - 0.026 0.028 - 0.026 0.028 - 0.123 0.135 - 0.123 0.135 WP 0.41 0.38 0.51 0.63 ws -0.45 -0.42 -0.56 -0.69 WP 0.22 0.02 0.91 0.95 WS -0.24 -0.02 -0.99 -1.05 WP 0.05 0.05 ws -0.06 -0.06 WP 0.13 0.14 -0.08 ws -0.15 -0.15 0.08 wP 0.98 0.86 -0.08 0.19 0.27 wS -1.08 -0.94 0.08 -0.21 -0.29 WP 0.25 0.25 ws -0.27 -0.27 WP 0.96 0.90 -0.123 0.07 0.07 0.23 ws -1.05 -0.99 0.135 -0.07 -0.07 -0.25 WP 0.70 0.32 -0.123 0.09 0.10 1.01 WS -0.76 -0.34 0.135 -0.10 -0.10 -1.13 WP 0.06 -0.55 -0.123 0.34 0.39 1.98 wS -0.07 0.63 0.135 -0.37 -0.41 -2.21 WP 1.61 1.68 -0.123 -0.08 -0.54 -0.46 ws -1.82 -1.91 0.135 0.08 0.66 0.56 WP 0.13 0.14 -0.026 -0.08 ws -0.16 -0.16 0.031 0.08 WP 0.17 0.18 -0.026 -0.16 ws -0.23 -0.24 0.035 0.21 STRENGTH/DEFLECTION: open Member Ld----shear(k )---- ---Moment(f-k )-- Mom+ Deflect(in) Id Locate Id talc vn/sf uC Calc Mn/sf uc shear calc Limit 1 Jamb -L WP Ws Jamb -R WP WS Header wP WS 5111 WP WS 2 Jamb -L WP WS Jamb -R WP W5 Header WP W5 Sill WP WS 3 Jamb -L WP WS Jamb -R WP WS Header wP WS Sill WP WS 4 Jamb -L WP WS Jamb -R WP WS 5 Jamb -L WP WS Jamb -R WP WS Header WP 0.19 2.02 0.09 -0.53 5.91 0.09 0.10 -0.01 1.00 - 0.25 2.02 0.12 0.70 5.91 0.12 0.13 0.01 1.00 -0.28 2.02 0.14 -0.83 5.91 0.14 0.16 -0.01 1.00 0.30 2.02 0.15 0.91 5.91 0.15 0.18 0.01 1.00 0.05 2.02 0.03 -0.04 5.91 0.01 0.00 0.00 0.40 0.06 2.02 0.03 0.05 5.91 0.01 0.00 0.00 0.40 - 0.08 2.02 0.04 -0.06 5.91 0.01 0.00 0.00 0.40 - 0.10 2.02 0.05 0.07 5.91 0.01 0.00 0.00 0.40 0.25 2.02 0.12 -0.97 5.76 0.17 0.18 -0.03 1.35 - 0.33 2.02 0.16 1.29 5.76 0.22 0.24 0.04 1.35 0.35 2.02 0.17 -1.49 5.76 0.26 0.28 -0.04 1.35 - 0.39 2.02 0.19 1.63 5.76 0.28 0.30 0.05 1.35 0.09 2.02 0.04 -0.07 5.91 0.01 0.00 0.00 0.40 -0.10 2.02 0.05 0.08 5.91 0.01 0.00 0.00 0.40 0.08 2.02 0.04 -0.06 5.91 0.01 0.00 0.00 0.40 0.09 2.02 0.04 0.07 5.91 0.01 0.00 0.00 0.40 0.35 2.02 0.17 -1.49 5.76 0.26 0.28 -0.04 1.35 - 0.39 2.02 0.19 1.63 5.76 0.28 0.30 0.05 1.35 - 0.76 2.02 0.37 3.54 5.76 0.62 0.71 0.09 1.35 0.85 2.02 0.42 -3.96 5.76 0.69 0.79 -0.10 1.35 0.09 2.02 0.04 -0.07 5.91 0.01 0.00 0.00 0.40 - 0.10 2.02 0.05 0.07 5.91 0.01 0.00 0.00 0.40 0.08 2.02 0.04 -0.06 5.91 0.01 0.00 0.00 0.40 - 0.08 2.02 0.04 0.06 5.91 0.01 0.00 0.00 0.40 0.37 2.02 0.18 -1.01 5.91 0.17 0.19 -0.02 1.00 - 0.41 2.02 0.20 1.11 5.91 0.19 0.20 0.02 1.00 0.10 2.02 0.05 -0.10 5.91 0.02 0.00 0.00 0.53 - 0.11 2.02 0.05 0.11 5.91 0.02 0.00 0.00 0.53 0.56 2.02 0.28 -1.24 5.68 0.22 0.21 -0.12 2.40 - 0.59 2.02 0.29 1.28 5.68 0.22 0.22 0.12 2.40 - 0.35 2.02 0.18 -0.46 5.68 0.08 0.00 -0.04 2.40 0.39 2.02 0.19 0.52 5.68 0.09 0.00 0.04 2.40 0.12 2.02 0.06 -0.49 5.91 0.08 0.00 -0.04 2.13 Page 44 A66 BWB 6 Jamb -L Jamb -R Header 7 Jamb -L Jamb -R 8 Jamb -L Jamb -R Header 9 Jamb -L Jamb -R Header 10 Jamb -L Jamb -R Header 11 Jamb -L Jamb -R ws WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS - 0.14 0.41 - 0.45 - 0.59 0.64 0.12 - 0.14 0.05 - 0.06 - 0.14 0.15 0.98 - 1.08 0.25 - 0.27 0.12 - 0.14 0.96 - 1.05 - 0.71 0.79 0.12 - 0.14 0.86 - 0.97 - 1.68 1.91 0.12 - 0.14 -0.14 0.16 -0.18 0.24 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 6.64 6.64 6.64 6.64 2.02 2.02 2.02 2.02 2.02 2.02 SwDes-B.out 0.07 0.54 2.22 0.20 -0.92 5.68 0.22 1.03 5.68 0.29 1.47 5.68 0.32 -1.63 5.68 0.06 -0.49 5.91 0.07 0.54 2.22 0.03 -0.05 5.91 0.03 0.06 5.91 0.07 -0.32 5.91 0.07 0.35 5.91 0.49 -3.65 5.68 0.53 4.01 5.68 0.12 -0.25 5.68 0.13 0.27 5.68 0.06 -0.49 5.91 0.07 0.54 2.22 0.47 -3.93 5.68 0.52 4.31 5.68 0.35 -2.13 5.68 0.39 2.33 5.68 0.06 -0.49 5.91 0.07 0.54 2.22 0.13 4.37 9.66 0.15 -4.91 9.66 0.25 -8.36 9.66 0.29 9.58 9.66 0.06 -0.49 5.91 0.07 0.54 2.22 0.07 -0.32 5.91 0.08 0.38 5.91 0.09 -0.48 5.91 0.12 0.64 5.91 0.24 0.16 0.18 0.26 0.29 0.08 0.24 0.01 0.01 0.05 0.06 0.64 0.71 0.04 0.05 0.08 0.24 0.69 0.76 0.37 0.41 0.08 0.24 0.45 0.51 0.87 0.99 0.08 0.24 0.05 0.06 0.08 0.11 0.00 0.04 2.13 0.20 -0.09 2.40 0.22 0.10 2.40 0.37 0.10 2.40 0.41 -0.12 2.40 0.00 -0.04 2.13 0.00 0.04 2.13 0.00 0.00 0.53 0.00 0.00 0.53 0.06 -0.01 1.00 0.06 0.01 1.00 0.62 -0.40 2.40 0.68 0.43 2.40 0.00 0.00 0.53 0.00 0.00 0.53 0.00 -0.04 2.13 0.00 0.04 2.13 0.67 -0.42 2.40 0.73 0.46 2.40 0.36 -0.18 2.40 0.40 0.19 2.40 0.00 -0.04 2.13 0.00 0.04 2.13 0.42 0.18 2.40 0.47 -0.20 2.40 0.78 -0.59 2.40 0.89 0.67 2.40 0.00 -0.04 2.13 0.00 0.04 2.13 0.06 -0.01 1.00 0.07 0.01 1.00 0.09 -0.01 1.00 0.12 0.01 1.00 A67 U11G0405A Wall Panel Report (Bay= 6) 8/24/11 11:17am PANEL DATA: Bay Part 6 CW6-50 Rotation Panel Type Gage Yield Stiffness Height Cw 26.00 50.0 MOMENTS & DEFLECTION: Span Id 1 2 3 4 5 6 Span (ft) 4.00 3.50 5.44 5.06 5.08 5.08 LD Id WP WS WP WS WP WS WP WS WP WS WP WS 0.44 33.83 Moment(ft-lb/ft) Support Midspan ---Deflect(in)-- calc Mn/sf uc talc Mn/sf uc Calc Allow UC 25.9 - 34.5 35.0 -46.6 47.2 - 62.9 47.2 - 62.9 40.6 - 54.1 61.0 -81.3 116.8 0.22 100.3 0.34 116.8 0.30 100.3 0.46 116.8 0.40 100.3 0.63 116.8 0.40 100.3 0.63 116.8 0.35 100.3 0.54 116.8 0.52 100.3 0.81 - 26.4 100.3 0.26 35.1 116.8 0.30 1.0 116.8 0.01 -1.3 100.3 0.01 - 29.6 100.3 0.30 39.5 116.8 0.34 - 17.3 100.3 0.17 23.1 116.8 0.20 - 23.3 100.3 0.23 31.0 116.8 0.27 - 13.7 100.3 0.14 18.2 116.8 0.16 Page 45 - 0.03 0.53 0.06 0.05 0.53 0.09 0.01 0.47 0.02 -0.01 0.47 0.02 -0.06 0.73 0.08 0.08 0.73 0.11 - 0.02 0.68 0.03 0.03 0.68 0.04 - 0.04 0.68 0.06 0.05 0.68 0.07 - 0.01 0.68 0.01 0.01 0.68 0.02 BWB Swoes-B.out 7 5.67 WP 61.0 116.8 0.52 -49.2 100.3 0.49 -0.12 0.76 0.16 WS -81.3 100.3 0.81 65.6 116.8 0.56 0.16 0.76 0.21 Page 46 A68 BWB A69 SwDes-F.out U11G0405A Sidewall Design Code 8/24/11 11:17am STRUCTURAL CODE: Design Basis Hot Rolled Steel Cold Formed Steel BUILDING CODE: wind code seismic zone WS AISC05 NAUS07 : IBC 09 :c MODULUS OF ELASTICITY Hot Rolled steel : cold Formed Steel : 29000 (ksi 29500 (ksi u11G0405A Girt Design Report (Level= 1; span= 1) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part width Left Right 1 10z067 30.00 2 10z060 4.13 1.25 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 1 0.74 2 1.04 Shear(k ) Left Right Lap Lap Girt Load No. Locate Width Brace 1.25 4.0000 3.8 4.0000 3.8 Right Left Left Sup Sup Lap Available Reduction Girt Factor Weight Out In 0 116.9 1.00 0.70 0 18.0 1.00 0.70 134.9 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup -0.92 -0.99 0.00 -4.73 12.80 2.62 3.82 0.99 0.81 3.82 2.77 1.79 2.06 0.00 STRENGTH/DEFLECTION: Bay Id Loc shear(k ) calc Allow uc 1 RL 2 LL Moment(f-k )---- Mom+shr Loc Calc Allow UC Loc uC -0.92 2.82 0.33 MS 0.99 2.02 0.49 LL UNBRACE LENGTHS -4.73 7.50 0.63 LL 0.53 2.77 6.33 0.44 LL 0.65 Page 1 Deflection(in) Calc Allow -1.10 4.00 0.24 BWB Bay Minor Moml/Mom2 Id Major LS LL MS RL RS SwDes-F.out cb A70 RL RS LS LL MS RL RS LS LL MS 1 30.0 0.0 0.0 0.0 3.2 1.3 1.00 1.00 1.00 1.72 1.15 1.00 1.00 1.00 0.00 0.69 2 4.1 1.3 2.9 2.9 2.9 2.9 1.15 1.71 1.71 1.71 1.71 0.67 0.00 0.00 0.00 0.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 1 -0.90 2 -1.17 Shear(k ) Left Right Lap Lap Right Left Left Sup Sup Lap 1.03 1.11 0.00 -1.10 -0.91 -4.27 -3.10 STRENGTH/DEFLECTION: Bay shear(k ) Id Loc calc Allow uC Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 5.41 12.63 -2.94 -4.27 -2.00 2.06 0.00 Moment(f-k )---- Mom+Shr Deflection(in) Loc Calc Allow uC Loc uC calc Allow 1 RL 1.03 2.82 0.36 MS 2 LL -1.10 2.02 0.54 LL UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL RL RS Minor 5.41 5.25 1.03 LL 0.63 1.26 4.00 -3.10 6.33 0.49 LL 0.73 -0.28 cb MS RL RS LS LL MS RL RS LS LL MS 1 30.0 25.5 25.5 25.5 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 4.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 2) 8/24/11 11:17am GIRT LAYOUT: Bay Girt Id Part GIRT: LEVEL # 1 ; SPAN # 2 Bay --Lap(ft)-- width Left Right 2 10z060 4.13 Girt Locate Available Reduction Load No. Girt Factor width Brace weight out In 4.0000 3.8 0 13.8 1.00 0.70 Page 2 BWB 3 10z060 1.13 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 2 0.10 3 0.12 Shear(k ) Left Right Lap Lap Right Sup SwDes-F.out 4.0000 3.8 0 3.8 1.00 0.70 17.6 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup -0.14 0.00 -0.08 1.65 0.06 0.10 0.04 0.56 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Id Loc Calc Allow uc Loc Calc Allow UC 2 RS -0.14 2.02 0.07 RS 0.10 6.33 0.02 3 LS 0.12 2.02 0.06 LS 0.10 6.33 0.02 UNBRACE LENGTHS Bay Minor Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS RL RS cb 0.10 0.00 A71 Mom+Shr Deflection(in) Loc uC calc Allow RS 0.07 0.00 0.55 LS 0.06 0.00 0.15 LS LL MS 2 4.1 0.0 0.0 0.0 0.0 0.8 1.00 1.00 1.00 1.00 1.77 1.00 1.00 1.00 1.00 1.00 3 1.1 1.1 1.1 1.1 1.1 1.1 1.86 1.86 1.86 1.86 1.86 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 2 -0.10 3 -0.13 Shear(k ) Left Right Lap Lap STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow Right sup Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.16 0.00 0.09 1.65 -0.06 -0.11 -0.04 0.56 Moment(f-k )---- UC Loc Calc Allow UC 2 RS 0.16 2.02 0.08 3 LS -0.13 2.02 0.07 RS LS - 0.11 6.33 0.02 - 0.11 6.33 0.02 Page 3 -0.11 0.00 Mom+shr Deflection(in) Loc UC Calc Allow RS 0.08 0.00 0.55 LS 0.07 0.00 0.15 BWB UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS RL RS Minor SwDes-F.out LL MS RL b RS LS LL MS RL RS A72 LS LL MS 2 4.1 3.3 3.3 3.3 3.3 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 3) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part Width Left Right 3 102060 7.13 4 102060 3.13 1.25 WIND PRESSURE : GIRT ANALYSIS: 1.25 Shear(k ) Bay Left Left Right Right Id Sup Lap Lap Sup Girt Load No. Locate Width Brace 4.0000 3.8 4.0000 3.8 Available Reduction Girt Factor Weight Out In 0 28.1 1.00 0.70 0 14.7 1.00 0.70 42.7 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 3 0.17 -0.17 -0.24 0.00 -0.24 2.89 0.02 0.28 4 0.18 0.13 0.00 0.28 0.15 0.00 3.09 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow uc 3 RL -0.17 2.02 0.09 4 LL 0.13 2.02 0.07 UNBRACE LENGTHS Bay Minor Moml/Mom2 Id Major LS LL MS LOC Moment(f-k )---- Mom+Shr Calc Allow UC Loc UC MS LL -0.24 6.33 0.04 RS 0.06 0.15 6.22 0.02 LL 0.07 RL cb RS LS LL MS RL Page 4 Deflection(in) Calc Allow 0.00 0.95 0.00 0.42 RS LS LL MS BWB SwDes-F.out RL RS A73 3 7.1 0.0 0.0 0.0 5.9 1.3 1.00 1.00 1.00 1.14 1.68 1.00 1.00 1.00 1.00 0.06 4 3.1 1.3 1.9 0.0 1.9 0.0 1.40 2.30 1.00 2.30 1.00 0.36 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id Sup Lap Lap 3 -0.18 0.19 4 -0.20 -0.15 STRENGTH/DEFLECTION: Right Left Left Sup Sup Lap Moment(f-k ) Mid -Span Mom Loc 0.27 0.00 0.26 2.89 0.00 -0.30 -0.17 0.00 3.09 Bay Shear(k ) Moment(f-k )---- Mom+Shr Id Loc Calc Allow uC Loc Calc Allow UC Loc uC 3 RL 0.19 2.02 0.09 MS 0.26 5.99 0.04 RS 0.07 4 LL -0.15 2.02 0.07 LL -0.17 6.33 0.03 LL 0.08 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS Minor Cb Right Right Lap Sup -0.02 -0.30 0.00 RL RS LS LL MS RL RS Deflection(in) Calc Allow 0.00 0.95 0.00 0.42 LS LL MS 3 7.1 5.9 5.9 5.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 3.1 0.0 0.0 1.9 0.0 1.9 1.00 1.00 2.30 1.00 2.30 1.00 1.00 0.00 1.00 0.00 U11G0405A Girt Design Report (Level= 1; Span= 4) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part width Left Right 4 10z060 1.10 5 10z060 4.71 Girt Load No. Locate Width Brace 4.0000 3.8 4.0000 3.8 Page 5 Available Reduction Girt Factor Weight out In 0 3.7 1.00 0.70 0 15.8 1.00 0.70 19.5 BWB SwDes-F.out WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.09 -0.15 0.00 5 0.16 -0.11 0.13 0.06 0.55 0.13 -0.10 2.84 0.00 A74 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS -0.15 2.02 0.07 RS 0.13 6.33 0.02 RS 0.08 0.00 0.15 5 LS 0.16 2.02 0.08 LS 0.13 6.33 0.02 LS 0.08 0.00 0.63 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 1.1 1.1 1.1 1.1 1.1 1.1 1.80 1.80 1.80 1.80 1.80 0.00 0.00 0.00 0.00 0.00 5 4.7 1.0 0.0 0.0 0.0 0.0 1.77 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.10 0.17 0.00 -0.06 0.55 -0.14 5 -0.18 0.12 -0.14 0.11 2.84 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 0.17 2.02 0.08 RS -0.14 6.33 0.02 RS 0.08 0.00 0.15 5 LS -0.18 2.02 0.09 LS -0.14 6.33 0.02 LS 0.09 0.00 0.63 UNBRACE LENGTHS Page 6 BWB SwDes-F.out A75 Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 4 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 4.7 0.0 3.7 3.7 3.7 3.7 1.00 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 1; Span= 5) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 5 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight Out In 5 10z060 2.83 4.0000 3.8 0 9.5 1.00 0.47 9.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 0.08 -0.08 0.00 -0.06 1.42 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow 5 LS 0.08 2.02 0.04 MS -0.06 6.33 0.01 LS 0.00 0.00 0.38 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 5 2.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Page 7 BWB A76 SwDes-F.out WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 -0.09 0.09 0.00 0.06 1.42 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 5 LS -0.09 2.02 0.04 MS 0.06 6.33 0.01 LS 0.00 0.00 0.38 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 5 2.8 2.8 2.8 2.8 2.8 2.8 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G040SA Girt Design Report (Level= 1; Span= 6) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 6 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 5 10z060 1.60 6 102060 9.96 WIND PRESSURE : GIRT ANALYSIS: 4.0000 3.8 0 5.4 1.00 0.70 4.0000 3.8 0 33.4 1.00 0.70 38.7 Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 8 BWB 5 -0.34 6 0.35 Swoes-F.out - 0.43 0.00 0.29 0.80 - 0.23 0.62 -0.44 6.06 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Id Loc Calc Allow UC Loc Calc Allow UC 5 RS -0.43 2.02 0.21 RS 0.62 6.33 0.10 6 LS 0.35 2.02 0.17 LS 0.62 6.33 0.10 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS RL RS Minor cb A77 0.62 0.00 Mom+shr Deflection(in) Loc UC Calc Allow RS 0.24 0.00 0.21 LS 0.20 -0.01 1.33 LS LL MS 5 1.6 1.6 1.6 1.6 1.6 1.6 1.73 1.73 1.73 1.73 1.73 0.00 0.00 0.00 0.00 0.00 6 10.0 2.2 0.0 0.0 0.0 0.0 1.78 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 5 0.37 6 -0.38 Shear(k ) Left Right Right Left Left Lap Lap sup sup Lap Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.47 0.00 -0.32 0.80 0.25 -0.68 0.48 6.06 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id Loc Calc Allow uC Loc talc Allow UC 5 RS 0.47 2.02 0.23 RS -0.68 6.33 0.11 6 LS -0.38 2.02 0.19 LS -0.68 6.33 0.11 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS RL RS Minor cb -0.68 0.00 Mom+Shr Deflection(in) Loc UC Calc Allow RS 0.26 0.00 0.21 LS 0.22 0.01 1.33 LS LL MS 5 1.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6 10.0 0.0 7.8 7.8 7.8 7.8 1.00 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 Page 9 BWB A78 SWDes-F.out u11G0405A Girt Design Report (Level= 1; Span= 7) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 7 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace weight out In 6 10z060 5.73 4.0000 3.8 0 19.2 1.00 0.47 19.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 0.17 -0.17 0.00 -0.24 2.86 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- mom+Shr Deflection(in) Id Loc calc Allow UC Loc Calc Allow UC Loc UC calc Allow 6 LS 0.17 2.02 0.08 MS -0.24 6.33 0.04 RL 0.05 0.00 0.76 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 6 5.7 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 6 -0.18 0.18 0.00 0.26 2.86 0.00 Page 10 BWB A79 SwDes-F.out STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow 6 LS -0.18 2.02 0.09 MS 0.26 6.03 0.04 LL 0.05 0.00 0.76 UNBRACE LENGTHS Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 6 5.7 5.7 5.7 5.7 5.7 5.7 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 u11G040SA Girt Design Report (Level= 1; span= 8) 8/24/11 11:17am GIRT: LEVEL # 1 ; SPAN # 8 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight out In 6 10z060 6.46 4.0000 3.8 0 21.6 1.00 0.47 21.6 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 0.19 -0.19 0.00 -0.30 3.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 6 LS 0.19 2.02 0.09 MS -0.30 6.33 0.05 RL 0.06 0.00 0.86 UNBRACE LENGTHS Page 11 BWB A80 SwDes-F.out Bay Minor Cb Moml/MOm2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 6 6.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 -0.25 0.25 0.00 0.40 3.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 LS -0.25 2.02 0.12 MS 0.40 5.82 0.07 RL 0.08 0.01 0.86 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 6 6.5 6.5 6.5 6.5 6.5 6.5 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 2; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate Width Brace Weight Out In 1 102089 30.00 1.25 7.5000 4.5 0 155.3 1.00 0.70 2 10z060 4.13 1.25 7.5000 4.5 0 18.0 1.00 0.70 WIND PRESSURE : Page 12 173.3 BWB GIRT ANALYSIS: Bay Left Id Sup 1 0.90 2 1.13 Shear(k ) Left Right Right Lap Lap Sup SWDes-F.out Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup -1.08 -1.17 0.00 -5.85 13.04 2.65 4.06 1.05 0.84 4.06 2.93 1.88 2.06 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC 1 RL -1.08 6.64 0.16 2 LL 1.05 2.02 0.52 UNBRACE LENGTHS Bay Moml/Mom2 id Major LS RL RS LL Minor Moment(f-k )---- Mom+Shr Loc Calc Allow UC Loc UC MS -5.85 11.32 0.52 LL 0.43 LL 2.93 6.33 0.46 LL 0.70 MS RL RS Cb LS LL MS RL RS A81 Deflection(in) Calc Allow -1.05 4.00 0.25 LS LL MS 1 30.0 0.0 0.0 0.0 2.7 1.3 1.00 1.00 1.00 1.71 1.16 1.00 1.00 1.00 0.00 0.65 2 4.1 1.3 2.9 2.9 2.9 2.9 1.16 1.72 1.72 1.72 1.72 0.67 0.00 0.00 0.00 0.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id Sup Lap Lap 1 -1.10 1.21 2 -1.25 -1.17 Right Left Left Sup Sup Lap 1.30 0.00 -0.94 -4.51 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC 1 RL 1.21 6.64 0.18 2 LL -1.17 2.02 0.58 UNBRACE LENGTHS Bay Minor Moml/Mom2 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 6.69 12.88 -3.26 -2.09 2.06 Moment(f-k )---- Loc Calc Allow UC MS 6.69 7.92 0.84 LL -3.26 6.33 0.52 Page 13 Cb Mom+Shr Loc UC LL 0.50 LL 0.77 -2.94 -4.51 0.00 Deflection(in) Calc Allow 1.20 4.00 -0.29 BWB A82 SwDes-F.out Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 30.0 26.1 26.1 26.1 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 4.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G040SA Girt Design Report (Level= 2; Span= 2) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 2 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 2 102060 4.13 3 102060 1.13 WIND PRESSURE : GIRT ANALYSIS: 7.5000 4.5 0 13.8 1.00 0.70 7.5000 4.5 0 3.8 1.00 0.70 17.6 Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.11 -0.17 0.00 -0.09 1.65 0.12 3 0.14 0.07 0.12 0.05 0.56 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -0.17 2.02 0.08 RS 0.12 6.33 0.02 RS 0.09 0.00 0.55 3 LS 0.14 2.02 0.07 LS 0.12 6.33 0.02 LS 0.07 0.00 0.15 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 2 4.1 0.0 0.0 0.0 0.0 0.8 1.00 1.00 1.00 1.00 1.77 1.00 1.00 1.00 1.00 0.00 3 1.1 1.1 1.1 1.1 1.1 1.1 1.86 1.86 1.86 1.86 1.86 0.00 0.00 0.00 Page 14 BWB 0.00 0.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 2 -0.12 3 -0.16 Shear(k ) Left Right Right Lap Lap Sup SWDes-F.out Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.19 0.00 0.10 1.65 -0.07 -0.13 -0.05 0.56 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC Loc Moment(f-k )---- Calc Allow UC 2 RS 0.19 2.02 0.09 RS 3 LS -0.16 2.02 0.08 LS UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RL RS Minor - 0.13 6.33 0.02 - 0.13 6.33 0.02 cb -0.13 0.00 Mom+Shr Deflection(in) Loc UC Calc Allow RS 0.09 0.00 0.55 LS 0.08 0.00 0.15 RS LS LL MS RL RS A83 LS LL MS 2 4.1 3.3 3.3 3.3 3.3 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G04OSA Girt Design Report (Level= 2; span= 3) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part Width Left Right Girt Load Locate Width 3 102060 7.13 1.25 7.5000 4 102060 3.13 1.25 7.5000 WIND PRESSURE Page 15 NO. Brace Available Reduction Girt Factor weight Out in 4.5 0 28.1 1.00 0.70 4.5 0 14.7 1.00 0.70 42.7 BWB GIRT ANALYSIS: Bay Left Id Sup 3 0.20 4 0.21 Shear(k ) Left Right Lap Lap Right Sup SwDes-F.out Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup -0.21 -0.29 0.00 -0.29 2.89 0.02 0.33 0.16 0.00 0.33 0.18 0.00 3.09 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC 3 RL -0.21 2.02 0.10 4 LL 0.16 2.02 0.08 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL RL RS Minor A84 Moment(f-k )---- Mom+Shr Deflection(in) Loc Calc Allow UC Loc UC Calc Allow MS LL -0.29 6.33 0.05 RS 0.08 0.00 0.95 0.18 6.33 0.03 LL 0.08 0.00 0.42 Cb MS RL RS LS LL MS RL RS LS LL MS 3 7.1 0.0 0.0 0.0 1.00 0.06 4 3.1 1.3 1.9 0.0 0.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id Sup Lap Lap 3 -0.22 0.23 4 -0.23 -0.17 5.9 1.3 1.00 1.00 1.00 1.14 1.68 1.00 1.00 1.00 1.9 0.0 1.40 2.30 1.00 2.30 1.00 0.36 0.00 1.00 Right Left Left Sup Sup Lap 0.32 0.00 0.00 -0.36 -0.20 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.32 2.89 -0.02 -0.36 0.00 3.09 0.00 Moment(f-k )---- Mom+Shr Deflection(in) Loc Calc Allow UC Loc UC Calc Allow 3 RL 0.23 2.02 0.11 MS 4 LL -0.17 2.02 0.09 LL UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS Minor 0.32 5.99 0.05 RS 0.08 0.00 0.95 -0.20 6.33 0.03 LL 0.09 0.00 0.42 cb RL RS LS LL MS RL RS LS LL MS Page 16 BWB 3 7.1 1.00 1.00 4 3.1 1.00 0.00 SwDes-F.out 5.9 5.9 5.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 0.0 0.0 17.0 0.0 17.0 1.00 1.00 2.30 1.00 2.30 A85 1.00 1.00 1.00 1.00 1.00 0.00 U11G0405A Girt Design Report (Level= 2; Span= 4) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part Width Left Right Girt Load No. Locate Width Brace 4 10z060 5.13 1.25 7.5000 5 10z060 4.71 1.25 7.5000 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Right Id Sup Lap Lap Sup Available Reduction Girt Factor weight Out In 4.5 0 21.4 1.00 0.70 4.5 0 20.0 1.00 0.70 41.3 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 4 0.14 -0.13 -0.22 0.00 -0.13 1.97 -0.01 0.21 5 0.21 0.13 -0.12 0.21 0.01 -0.10 3.00 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow uC Loc Moment(f-k )---- Mom+Shr Calc Allow UC Loc UC 4 LS 0.14 2.02 0.07 MS 5 LL 0.13 2.02 0.06 LS UNBRACE LENGTHS Bay Minor Moml/Mom2 Id Major LS RL RS 4 5.1 1.00-0.04 5 4.7 1.00 1.00 -0.13 6.33 0.02 RS 0.06 0.10 6.33 0.02 LS 0.05 Cb Deflection(in) calc Allow 0.00 0.68 0.00 0.63 LL MS RL RS LS LL MS RL RS LS LL MS 0.0 0.0 0.0 0.0 1.3 1.00 1.00 1.00 1.00 1.85 1.00 1.00 1.00 1.3 3.5 0.0 0.0 0.0 1.77 1.14 1.00 1.00 1.00 0.02 1.00 1.00 Page 17 BWB A86 SWDes-F.out WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.15 0.14 0.24 0.00 0.15 1.97 0.01 -0.23 5 -0.23 -0.14 0.13 -0.23 -0.02 0.11 3.00 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow UC Loc Calc Allow UC Loc uc Calc Allow 4 LS -0.15 2.02 0.07 MS 0.15 6.33 0.02 RS 0.06 0.00 0.68 5 LL -0.14 2.02 0.07 LS -0.11 6.33 0.02 LS 0.06 0.00 0.63 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 5.1 0.3 3.6 3.6 3.6 0.0 1.63 1.11 1.11 1.11 1.00 1.00 1.00 1.00 1.00 1.00 5 4.7 0.0 0.0 3.5 3.5 20.0 1.00 1.00 1.14 1.14 2.20 1.00 1.00 1.00 1.00 0.00 U11G0405A Girt Design Report (Level= 2; Span= 5) 8/24/11 11:17am GIRT: LEVEL # 2 ; SPAN # 5 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate Width Brace Weight Out In 5 10Z075 8.54 1.25 7.5000 4.5 0 41.0 1.00 0.70 6 102075 28.67 1.25 7.5000 4.5 0 125.4 1.00 0.70 WIND PRESSURE : GIRT ANALYSIS: 166.4 Shear(k ) Moment(f-k ) Page 18 BWB SWDes-F.out Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 -0.72 6 1.47 1.39 -0.65 -0.73 0.00 3.80 4.27 7.25 8.12 -1.04 8.12 6.33 -6.01 17.98 0.00 A87 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc UC calc Allow 5 MS -1.15 3.96 0.29 RL 7.25 8.16 0.89 RL 0.82 -0.25 6 LL 1.39 3.96 0.35 LL 6.33 8.41 0.75 LL 0.78 -0.99 3.82 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 5 8.5 3.2 3.2 3.4 1.3 1.3 1.70 1.70 1.30 1.05 1.05 0.00 0.00 0.44 0.88 0.88 6 28.7 1.3 5.3 0.0 0.0 0.0 1.10 1.74 1.00 1.00 1.00 0.78 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right id Sup Lap Lap Sup sup Lap Mom Loc Lap Sup 5 0.81 0.72 0.82 0.00 -4.27 4.27 -8.12 -9.09 6 -1.64 -1.55 1.26 -9.09 -7.09 6.90 18.35 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow 5 MS 1.29 3.96 0.32 RL -8.12 9.05 0.90 RL 0.92 0.27 6 LL -1.55 3.96 0.39 MS 6.90 7.89 0.87 LL 0.88 1.13 3.82 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 5 8.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Page 19 BWB A88 SwDes-F.out 6 28.7 0.0 0.0 6.5 3.0 5.5 1.00 1.00 1.02 1.07 1.56 1.00 1.00 0.89 0.82 0.00 U11G0405A Girt Design Report (Level= 3; span= 1) 8/24/11 11:17am GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part Width Left Right Girt Load No. Locate Width Brace 1 10z089 30.00 1.25 12.9375 2 10z060 4.13 1.25 12.9375 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Left Right Right Lap Lap Sup Available Reduction Girt Factor weight Out In 5.3 0 155.3 1.00 0.70 5.3 0 18.0 1.00 0.70 173.3 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 1 1.04 -1.28 -1.38 0.00 -6.75 12.92 3.38 5.05 2 1.39 1.31 1.06 5.05 3.66 2.35 2.06 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC 1 RL -1.28 6.64 0.19 2 LL 1.31 2.02 0.65 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL RL RS Minor LOC Moment(f-k )---- Mom+Shr Calc Allow UC Loc UC MS LL -6.75 11.32 0.60 LL 0.50 3.66 6.33 0.58 LL 0.87 MS RL cb RS LS LL MS RL RS Deflection(in) Calc Allow -1.20 4.00 0.27 LS LL MS 1 30.0 0.0 0.0 0.0 2.9 1.3 1.00 1.00 1.00 1.72 1.15 1.00 1.00 1.00 0.00 0.67 2 4.1 1.3 2.9 2.9 2.9 2.9 1.16 1.71 1.71 1.71 1.71 0.67 0.00 0.00 0.00 0.00 WIND SUCTION : Page 20 BWB GIRT ANALYSIS: Bay Id 1 2 Left Sup Shear(k ) Left Right Lap Lap SwDes-F.out Right Left Left Sup Sup Lap -1.28 1.43 1.54 0.00 -1.54 -1.45 -1.17 -5.60 -4.06 STRENGTH/DEFLECTION: Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 7.74 12.77 -2.61 2.06 Bay Shear(k ) Moment(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 RL 1.43 6.64 0.21 MS 7.74 7.92 0.98 LL 0.58 2 LL -1.45 2.02 0.72 LL -4.06 6.33 0.64 LL 0.96 UNBRACE LENGTHS Bay Minor Moral/Mom2 Id Major LS LL MS RL RS cb -3.75 -5.60 0.00 RL RS LS LL MS RL RS A89 Deflection(in) Calc Allow 1.38 4.00 -0.31 LS LL MS 1 30.0 25.8 25.8 25.8 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 4.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 3; Span= 2) 8/24/11 11:17am GIRT: LEVEL # 3 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- id Part Width Left Right 2 10z060 4.13 3 102060 1.13 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Left Right Lap Lap Right Sup Girt Load No. Locate Width Brace 12.9375 5.3 12.9375 5.3 Available Reduction Girt Factor Weight out In 0 13.8 1.00 0.70 0 3.8 1.00 0.70 17.6 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup Page 21 BwB 2 0.13 3 0.17 Swoes-F.out -0.20 0.00 -0.11 1.65 0.08 0.14 0.06 0.56 0.14 0.00 A90 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -0.20 2.02 0.10 RS 0.14 6.33 0.02 RS 0.10 0.00 0.55 3 LS 0.17 2.02 0.08 LS 0.14 6.33 0.02 LS 0.09 0.00 0.15 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 2 4.1 0.0 0.0 0.0 0.0 0.8 1.00 1.00 1.00 1.00 1.77 1.00 1.00 1.00 1.00 0.00 3 1.1 1.1 1.1 1.1 1.1 1.1 1.86 1.86 1.86 1.86 1.86 0.00 0.00 0.00 0.00 0.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.15 0.22 0.00 0.12 1.65 -0.15 3 -0.18 -0.08 -0.15 -0.06 0.56 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS 0.22 2.02 0.11 RS -0.15 6.33 0.02 RS 0.11 0.00 0.55 3 LS -0.18 2.02 0.09 LS -0.15 6.33 0.02 LS 0.09 0.00 0.15 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 2 4.1 3.3 3.3 3.3 3.3 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 3 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Page 22 BWB A91 SwDes-F.out u11G0405A Girt Design Report (Level= 3; Span= 3) 8/24/11 11:17am GIRT: LEVEL # 3 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part Width Left Right 3 102060 7.13 4 10Z060 3.13 1.25 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id sup 3 0.23 4 0.25 Shear(k ) Left Right Lap Lap Girt Load No. Locate width Brace 1.25 12.9375 5.3 12.9375 5.3 Right Sup Available Reduction Girt Factor weight out In 0 28.1 1.00 0.70 0 14.7 1.00 0.70 42.7 Moment(f-k ) Left Left Mid -span Right Right Sup Lap Mom Loc Lap Sup -0.24 -0.34 0.00 -0.34 2.89 0.02 0.39 0.19 0.00 0.39 0.22 0.00 3.09 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow uc 3 RL -0.24 2.02 0.12 4 LL 0.19 2.02 0.09 UNBRACE LENGTHS Bay Moml/Mom2 Id Major Ls LL RL RS Minor Moment(f-k )---- Mom+Shr Loc Calc Allow UC Loc UC MS -0.34 6.33 0.05 RS 0.09 LL 0.22 6.33 0.03 LL 0.10 cb MS RL RS LS LL MS RL RS Deflection(in) Calc Allow 0.00 0.95 0.00 0.42 LS LL MS 3 7.1 0.0 0.0 0.0 5.9 1.3 1.00 1.00 1.00 1.14 1.68 1.00 1.00 1.00 1.00 0.06 4 3.1 1.3 1.9 0.0 1.9 0.0 1.40 2.30 1.00 2.30 1.00 0.36 0.00 1.00 0.00 1.00 WIND SUCTION : GIRT ANALYSIS: Page 23 BWB A92 SwDes-F.out Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 -0.26 0.26 0.38 0.00 0.37 2.89 -0.02 -0.42 4 -0.27 -0.21 0.00 -0.42 -0.24 0.00 3.09 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 3 RL 0.26 2.02 0.13 MS 0.37 5.99 0.06 RS 0.10 0.01 0.95 4 LL -0.21 2.02 0.10 LL -0.24 6.33 0.04 LL 0.11 0.00 0.42 UNBRACE LENGTHS Bay Minor Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS cb 3 7.1 5.9 5.9 5.9 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 3.1 0.0 0.0 1.9 0.0 1.9 1.00 1.00 2.30 1.00 2.30 1.00 1.00 0.00 1.00 0.00 U11G0405A Girt Design Report (Level= 3; Span= 4) 8/24/11 11:17am GIRT: LEVEL # 3 ; SPAN # 4 GIRT LAYOUT: Available Reduction Bay GirtBay --Lap(ft)-- Girt Load No. Girt Factor id Part Width Left Right Locate Width Brace weight Out In 4 10z060 5.13 1.25 12.9375 5.3 0 21.4 1.00 0.70 5 10z060 4.71 1.25 12.9375 5.3 0 20.0 1.00 0.70 41.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.16 -0.15 -0.26 0.00 -0.16 1.97 -0.01 0.25 5 0.24 0.15 -0.14 0.25 0.02 -0.12 3.00 0.00 Page 24 BWB STRENGTH/DEFLECTION: Bay Shear(k ) Id Loc Calc Allow UC 4 LS 0.16 2.02 0.08 5 LL 0.15 2.02 0.07 UNBRACE LENGTHS Bay Minor Moml/Mom2 Id Major LS LL MS RL RS SWDes-F.out Moment(f-k )---- Loc Calc Allow UC MS -0.16 6.33 0.02 LS 0.12 6.33 0.02 cb Mom+Shr Loc UC RS 0.07 LS 0.06 RL RS LS LL MS RL RS A93 Deflection(in) Calc Allow 0.00 0.68 0.00 0.63 LS LL MS 4 5.1 0.0 0.0 0.0 0.0 1.3 1.00 1.00 1.00 1.00 1.85 1.00 1.00 1.00 1.00-0.04 5 4.7 1.3 3.5 0.0 0.0 0.0 1.77 1.14 1.00 1.00 1.00 0.02 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id Sup Lap Lap 4 -0.17 0.17 5 -0.27 -0.16 Right Left Left Sup Sup Lap Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.28 0.00 0.17 1.97 0.15 -0.27 -0.02 0.13 3.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Id Loc Calc Allow UC Loc talc Allow UC 4 LS -0.17 2.02 0.09 MS 0.17 6.33 0.03 5 LL -0.16 2.02 0.08 LS -0.13 6.33 0.02 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RL RS Minor cb Mom+Shr Loc UC RS 0.07 LS 0.07 RS LS LL MS RL RS 0.01 -0.27 0.00 Deflection(in) Calc Allow 0.00 0.68 0.00 0.63 LS LL MS 4 5.1 3.9 3.9 3.9 3.9 0.0 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 5 4.7 0.0 0.0 3.5 3.5 3.5 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 3; Span= 5) 8/24/11 11:17am Page 25 BWB SwDes-F.out GIRT: LEVEL # 3 ; SPAN # 5 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part Width Left Right Available Reduction Girt Load No. Girt Factor Locate width Brace Weight Out In 5.3 0 41.0 1.00 0.70 5.3 0 165.4 1.00 0.70 5 10z075 8.54 1.25 12.9375 6 10z099 28.67 1.25 12.9375 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id sup 5 -0.60 6 1.27 Shear(k ) Left Right Right Lap Lap Sup 206.5 Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup -1.19 -1.29 0.00 3.31 4.27 6.54 8.10 1.16 -1.26 8.10 6.58 -7.08 19.76 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Id Loc Calc Allow UC Loc A94 Moment(f-k )---- Mom+Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 5 RL -1.19 3.96 0.30 RL 6 RS -1.26 9.16 0.14 LL UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS Minor 6.54 8.32 0.79 RL 0.78 -0.27 6.58 11.43 0.58 LL 0.53 -0.81 3.82 RL cb RS LS LL MS RL RS LS LL MS 5 8.5 7.3 7.3 7.3 7.3 1.3 1.76 1.76 1.76 1.76 1.08 0.00 0.00 0.00 0.00 0.83 6 28.7 1.3 3.9 0.0 0.0 0.0 1.08 1.34 1.00 1.00 1.00 0.81 0.40 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Left Right Lap Lap Right Sup Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup Page 26 BWB A95 SwDes-F.out 5 0.68 1.33 1.44 0.00 -3.72 4.27 -7.34 -9.07 6 -1.41 -1.30 1.53 -9.07 -7.38 8.21 20.14 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC calc Allow 5 RL 1.33 3.96 0.34 RL -7.34 9.05 0.81 RL 0.88 0.29 6 RS 1.53 9.16 0.17 MS 8.21 9.00 0.91 RL 0.60 0.94 3.82 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 5 8.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6 28.7 0.0 0.0 12.0 3.0 5.5 1.00 1.00 1.23 1.07 1.56 1.00 1.00 0.21 0.82 0.00 U11G0405A Girt Design Report (Level= 4; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 4 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight out In 1 10z089 30.00 1.25 18.0000 5.1 0 155.3 1.00 0.70 2 10z067 25.00 1.25 1.25 18.0000 5.1 0 102.8 1.00 0.70 3 10z060 25.00 1.25 1.25 18.0000 5.1 0 92.1 1.00 0.70 4 10z060 25.00 1.25 1.25 18.0000 5.1 0 92.1 1.00 0.70 5 10z075 30.00 1.25 1.25 18.0000 5.1 0 136.2 1.00 0.70 6 10z075 4.79 1.25 18.0000 5.1 0 25.3 1.00 0.70 603.9 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.97 -1.28 -1.38 0.00 -6.00 12.40 4.44 6.10 2 0.86 0.77 -1.33 -1.43 6.10 5.09 -1.38 16.85 2.84 4.56 Page 27 BWB A96 SwDes-F.out 3 0.83 0.73 -1.34 -1.44 4.56 3.59 -3.81 17.46 3.04 4.77 4 0.90 0.80 -0.99 -1.09 4.77 3.71 -0.98 13.94 3.30 4.60 5 1.20 1.10 -1.36 -1.45 4.60 3.16 -2.92 14.36 6.35 8.11 6 1.88 1.79 1.51 8.11 5.91 3.83 2.40 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uc Loc Calc Allow UC Loc UC Calc Allow 1 RL -1.28 6.64 0.19 MS -6.00 11.32 0.53 LL 0.45 -1.01 4.00 2 RL -1.33 2.82 0.47 LL 5.09 7.43 0.68 LL 0.73 0.00 3.33 3 RL -1.34 2.02 0.66 MS -3.81 6.33 0.60 RL 0.82 -0.47 3.33 4 RL -0.99 2.02 0.49 LL 3.71 6.33 0.59 RL 0.72 -0.03 3.33 5 RL -1.36 3.96 0.34 RL 6.35 8.39 0.76 RL 0.78 -0.45 4.00 6 LL 1.79 3.96 0.45 LL 5.91 8.55 0.69 LL 0.79 -0.22 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 30.0 0.0 0.0 0.0 4.0 1.3 1.00 1.00 1.00 1.73 1.12 1.00 1.00 1.00 0.00 0.73 2 25.0 1.3 3.3 0.0 2.3 1.3 1.07 1.22 1.00 1.71 1.18 0.83 0.59 1.00 0.00 0.62 3 25.0 1.3 0.3 0.0 2.5 1.3 1.10 1.02 1.00 1.72 1.17 0.79 0.95 1.00-0.02 0.64 4 25.0 1.3 2.3 0.0 4.0 1.3 1.10 1.22 1.00 1.77 1.13 0.78 0.57 1.00-0.01 0.72 5 30.0 1.3 3.3 0.0 5.7 1.3 1.15 1.75 1.00 1.78 1.10 0.69-0.01 1.00-0.01 0.78 6 4.8 1.3 3.5 3.5 3.5 3.5 1.13 1.71 1.71 1.71 1.71 0.72 0.00 0.00 0.00 0.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.19 1.43 1.53 0.00 6.90 12.23 -4.97 -6.81 2 -0.94 -0.83 1.45 1.56 -6.81 -5.71 1.49 17.12 -3.07 -4.95 3 -0.91 -0.80 1.47 1.58 -4.95 -3.89 4.17 17.40 -3.36 -5.27 4 -0.99 -0.88 1.09 1.19 -5.27 -4.10 1.12 14.02 -3.54 -4.97 5 -1.31 -1.20 1.48 1.59 -4.97 -3.40 3.08 13.97 -7.13 -9.05 6 -2.09 -1.99 -1.68 -9.05 -6.60 -4.28 2.40 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc calc Allow uC Loc UC Calc Allow Page 28 BWB SwDes-F.out 1 RL 1.43 6.64 0.21 MS 6.90 7.92 0.87 LL 0.53 1.16 4.00 2 RL 1.45 2.82 0.52 LL -5.71 7.50 0.76 LL 0.82 -0.02 3.33 3 RL 1.47 2.02 0.73 MS 4.17 4.43 0.94 RL 0.90 0.52 3.33 4 RL 1.09 2.02 0.54 LL -4.10 6.33 0.65 LL 0.78 0.04 3.33 5 RL 1.48 3.96 0.37 RL -7.13 9.05 0.79 RL 0.87 0.47 4.00 6 LL -1.99 3.96 0.50 LL -6.60 9.05 0.73 LL 0.89 0.28 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb A97 1 30.0 24.7 24.7 24.7 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 10.0 0.0 0.0 1.00 1.00 1.12 1.00 1.00 1.00 1.00 0.07 1.00 1.00 3 25.0 0.0 0.0 11.5 0.0 0.0 1.00 1.00 1.30 1.00 1.00 1.00 1.00 0.02 1.00 1.00 4 25.0 0.0 0.0 11.1 0.0 0.0 1.00 1.00 1.11 1.00 1.00 1.00 1.00 0.30 1.00 1.00 5 30.0 0.0 0.0 16.0 0.0 0.0 1.00 1.00 1.08 1.00 1.00 1.00 1.00 0.34 1.00 1.00 6 4.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 4; Span= 2) 8/24/11 11:17am GIRT: LEVEL # 4 ; SPAN # 2 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor id Part width Left Right Locate width Brace weight out In 6 102060 11.25 18.0000 5.1 0 37.7 1.00 0.47 37.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 0.44 -0.44 0.00 -1.24 5.62 0.00 STRENGTH/DEFLECTION: Page 29 BWB A98 SwDes-F.out Bay Shear(k ) -- Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 LS 0.44 2.02 0.22 MS -1.24 6.33 0.20 LL 0.18 -0.05 1.50 UNBRACE LENGTHS Bay Moml/MOm2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 6 11.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 -0.48 0.48 0.00 1.36 5.63 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 LS -0.48 2.02 0.24 MS 1.36 3.10 0.44 LL 0.20 0.06 1.50 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 6 11.3 11.3 11.3 11.3 11.3 11.3 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 4; Span= 3) 8/24/11 11:17am GIRT LAYOUT: Bay Girt GIRT: LEVEL # 4 ; SPAN # 3 Available Reduction Bay --Lap(ft)-- Girt Load No. Girt Factor Page 30 BWB SwDes-F.out Id Part Width Left Right Locate width Brace weight out In 6 10z060 6.46 18.0000 5.1 0 21.6 1.00 0.47 21.6 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 0.25 -0.25 0.00 -0.41 3.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow uc Loc calc Allow uc Loc uc Calc Allow 6 LS 0.25 2.02 0.12 MS -0.41 6.33 0.06 RL 0.08 -0.01 0.86 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb A99 6 6.5 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 6 -0.34 0.34 0.00 0.55 3.23 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 6 LS -0.34 2.02 0.17 MS 0.55 5.82 0.09 LL 0.11 0.01 0.86 UNBRACE LENGTHS Page 31 BWB Al00 SwDes-F.out Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 6 6.5 6.5 6.5 6.5 6.5 6.5 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 U11G0405A Girt Design Report (Level= 5; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 5 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 1 102089 30.00 1.25 23.0833 5.1 0 155.3 1.00 0.70 2 102067 25.00 1.25 1.25 23.0833 5.1 0 102.8 1.00 0.70 3 10z060 25.00 1.25 1.25 23.0833 5.1 0 92.1 1.00 0.70 4 10z060 25.00 1.25 1.25 23.0833 5.1 0 92.1 1.00 0.70 5 10z075 30.00 1.25 1.25 23.0833 5.1 0 136.2 1.00 0.70 6 10z099 28.67 1.25 23.0833 5.1 0 165.4 1.00 0.70 744.0 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.96 -1.29 -1.39 0.00 -5.86 12.24 4.81 6.49 2 1.10 1.00 -0.76 -0.86 6.49 5.18 -1.21 14.03 2.49 3.50 3 0.95 0.86 -0.91 -1.00 3.50 2.37 -2.31 12.19 2.92 4.11 4 0.96 0.86 -0.90 -0.99 4.11 2.97 -1.80 12.29 3.34 4.52 5 1.07 0.97 -1.18 -1.28 4.52 3.25 -2.80 13.67 6.10 7.64 6 1.24 1.14 -1.26 7.64 6.15 -7.16 19.71 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -1.29 6.64 0.19 MS -5.86 11.32 0.52 RL 0.47 -0.97 4.00 2 LL 1.00 2.82 0.35 LL 5.18 7.13 0.73 LL 0.78 -0.02 3.33 3 RL -0.91 2.02 0.45 RL 2.92 6.33 0.46 RL 0.64 -0.31 3.33 4 RL -0.90 2.02 0.44 RL 3.34 6.33 0.53 RL 0.69 -0.19 3.33 5 RL -1.18 3.96 0.30 RL 6.10 8.34 0.73 RL 0.74 -0.35 4.00 6 RS -1.26 9.16 0.14 MS -7.16 12.85 0.56 RL 0.52 -0.84 3.82 Page 32 BWB UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS SWDes-F.out Minor cb A101 1 30.0 0.0 0.0 0.0 4.3 1.3 1.00 1.00 1.00 1.74 1.12 1.00 1.00 1.00 0.00 0.74 2 25.0 1.3 7.2 0.0 4.2 1.3 1.09 1.88 1.00 1.81 1.13 0.80 0.00 1.00 0.00 0.71 3 25.0 1.3 3.2 0.0 3.9 1.3 1.15 1.75 1.00 1.77 1.13 0.68 0.00 1.00 0.00 0.71 4 25.0 1.3 4.3 0.0 4.7 1.3 1.13 1.79 1.00 1.80 1.12 0.72 0.00 1.00 0.00 0.74 5 30.0 1.3 4.0 0.0 6.6 1.3 1.13 1.76 1.00 1.81 1.09 0.72 0.00 1.00 0.00 0.80 6 28.7 1.3 3.9 0.0 0.0 0.0 1.09 1.37 1.00 1.00 1.00 0.81 0.37 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.18 1.44 1.55 0.00 6.73 12.06 -5.40 -7.27 2 -1.21 -1.11 0.83 0.94 -7.27 -5.82 1.29 14.12 -2.70 -3.80 3 -1.04 -0.94 1.00 1.10 -3.80 -2.56 2.55 12.16 -3.22 -4.53 4 -1.06 -0.95 0.98 1.09 -4.53 -3.28 1.98 12.32 -3.63 -4.93 5 -1.17 -1.06 1.30 1.41 -4.93 -3.53 3.03 13.61 -6.82 -8.51 6 -1.37 -1.27 1.53 -8.51 -6.86 8.29 20.08 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.44 6.64 0.22 MS 6.73 7.92 0.85 RL 0.52 1.11 4.00 2 LL -1.11 2.82 0.39 LL -5.82 7.50 0.78 LL 0.87 0.01 3.33 3 RL 1.00 2.02 0.49 MS 2.55 4.43 0.58 RL 0.71 0.35 3.33 4 RL 0.98 2.02 0.49 RL -3.63 6.33 0.57 RL 0.75 0.21 3.33 5 RL 1.30 3.96 0.33 RL -6.82 9.05 0.75 RL 0.82 0.38 4.00 6 RS 1.53 9.16 0.17 MS 8.29 9.00 0.92 RL 0.60 0.97 3.82 UNBRACE LENGTHS Bay MOml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 30.0 24.4 24.4 24.4 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 Page 33 BWB A102 SwDes-F.out 1.00 1.00 2 25.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 15.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 13.6 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 30.0 0.0 0.0 16.8 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6 28.7 0.0 0.0 12.0 3.0 5.5 1.00 1.00 1.21 1.07 1.56 1.00 1.00 0.25 0.82 0.00 u11G0405A Girt Design Report (Level= 6; Span= 1) 8/24/11 11:17am GIRT: LEVEL # 6 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace Weight out In 1 10z089 30.00 1.25 28.1667 5.4 0 155.3 1.00 0.70 2 10z067 25.00 1.25 1.25 28.1667 5.4 0 102.8 1.00 0.70 3 10z060 25.00 1.25 1.25 28.1667 5.4 0 92.1 1.00 0.70 4 10z060 25.00 1.25 1.25 28.1667 5.4 0 92.1 1.00 0.70 5 10z067 30.00 1.25 1.25 28.1667 5.4 0 121.6 1.00 0.70 6 10z075 28.67 1.25 28.1667 5.4 0 125.4 1.00 0.70 689.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 1.01 -1.37 -1.47 0.00 -6.20 12.24 5.09 6.86 2 1.16 1.06 -0.81 -0.91 6.86 5.47 -1.28 14.02 2.64 3.71 3 1.01 0.91 -0.95 -1.06 3.71 2.51 -2.46 12.21 3.05 4.31 4 1.01 0.91 -0.96 -1.06 4.31 3.11 -1.85 12.20 3.67 4.93 5 1.15 1.05 -1.23 -1.33 4.93 3.56 -3.09 13.92 6.01 7.61 6 1.45 1.35 -0.92 7.61 5.86 -5.12 17.54 0.00 STRENGTH/DEFLECTION: Bay shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc calc Allow UC Loc uc calc Allow 1 RL -1.37 6.64 0.21 MS -6.20 11.32 0.55 RL 0.49 -1.02 4.00 2 LL 1.06 2.82 0.37 LL 5.47 7.13 0.77 LL 0.82 -0.02 3.33 3 RL -0.95 2.02 0.47 RL 3.05 6.33 0.48 RL 0.67 -0.34 3.33 4 RL -0.96 2.02 0.47 RL 3.67 6.33 0.58 RL 0.75 -0.19 3.33 Page 34 BWB A103 SwDes-F.out 5 RL -1.23 2.82 0.44 RL 6.01 7.34 0.82 RL 0.91 -0.47 4.00 6 LL 1.35 3.96 0.34 LL 5.86 8.42 0.70 LL 0.73 -0.84 3.82 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 30.0 0.0 0.0 0.0 4.3 1.3 1.00 1.00 1.00 1.74 1.12 1.00 1.00 1.00 0.00 0.74 2 25.0 1.3 7.2 0.0 4.2 1.3 1.09 1.88 1.00 1.81 1.13 0.80 0.00 1.00 0.00 0.71 3 25.0 1.3 3.3 0.0 3.8 1.3 1.15 1.75 1.00 1.77 1.14 0.68 0.00 1.00 0.00 0.71 4 25.0 1.3 4.3 0.0 4.9 1.3 1.13 1.79 1.00 1.80 1.12 0.72 0.00 1.00 0.00 0.74 5 30.0 1.3 4.0 0.0 6.2 1.3 1.13 1.76 1.00 1.80 1.09 0.72 0.00 1.00 0.00 0.79 6 28.7 1.3 5.2 0.0 0.0 0.0 1.10 1.76 1.00 1.00 1.00 0.77 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1.24 1.53 1.64 0.00 7.12 12.06 -5.71 -7.69 2 -1.28 -1.17 0.88 0.99 -7.69 -6.15 1.35 14.11 -2.87 -4.03 3 -1.11 -0.99 1.05 1.16 -4.03 -2.72 2.71 12.19 -3.36 -4.74 4 -1.11 -1.00 1.05 1.16 -4.74 -3.43 2.04 12.22 -4.00 -5.38 5 -1.26 -1.15 1.35 1.47 -5.38 -3.88 3.36 13.87 -6.70 -8.46 6 -1.61 -1.50 1.12 -8.46 -6.52 5.85 17.66 0.00 STRENGTH/DEFLECTION: Bay Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uc calc Allow 1 RL 1.53 6.64 0.23 MS 7.12 7.92 0.90 RL 0.55 1.18 4.00 2 LL -1.17 2.82 0.41 LL -6.15 7.50 0.82 LL 0.92 0.01 3.33 3 RL 1.05 2.02 0.52 MS 2.71 4.43 0.61 RL 0.74 0.37 3.33 4 RL 1.05 2.02 0.52 RL -4.00 6.33 0.63 RL 0.82 0.21 3.33 5 RL 1.35 2.82 0.48 RL -6.70 7.50 0.89 RL 1.01 0.50 4.00 6 LL -1.50 3.96 0.38 MS 5.85 6.33 0.92 LL 0.81 0.96 3.82 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Page 35 Minor Cb BWB SwDes-F.out A104 1 30.0 24.4 24.4 24.4 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 15.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 25.0 0.0 0.0 13.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 30.0 0.0 0.0 17.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 6 28.7 0.0 0.0 22.2 22.2 22.2 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 U11G0405A Sidewall Jamb/Header Summary 8/24/11 11:17am JAMB/HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length weight 1 2 Jamb -L F100060 18.00 60.3 Jamb -R rlOcO60 18.00 60.3 Header F100060 16.00 53.6 2 3 Jamb -L F100060 18.00 60.3 Jamb -R F100060 18.00 60.3 Header F100060 16.00 53.6 3 4 Jamb -L Fl00060 18.00 60.3 Jamb -R F100060 18.00 60.3 Header F100060 16.00 53.6 4 4 Jamb -L F100060 7.50 25.1 Jamb -R F100060 7.50 25.1 5 5 Jamb -L F100060 18.00 60.3 Jamb -R F100060 18.00 60.3 Header F10c060 16.00 53.6 6 5 Jamb -L F100060 7.50 25.1 Jamb -R F10c060 7.50 25.1 7 6 Jamb -L F1oc060 10.15 34.0 Jamb -R F10c060 10.15 34.0 Header F1oc060 3.00 10.0 Sill F100060 3.00 10.0 8 6 Jamb -L F100060 7.50 25.1 Jamb -R F100060 7.50 25.1 9 6 Jamb -L Fl00060 10.15 34.0 Jamb -R F100060 10.15 34.0 Header F100060 3.00 10.0 Sill F100060 3.00 10.0 10 6 Jamb -L F10c060 7.50 25.1 Jamb -R F100060 7.50 25.1 Header F100060 3.00 10.0 Sill F100060 3.00 10.0 JAMB/HEADER UNBRACED LENGTHS: Available open Member Minor Minor ReductionFactor Id Locate Major outside Inside outside Inside 2 Jamb -L 18.00 5.44 5.44 0.00 0.00 2 Jamb -R 18.00 5.44 5.44 0.00 0.00 2 Header 16.00 0.00 16.00 1.00 0.38 Page 36 BWB SwDes-F.out 3 Jamb -L 4.00 5.44 5.44 0.00 0.00 3 Jamb -R 18.00 5.44 5.44 0.00 0.00 3 Header 16.00 0.00 16.00 1.00 0.38 4 Jamb -L 18.00 5.44 5.44 0.00 0.00 4 Jamb -R 18.00 5.44 5.44 0.00 0.00 4 Header 16.00 0.00 16.00 1.00 0.38 4 Jamb -L 7.50 4.00 4.00 0.00 0.00 4 Jamb -R 4.00 4.00 4.00 0.00 0.00 5 Jamb -L 18.00 5.44 5.44 0.00 0.00 5 Jamb -R 18.00 5.44 5.44 0.00 0.00 5 Header 16.00 0.00 16.00 1.00 0.38 5 Jamb -L 7.50 4.00 4.00 0.00 0.00 5 Jamb -R 7.50 4.00 4.00 0.00 0.00 6 Jamb -L 10.15 5.08 5.08 0.00 0.00 6 Jamb -R 10.15 5.08 5.08 0.00 0.00 6 Header 3.00 0.00 3.00 1.00 0.38 6 Sill 3.00 0.00 3.00 1.00 0.38 6 Jamb -L 7.50 4.00 4.00 0.00 0.00 6 Jamb -R 7.50 4.00 4.00 0.00 0.00 6 Jamb -L 10.15 5.08 5.08 0.00 0.00 6 Jamb -R 10.15 5.08 5.08 0.00 0.00 6 Header 3.00 0.00 3.00 1.00 0.38 6 Sill 3.00 0.00 3.00 1.00 0.38 6 Jamb -L 7.50 4.00 4.00 0.00 0.00 6 Jamb -R 7.50 4.00 4.00 0.00 0.00 6 Header 3.00 0.00 3.00 1.00 0.38 6 5111 3.00 0.00 3.00 1.00 0.38 JAMB/GIRT LAYOUT: Bot Top Open Member Girt Girt Id Locate (k ) (k ) Interior_Girt_Locations(ft) 1 Jamb -L Base 18.00 4.000 7.500 12.938 Jamb -R Base 18.00 4.000 7.500 12.938 2 Jamb -L Base 18.00 Jamb -R Base 18.00 4.000 7.500 12.938 3 Jamb -L Base 18.00 4.000 7.500 12.938 Jamb -R Base 18.00 4.000 7.500 12.938 4 Jamb -L Base 7.50 4.000 Jamb -R Base 7.50 5 Jamb -L Base 18.00 4.000 7.500 12.938 Jamb -R Base 18.00 4.000 7.500 12.938 6 Jamb -L Base 7.50 4.000 Jamb -R Base 7.50 4.000 7 Jamb -L 12.93 23.08 18.000 Jamb -R 12.93 23.08 18.000 8 Jamb -L Base 7.50 4.000 Jamb -R Base 7.50 4.000 9 Jamb -L 12.93 23.08 18.000 Jamb -R 12.93 23.08 18.000 10 Jamb -L Base 7.50 4.000 Jamb -R Base 7.50 4.000 JAMB/GIRT LOADING: Support Jamb Open Member Load Reaction(k ) Load Id Locate Id Bot Top (k/ft) Interior_Girt_Loads(k ) 1 Jamb -L WP -0.31 -0.18 -0.123 0.81 0.84 1.06 wS 0.36 0.22 0.135 -0.91 -0.94 -1.17 Jamb -R WP 0.96 0.90 -0.123 0.07 0.06 0.24 W5 -1.05 -0.99 0.135 -0.07 -0.07 -0.26 Page 37 A105 BWB 2 Jamb -L Jamb -R 3 Jamb -L Jamb -R 4 Jamb -L Jamb -R 5 Jamb -L Jamb -R 6 Jamb -L Jamb -R 7 Jamb -L Jamb -R 8 Jamb -L Jamb -R 9 Jamb -L Jamb -R 10 Jamb -L Jamb -R WP ws WP WS WP ws WP ws wp WS WP ws WP ws WP WS WP ws WP ws WP ws WP ws WP ws WP ws WP ws WP ws WP ws WP WS STRENGTH/DEFLECTION: open Member Ld Id Locate Id 1 Jamb -L WP ws Jamb -R WP WS Header WP WS 2 Jamb -L WP ws Jamb -R WP WS Header WP ws 3 Jamb -L WP WS Jamb -R WP w5 Header wP WS 4 Jamb -L WP ws Jamb -R WP SwDes-F.out 0.25 0.25 -0.123 -0.27 -0.27 0.135 0.92 0.87 -0.123 0.05 0.15 0.24 - 1.01 -0.95 0.135 -0.05 -0.16 -0.26 0.04 0.04 -0.123 0.48 0.76 0.89 - 0.04 -0.04 0.135 -0.53 -0.83 -0.98 0.57 0.37 -0.123 -0.02 0.63 0.67 -0.62 -0.41 0.135 0.02 -0.69 -0.73 0.11 0.11 -0.026 -0.02 -0.12 -0.12 0.028 0.02 0.05 0.05 -0.026 - 0.06 -0.06 0.028 0.44 0.29 -0.123 0.09 0.67 0.72 - 0.48 -0.32 0.135 -0.10 -0.74 -0.79 0.60 0.40 -0.123 -0.10 0.72 0.60 - 0.64 -0.41 0.135 0.11 -0.81 -0.68 0.15 0.15 -0.026 -0.10 -0.16 -0.17 0.028 0.11 - 0.55 -0.64 -0.026 1.39 0.62 0.72 0.028 -1.55 - 0.64 -0.63 -0.023 1.51 0.71 0.71 0.025 -1.68 0.35 0.35 -0.023 -0.47 - 0.39 -0.39 0.025 0.51 0.11 0.11 -0.026 -0.03 - 0.12 -0.12 0.028 0.03 0.18 0.20 -0.026 -0.19 - 0.20 -0.22 0.028 0.21 0.35 0.35 -0.023 -0.47 - 0.39 -0.39 0.025 0.51 0.25 0.25 -0.023 -0.27 - 0.33 -0.33 0.030 0.36 0.17 0.19 -0.023 -0.19 - 0.19 -0.20 0.025 0.21 0.18 0.19 -0.023 -0.20 - 0.23 -0.25 0.030 0.26 ----Shear(k ) ---Moment(f-k )-- Mom+ Deflect(in) calc vn/sf UC Calc Mn/sf UC Shear Calc Limit - 0.80 0.90 0.96 - 1.05 0.12 -0.14 0.25 -0.27 0.92 - 1.01 0.12 -0.14 - 0.46 0.50 0.57 -0.62 0.12 - 0.14 -0.11 0.12 0.05 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 2.02 0.40 0.45 0.47 0.52 0.06 0.07 0.12 0.13 0.45 0.50 0.06 0.07 2.02 0.23 2.02 0.25 2.02 0.28 2.02 0.31 2.02 0.06 2.02 0.07 2.02 0.05 2.02 0.06 2.94 - 3.37 -3.93 4.31 - 0.49 0.54 - 0.25 0.27 -3.65 4.01 - 0.49 0.54 1.49 - 1.64 -1.28 1.41 - 0.49 0.54 - 0.22 0.24 .02 0.03 -0.05 Page 38 5.68 0.52 0.54 0.27 2.40 5.68 0.59 0.62 -0.31 2.40 5.68 0.69 0.67 -0.42 2.40 5.68 0.76 0.73 0.46 2.40 5.91 0.08 0.00 -0.04 2.13 2.22 0.24 0.00 0.04 2.13 5.68 0.04 0.00 0.00 0.53 5.68 0.05 0.00 0.00 0.53 5.68 0.64 0.62 -0.39 2.40 5.68 0.71 0.68 0.43 2.40 5.91 0.08 0.00 -0.04 2.13 2.22 0.24 0.00 0.04 2.13 5.68 0.26 0.32 0.12 2.40 5.68 0.29 0.35 -0.13 2.40 5.68 0.23 0.22 -0.11 2.40 5.68 0.25 0.24 0.12 2.40 5.91 0.08 0.00 -0.04 2.13 2.22 0.24 0.00 0.04 2.13 5.91 0.04 0.00 0.00 1.00 5.91 0.04 0.00 0.00 1.00 5.91 0.01 0.00 0.00 0.53 A106 BWB 5 Jamb -L Jamb -R Header 6 Jamb -L Jamb -R 7 Jamb -L Jamb -R Header Sill 8 Jamb -L Jamb -R 9 Jamb -L Jamb -R Header Sill 10 Jamb -L Jamb -R Header Sill WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS SwDes-F.out -0.06 2.02 0.03 0.06 5.91 0.01 0.44 2.02 0.22 -0.78 5.68 0.14 - 0.48 2.02 0.24 0.86 5.68 0.15 0.60 2.02 0.30 -1.41 5.68 0.25 - 0.64 2.02 0.32 1.47 5.68 0.26 0.12 2.02 0.06 -0.49 5.91 0.08 - 0.14 2.02 0.07 0.54 2.22 0.24 -0.15 2.02 0.08 -0.37 5.91 0.06 0.17 2.02 0.08 0.41 5.91 0.07 0.69 2.02 0.34 2.41 5.91 0.41 - 0.77 2.02 0.38 -2.69 5.91 0.46 - 0.75 2.02 0.37 3.52 5.76 0.61 0.84 2.02 0.42 -3.94 5.76 0.69 0.35 2.02 0.17 -1.49 5.76 0.26 - 0.39 2.02 0.19 1.63 5.76 0.28 0.09 2.02 0.04 -0.07 5.91 0.01 -0.10 2.02 0.05 0.07 5.91 0.01 0.08 2.02 0.04 -0.06 5.91 0.01 - 0.08 2.02 0.04 0.06 5.91 0.01 -0.11 2.02 0.06 -0.24 5.91 0.04 0.12 2.02 0.06 0.25 5.91 0.04 -0.20 2.02 0.10 -0.53 5.91 0.09 0.22 2.02 0.11 0.58 5.91 0.10 0.35 2.02 0.17 -1.49 5.76 0.26 - 0.39 2.02 0.19 1.63 5.76 0.28 0.25 2.02 0.12 -0.97 5.76 0.17 - 0.33 2.02 0.16 1.29 5.76 0.22 0.09 2.02 0.04 -0.07 5.91 0.01 - 0.10 2.02 0.05 0.08 5.91 0.01 0.08 2.02 0.04 -0.06 5.91 0.01 0.09 2.02 0.04 0.07 5.91 0.01 -0.19 2.02 0.09 -0.51 5.91 0.09 0.20 2.02 0.10 0.56 5.91 0.09 - 0.19 2.02 0.09 -0.53 5.91 0.09 0.25 2.02 0.12 0.70 5.91 0.12 0.05 2.02 0.03 -0.04 5.91 0.01 - 0.06 2.02 0.03 0.05 5.91 0.01 - 0.08 2.02 0.04 -0.06 5.91 0.01 0.10 2.02 0.05 0.07 5.91 0.01 0.00 0.00 0.53 0.20 -0.05 2.40 0.21 0.06 2.40 0.24 -0.11 2.40 0.26 0.11 2.40 0.00 -0.04 2.13 0.00 0.04 2.13 0.07 -0.01 1.00 0.07 0.01 1.00 0.52 0.03 1.00 0.58 -0.04 1.00 0.70 0.09 1.35 0.79 -0.10 1.35 0.28 -0.04 1.35 0.30 0.05 1.35 0.00 0.00 0.40 0.00 0.00 0.40 0.00 0.00 0.40 0.00 0.00 0.40 0.00 0.00 1.00 0.00 0.00 1.00 0.10 -0.01 1.00 0.11 0.01 1.00 0.28 -0.04 1.35 0.30 0.05 1.35 0.18 -0.03 1.35 0.24 0.04 1.35 0.00 0.00 0.40 0.00 0.00 0.40 0.00 0.00 0.40 0.00 0.00 0.40 0.10 -0.01 1.00 0.10 0.01 1.00 0.10 -0.01 1.00 0.13 0.01 1.00 0.00 0.00 0.40 0.00 0.00 0.40 0.00 0.00 0.40 0.00 0.00 0.40 A107 U11G0405A Wall Panel Report (Bay= 6) 8/24/11 11:17am PANEL DATA: Bay Part 6 cw6-50 Type Gage Yield cw 26.00 50.0 MOMENTS & DEFLECTION: Span Id 1 2 3 Span (ft) 4.00 3.50 5.44 LD Id WP WS WP WS WP WS Rotation Stiffness Panel Height 0.44 33.83 Moment(ft-lb/ft) Support Midspan ---Deflect(in)-- Calc Mn/sf uC Calc Mn/sf UC talc Allow UC 25.9 -34.5 35.0 - 46.6 47.2 - 62.9 116.8 0.22 100.3 0.34 116.8 0.30 100.3 0.46 116.8 0.40 100.3 0.63 - 26.4 100.3 0.26 35.1 116.8 0.30 1.0 116.8 0.01 -1.3 100.3 0.01 - 29.6 100.3 0.30 39.5 116.8 0.34 Page 39 - 0.03 0.53 0.06 0.05 0.53 0.09 0.01 0.47 0.02 - 0.01 0.47 0.02 - 0.06 0.73 0.08 0.08 0.73 0.11 BWB 4 5.06 WP WS 5 5.08 WP WS 6 5.08 WP ws 7 5.67 WP WS 47.2 116.8 0.40 -62.9 100.3 0.63 40.6 116.8 0.35 -54.1 100.3 0.54 61.0 116.8 0.52 - 81.3 100.3 0.81 61.0 116.8 0.52 - 81.3 100.3 0.81 SwDes-F.out -17.3 100.3 0.17 23.1 116.8 0.20 -23.3 100.3 0.23 31.0 116.8 0.27 -13.7 100.3 0.14 18.2 116.8 0.16 -49.2 100.3 0.49 65.6 116.8 0.56 - 0.02 0.68 0.03 0.03 0.68 0.04 - 0.04 0.68 0.06 0.05 0.68 0.07 -0.01 0.68 0.01 0.01 0.68 0.02 - 0.12 0.76 0.16 0.16 0.76 0.21 A108 U11G0405A weight summary 8/24/11 11:17am Girts = 3322.99 Frame Openings = 1094.05 4417.04 U11G0405A sidewall Design Warning Report 8/24/11 11:17am .. No Warnings Page 40 BWB A109 EwDes-L.Out U11G0405A Endwall Design Code 8/24/11 11:17am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS07 BUILDING CODE: Wind Code Seismic Zone : IBC 09 : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi U11G0405A Girt Design Report (Level= 1; Span= 1) 8/24/11 11:17am LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate Width Brace Weight Out In 1 080060 14.17 19.0000 2.04 0 41.8 1.00 0.61 41.8 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.22 -0.22 0.00 -0.79 7.08 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.22 2.56 0.09 MS -0.79 4.80 0.16 LL 0.13 -0.12 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Page 1 BWB A110 EwDes-L.Out Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 14.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.28 0.26 0.00 0.94 7.43 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.28 2.56 0.11 MS 0.94 2.93 0.32 LL 0.16 0.14 UNBRACE LENGTHS Bay Moml/MOm2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 14.2 14.2 14.2 14.2 14.2 14.2 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span wind_Pressure wind_Suction Seis_Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow 1 -0.09 0.71 0.10 0.71 U11G0405A Girt Design Report (Level= 1; Span= 2) 8/24/11 11:17am LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate width Brace weight out In Page 2 BWB Al11 2 080060 25.00 WIND PRESSURE : GIRT ANALYSIS: EwDes-L.Out 19.0000 2.04 0 73.8 1.00 0.61 73.8 Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.39 -0.39 0.00 -2.46 12.50 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS 0.39 2.56 0.15 MS -2.46 4.80 0.51 LL 0.39 -1.12 UNBRACE LENGTHS Bay Minor Moml/Mom2 Id Major LS LL MS RL RS LS LL M5 RL RS LS LL MS RL RS b 2 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.43 0.43 0.00 2.70 12.50 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS -0.43 2.56 0.17 MS 2.70 2.93 0.92 RL 0.43 1.22 UNBRACE LENGTHS Bay Minor cb Moml/Mom2 Page 3 BWB A112 EwDes-L.Out Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS --- ---- - ---- ---- ---- ---- ---- ---- ---- ---- 2 25.0 25.0 25.0 25.0 25.0 25.0 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) span Wind_Pressure wind_Suction seis_Pressure Seis_Suction Id Calc Allow Calc Allow calc Allow calc Allow 2 -0.84 1.25 0.92 1.25 U11G0405A Girt Design Report (Level= 1; Span= 3) 8/24/11 11:17am LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace weight out In 3 08c060 25.00 19.0000 2.04 0 73.8 1.00 0.61 73.8 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 3 0.39 -0.39 0.00 -2.46 12.50 0.00 STRESS /DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 3 LS 0.39 2.56 0.15 Ms -2.46 4.80 0.51 LL 0.39 -1.12 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS ---- ---- ---- ---- ---- ---- ---- ---- Page 4 BWB A113 EWDes-L.Out 3 25.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 -0.43 0.43 0.00 2.70 12.50 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS -0.43 2.56 0.17 MS 2.70 2.93 0.92 RL 0.43 1.22 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 3 25.0 25.0 25.0 25.0 25.0 25.0 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow 3 -0.84 1.25 0.92 1.25 U11G0405A Girt Design Report (Level= 1; Span= 4) 8/24/11 11:17am LEVEL # 1 ; SPAN # 4 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 4 080060 14.17 19.0000 2.04 0 41.8 1.00 0.61 41.8 Page 5 BVVB A114 EwDes-L.Out WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.22 -0.22 0.00 -0.79 7.08 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uC Loc calc Allow UC Loc uC calc Allow 4 LS 0.22 2.56 0.09 MS -0.79 4.80 0.16 LL 0.13 -0.12 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 4 14.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.26 0.29 0.00 0.96 6.73 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc uC Calc Allow 4 RS 0.29 2.56 0.11 MS 0.96 2.93 0.33 RL 0.16 0.14 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS --- ---- - ---- ---- ---- - --- ---- ---- -- Page 6 BWB A115 EWDes-L.OUt 4 14.2 14.2 14.2 14.2 14.2 14.2 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) span wind_Pressure wind_suction Seis_Pressure Seis_suction Id calc Allow Calc Allow Calc Allow calc Allow 4 -0.09 0.71 0.11 0.71 U11G0405A Girt Design Report (Level= 2; Span= 1) 8/24/11 11:17am LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate width Brace weight out In 1 08z060 14.17 1.25 23.0833 4.58 0 45.5 1.00 0.70 2 08z060 25.00 1.25 1.25 23.0833 4.58 0 81.1 1.00 0.70 3 08z060 25.00 1.25 1.25 23.0833 4.58 0 81.1 1.00 0.70 4 08z060 14.17 1.25 23.0833 4.58 0 45.5 1.00 0.70 253.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.30 -0.61 -0.70 0.00 -0.63 4.23 2.03 2.86 2 0.83 0.74 -0.84 -0.93 2.86 1.87 -2.06 11.80 2.98 4.09 3 0.93 0.84 -0.74 -0.83 4.09 2.98 -2.06 13.20 1.87 2.86 4 0.70 0.61 -0.30 2.86 2.03 -0.63 9.94 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC calc Allow 1 RL -0.61 2.56 0.24 RL 2.03 5.13 0.40 RL 0.46 -0.01 2 RL -0.84 2.56 0.33 RL 2.98 5.13 0.58 RL 0.67 -0.62 3 LL 0.84 2.56 0.33 LL 2.98 5.13 0.58 LL 0.67 -0.62 4 LL 0.61 2.56 0.24 LL 2.03 5.13 0.40 LL 0.46 -0.01 UNBRACE LENGTHS Page 7 BWB EwDes-L.Out A116 Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 14.2 0.0 0.0 0.0 4.5 1.3 1.00 1.00 1.00 1.85 1.13 1.00 1.00 1.00 0.00 0.71 2 25.0 1.3 2.9 0.0 4.3 1.3 1.16 1.75 1.00 1.78 1.12 0.65 0.00 1.00 0.00 0.73 3 25.0 1.3 4.3 0.0 2.9 1.3 1.12 1.78 1.00 1.75 1.16 0.73 0.00 1.00 0.00 0.65 4 14.2 1.3 4.5 0.0 0.0 0.0 1.13 1.85 1.00 1.00 1.00 0.71 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.41 0.70 0.80 0.00 0.86 4.78 -2.26 -3.20 2 -0.92 -0.82 0.92 1.02 -3.20 -2.11 2.24 11.86 -3.24 -4.45 3 -1.02 -0.92 0.82 0.92 -4.45 -3.24 2.24 13.14 -2.13 -3.22 4 -0.81 -0.71 0.41 -3.22 -2.27 0.89 9.37 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC calc Allow 1 RL 0.70 2.56 0.27 RL -2.26 5.13 0.44 RL 0.52 0.03 2 RL 0.92 2.56 0.36 RL -3.24 5.13 0.63 RL 0.73 0.67 3 LL -0.92 2.56 0.36 LL -3.24 5.13 0.63 LL 0.73 0.67 4 LL -0.71 2.56 0.28 LL -2.27 5.13 0.44 LL 0.52 0.03 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 14.2 8.5 8.5 8.5 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 15.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 15.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 14.2 0.0 0.0 8.6 8.6 8.6 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (working Load) Page 8 BWB EwDes-L.Out span wind_Pressure wind_suction Seis_Pressure Seis_suction id Calc Allow Calc Allow Calc Allow calc Allow 1 -0.01 1.89 0.02 1.89 2 -0.46 3.33 0.50 3.33 3 -0.46 3.33 0.50 3.33 4 -0.01 1.89 0.03 1.89 A117 U11G0405A Girt Design Report (Level= 3; Span= 1) 8/24/11 11:17am LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight Out In 1 082060 14.17 1.25 28.1667 4.04 0 45.5 1.00 0.70 2 08z060 25.00 1.25 1.25 28.1667 4.83 0 81.1 1.00 0.70 3 08z060 25.00 1.25 1.25 28.1667 4.83 0 81.1 1.00 0.70 4 08z060 14.17 1.25 28.1667 4.04 0 45.5 1.00 0.70 253.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap sup sup Lap Mom Loc Lap sup 1 0.24 -0.57 -0.64 0.00 -0.45 3.82 2.12 2.88 2 0.87 0.78 -0.90 -0.99 2.88 1.85 -2.21 11.70 3.20 4.37 3 0.99 0.90 -0.78 -0.87 4.37 3.20 -2.21 13.30 1.85 2.88 4 0.64 0.57 -0.24 2.88 2.12 -0.45 10.35 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.57 2.56 0.22 RL 2.12 5.13 0.41 RL 0.47 0.02 2 RL -0.90 2.56 0.35 RL 3.20 5.13 0.62 RL 0.71 -0.67 3 LL 0.90 2.56 0.35 LL 3.20 5.13 0.62 LL 0.71 -0.67 4 LL 0.57 2.56 0.22 LL 2.12 5.13 0.41 LL 0.47 0.02 UNBRACE LENGTHS Bay Minor Cb Moral/Mom2 Page 9 BWB A118 EwDes-L.Out Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 14.2 0.0 0.0 0.0 5.3 1.3 1.00 1.00 1.00 1.89 1.12 1.00 1.00 1.00 0.00 0.74 2 25.0 1.3 2.7 0.0 4.3 1.3 1.17 1.74 1.00 1.78 1.12 0.64 0.00 1.00 0.00 0.73 3 25.0 1.3 4.3 0.0 2.7 1.3 1.12 1.78 1.00 1.74 1.17 0.73 0.00 1.00 0.00 0.64 4 14.2 1.3 5.3 0.0 0.0 0.0 1.12 1.89 1.00 1.00 1.00 0.74 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.33 0.65 0.73 0.00 0.65 4.40 -2.36 -3.22 2 -0.96 -0.86 0.98 1.08 -3.22 -2.09 2.41 11.74 -3.48 -4.77 3 -1.08 -0.98 0.86 0.96 -4.77 -3.48 2.40 13.25 -2.10 -3.23 4 -0.74 -0.65 0.34 -3.23 -2.36 0.67 9.74 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- mom+shr Deflection(in) Id Loc Calc Allow UC Loc calc Allow UC Loc UC calc Allow 1 RL 0.65 2.56 0.25 RL -2.36 5.13 0.46 RL 0.52 -0.01 2 RL 0.98 2.56 0.38 RL -3.48 5.13 0.68 RL 0.78 0.73 3 LL -0.98 2.56 0.38 LL -3.48 5.13 0.68 LL 0.78 0.72 4 LL -0.65 2.56 0.26 LL -2.36 5.13 0.46 LL 0.53 0.00 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 14.2 7.7 7.7 7.7 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 25.0 0.0 0.0 15.4 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 25.0 0.0 0.0 15.3 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 14.2 0.0 0.0 7.8 7.8 7.8 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) span wind_Pressure Wind_suction Seis_Pressure seis_Suction Page 10 BWB EwDes-L.Out Id Calc Allow Calc Allow calc Allow Calc Allow 1 0.02 1.89 -0.01 1.89 2 -0.50 3.33 0.54 3.33 3 -0.50 3.33 0.54 3.33 4 0.02 1.89 0.00 1.89 A119 U11G0405A Girt Design Report (Level= 4; Span= 1) 8/24/11 11:17am LEVEL # 4 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight out In 1 08z060 14.17 31.1670 3.53 0 41.8 1.00 0.61 41.8 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.39 -0.39 0.00 -1.37 7.08 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow UC Loc calc Allow UC Loc UC Calc Allow 1 LS 0.39 2.56 0.15 MS -1.37 5.13 0.27 LL 0.21 -0.20 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 14.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : Page 11 BWB GIRT ANALYSIS: Bay Left Id Sup 1 -0.49 shear(k ) Left Right Right Lap Lap Sup STRESS /DEFLECTION: Span shear(k ) Id Loc talc Allow 1 LS -0.49 2.56 0.19 MS EWDes-L.Out Moment(f-k ) Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.44 0.00 1.62 7.43 Moment(f-k )---- UC Loc Calc Allow uc UNBRACE LENGTHS Bay Moml/M0m2 Id Major LS LL RL RS Minor Mom+Shr Loc UC calc Allow 0.00 A120 Deflection(in) 1.62 3.14 0.52 LL 0.26 0.24 cb MS RL RS LS LL MS RL RS LS LL MS 1 14.2 14.2 14.2 14.2 14.2 14.2 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Wind_Pressure Id Calc Allow 1 -0.15 1.89 wi nd_Suction Seis_Pressure Seis_Suction calc Allow Calc Allow talc Allow 0.18 1.89 U11G0405A Girt Design Report (Level= 4; Span= 2) 8/24/11 11:17am LEVEL # 4 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay--Lap(ft)-- id Part width Left Right 4 08z060 14.17 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Girt Load Locate width Available Reduction No. Girt Factor Brace weight out In 31.1670 3.53 0 41.8 1.00 0.61 Page 12 Moment(f-k ) 41.8 BWB A121 EwDes-L.out Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 4 0.39 -0.39 0.00 -1.37 7.08 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr oeflection(in) Id Loc calc Allow UC Loc Calc Allow uC Loc UC calc Allow 4 LS 0.39 2.56 0.15 MS -1.37 5.13 0.27 LL 0.21 -0.20 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 14.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.45 0.49 0.00 1.65 6.73 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc talc Allow uC Loc uc Calc Allow 4 RS 0.49 2.56 0.19 Ms 1.65 3.14 0.53 RL 0.27 0.24 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 14.2 14.2 14.2 14.2 14.2 14.2 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span wind_Pressure Wind_Suction Seis_Pressure seis_Suction Page 13 BWB EwDes-L.Out Id talc Allow talc Allow Calc Allow Calc Allow 4 -0.15 1.89 0.18 1.89 A122 u11G0405A Girt Design Report (Level= 5; span= 1) 8/24/11 11:17am LEVEL # 5 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate width Brace weight out In 2 08z060 25.00 1.25 32.7500 4.57 0 77.4 1.00 0.70 3 08z060 25.00 1.25 32.7500 4.57 0 77.4 1.00 0.70 154.9 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.66 -1.01 -1.10 0.00 -3.10 9.37 4.18 5.50 3 1.10 1.01 -0.66 5.50 4.18 -3.10 15.62 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow UC Loc uc talc Allow 2 RL -1.01 2.56 0.40 RL 4.18 5.13 0.82 RL 0.91 -1.01 3 LL 1.01 2.56 0.40 LL 4.18 5.13 0.82 LL 0.91 -1.01 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 2 25.0 0.0 0.0 0.0 5.0 1.3 1.00 1.00 1.00 1.77 1.11 1.00 1.00 1.00 0.00 0.76 3 25.0 1.3 5.0 0.0 0.0 0.0 1.11 1.77 1.00 1.00 1.00 0.76 0.00 1.00 1.00 1.00 WIND SUCTION : Page 14 BWB GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Left Right Lap Lap 2 -0.72 3 -1.21 -1.11 1.11 EwDes-L.Out Right Left Left sup Sup Lap 1.21 0.00 0.72 -6.04 -4.59 A123 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 3.40 9.37 -4.59 -6.04 3.40 15.62 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Id Loc Calc Allow uc Loc Calc Allow UC 2 RL 1.11 2.56 0.43 MS 3.40 3.59 0.95 3 LL -1.11 2.56 0.43 MS 3.40 3.59 0.95 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS RL RS 2 25.0 1.00 1.00 3 25.0 1.00 1.00 Minor cb Mom+Shr Loc uc Calc Allow Deflection(in) RL 0.99 1.11 LL 0.99 1.11 LL MS RL RS LS LL MS RL RS LS LL MS 18.7 18.7 18.7 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 0.0 0.0 18.8 18.8 18.8 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Id 23 wind_Pressure Calc Allow - 0.76 3.33 - 0.76 3.33 Wind_suction Seis_Pressure Calc Allow Calc Allow 0.83 3.33 0.83 3.33 Seis_Suction Calc Allow U11G0405A Wall Panel Report 8/24/11 11:17am PANEL DATA: Bay Part Type Gage Rotation Panel Yield Stiffness Height 1 Cw6-50 CW 26.00 50.0 MOMENTS & DEFLECTION: 0.44 35.23 Moment(ft-lb/ft) span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Mn/sf UC calc Mn/sf uc Calc Allow UC 1 4.08 WP 44.2 116.8 0.38 -20.8 100.3 0.21 -0.02 0.54 0.04 Ws -58.9 100.3 0.59 27.7 116.8 0.24 0.03 0.54 0.05 2 5.08 WP 44.2 116.8 0.38 -25.8 100.3 0.26 -0.04 0.68 0.07 Page 15 BWB Al24 EwDes-L.Out WS -58.9 100.3 0.59 34.4 116.8 0.29 0.06 0.68 0.09 3 3.00 WP 28.1 116.8 0.24 5.5 116.8 0.05 0.01 0.40 0.02 Ws -37.4 100.3 0.37 -7.3 100.3 0.07 -0.01 0.40 0.03 4 4.07 WP 25.9 116.8 0.22 -27.6 100.3 0.28 -0.04 0.54 0.07 WS -34.5 100.3 0.34 36.8 116.8 0.31 0.05 0.54 0.09 u11G0405A Screw Report 8/24/11 11:17am BASE SCREW CHECK: Screw Force/Screw Shear Wall Base Dia Space shear wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) uc 1 0.00 H1040 0.22 1.00 2.00 0.000 0.000 0.224 0.00 u11G0405A Design Warning Report 8/24/11 11:17am .. No Warnings Page 16 BWB A125 EWDes-R. Out U11G040SA Endwall Design Code 8/24/11 11:17am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 cold Formed steel : NAUS07 BUILDING CODE: Wind Code Seismic Zone : IBC 09 :c MODULUS OF ELASTICITY Hot Rolled steel : 29000 (ksi cold Formed steel : 29500 (ksi U110405A Girt Design Report (Level= 1; Span= 1) 8/24/11 11:17am LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate width Brace weight out In 1 08z060 3.79 4.0000 3.75 0 11.2 1.00 0.61 11.2 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.11 -0.11 0.00 -0.10 1.90 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.11 2.56 0.04 Ms -0.10 5.13 0.02 LL 0.03 0.00 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS Page 1 BWB A126 EwDes-R.Out RL RS 1 3.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.15 0.15 0.00 0.14 1.90 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.15 2.56 0.06 MS 0.14 4.88 0.03 LL 0.04 0.00 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 3.8 3.8 3.8 3.8 3.8 3.8 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id talc Allow Calc Allow talc Allow Calc Allow 1 0.00 0.51 0.00 0.51 U11G0405A Girt Design Report (Level= 1; Span= 2) 8/24/11 11:17am LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate Width Brace weight Out In 1 082060 3.04 4.0000 3.75 0 9.0 1.00 0.70 Page 2 BWB A127 2 08z060 20.00 3 08z060 20.00 1.25 4 08z060 1.13 WIND PRESSURE : GIRT ANALYSIS: EWDes-R.Out 1.25 4.0000 3.75 0 62.7 1.00 0.70 4.0000 3.75 0 62.7 1.00 0.70 4.0000 3.75 0 3.3 1.00 0.70 137.7 Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.38 -0.56 0.00 0.78 1.52 1.43 2 0.52 -0.56 -0.63 1.43 -0.95 9.08 1.75 2.50 3 0.70 0.62 -0.46 2.50 1.67 -1.69 12.05 0.13 4 0.15 0.09 0.13 0.06 0.56 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.56 2.56 0.22 RS 1.43 5.13 0.28 RS 0.35 0.00 2 RL -0.56 2.56 0.22 RL 1.75 5.13 0.34 RL 0.41 -0.16 3 LL 0.62 2.56 0.24 MS -1.69 5.13 0.33 LL 0.41 -0.38 4 LS 0.15 2.56 0.06 LS 0.13 5.13 0.03 LS 0.06 0.00 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 3.0 3.0 3.0 3.0 3.0 3.0 1.74 1.74 1.74 1.74 1.74 0.00 0.00 0.00 0.00 0.00 2 20.0 3.3 0.0 0.0 3.9 1.3 1.78 1.00 1.00 1.80 1.14 0.00 1.00 1.00 0.00 0.70 3 20.0 1.3 3.1 0.0 0.0 0.3 1.16 1.75 1.00 1.00 1.68 0.67 0.00 1.00 1.00 0.00 4 1.1 1.1 1.1 1.1 1.1 1.1 1.81 1.81 1.81 1.81 1.81 0.00 0.00 0.00 0.00 0.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.42 0.61 0.00 -0.86 1.52 -1.57 Page 3 BWB A128 EwDes-R.Out 2 -0.58 0.61 0.69 -1.57 1.04 9.08 -1.92 -2.74 3 -0.76 -0.68 0.50 -2.74 -1.83 1.86 12.05 -0.15 4 -0.17 -0.10 -0.15 -0.06 0.56 0.00 STRESS /DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uc Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.61 2.56 0.24 RS -1.57 5.13 0.31 RS 0.39 0.00 2 RL 0.61 2.56 0.24 RL -1.92 5.13 0.37 RL 0.44 0.17 3 LL -0.68 2.56 0.27 MS 1.86 3.59 0.52 LL 0.45 0.42 4 LS -0.17 2.56 0.06 LS -0.15 5.13 0.03 LS 0.07 0.00 UNBRACE LENGTHS Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL Rs 1 3.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 20.0 0.0 11.5 11.5 0.0 0.0 1.00 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 20.0 0.0 0.0 15.3 15.3 0.0 1.00 1.00 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 4 1.1 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (working Load) Span wind_Pressure wind_suction Seis_Pressure Seis_Suction Id talc Allow calc Allow calc Allow calc Allow 1 0.00 0.41 0.00 0.41 2 -0.11 2.67 0.13 2.67 3 -0.30 2.67 0.33 2.67 4 0.00 0.15 0.00 0.15 U11G0405A Girt Design Report (Level= 1; Span= 3) 8/24/11 11:17am LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight Out In 4 08z060 3.79 4.0000 3.75 0 11.2 1.00 0.61 11.2 Page 4 BWB A129 EwDes-R.Out WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.11 -0.11 0.00 -0.10 1.90 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.11 2.56 0.04 MS -0.10 5.13 0.02 LL 0.03 0.00 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 3.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.15 0.15 0.00 0.14 1.90 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS -0.15 2.56 0.06 MS 0.14 4.88 0.03 LL 0.04 0.00 UNBRACE LENGTHS Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Page 5 BWB A130 EwDes-R.Out 4 3.8 3.8 3.8 3.8 3.8 3.8 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (working Load) Span wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id calc Allow Calc Allow calc Allow calc Allow 4 0.00 0.51 0.00 0.51 u11G0405A Girt Design Report (Level= 2; span= 1) 8/24/11 11:17am LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight out In 1 08z060 19.17 1.25 7.5000 4.47 0 60.2 1.00 0.70 2 08z060 20.00 1.25 1.25 7.5000 4.47 0 66.4 1.00 0.70 3 08z060 20.00 1.25 1.25 7.5000 4.47 0 66.4 1.00 0.70 4 08z060 19.17 1.25 7.5000 4.47 0 60.2 1.00 0.70 253.2 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.51 -0.72 -0.81 0.00 -1.92 7.47 1.84 2.79 2 0.73 0.64 -0.56 -0.65 2.79 1.94 -1.06 10.58 1.24 2.00 3 0.64 0.55 -0.65 -0.74 2.00 1.25 -0.97 9.28 2.12 2.98 4 0.91 0.82 -0.58 2.98 1.90 -2.22 11.67 0.00 STRESS /DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow uc Loc uC calc Allow 1 RL -0.72 2.56 0.28 MS -1.92 5.13 0.37 RL 0.46 -0.40 2 LL 0.64 2.56 0.25 LL 1.94 5.13 0.38 LL 0.45 -0.17 3 RL -0.65 2.56 0.25 RL 2.12 5.13 0.41 RL 0.48 -0.13 4 LL 0.82 2.56 0.32 MS -2.22 5.13 0.43 LL 0.49 -0.47 UNBRACE LENGTHS Page 6 BWB Bay Minor Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS --- ---- ---- ---- ---- ---- ---- ---- ---- 1 19.2 0.0 0.0 0.0 3.0 1.3 1.00 1.00 1.00 1.75 1.16 1.00 1.00 1.00 0.00 0.66 2 20.0 1.3 3.8 0.0 2.6 1.3 1.14 1.80 1.00 1.76 1.19 0.69 0.00 1.00 0.00 0.62 3 20.0 1.3 2.7 0.0 4.2 1.3 1.18 1.77 1.00 1.81 1.14 0.63 0.00 1.00 0.00 0.71 4 19.2 1.3 0.3 0.0 0.0 0.0 1.17 1.04 1.00 1.00 1.00 0.64 0.89 1.00 1.00 1.00 EWDes-R.Out b A131 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.65 0.82 0.91 0.00 2.33 7.24 -2.10 -3.18 2 -0.81 -0.71 0.61 0.70 -3.18 -2.23 1.14 10.69 -1.32 -2.14 3 -0.69 -0.60 0.72 0.82 -2.14 -1.33 1.04 9.17 -2.42 -3.39 4 -1.02 -0.93 0.73 -3.39 -2.16 2.67 12.07 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow uc Loc calc Allow uC Loc UC Calc Allow 1 RL 0.82 2.56 0.32 MS 2.33 3.59 0.65 RL 0.52 0.48 2 LL -0.71 2.56 0.28 LL -2.23 5.13 0.43 LL 0.52 0.17 3 RL 0.72 2.56 0.28 RL -2.42 5.13 0.47 RL 0.55 0.14 4 LL -0.93 2.56 0.36 MS 2.67 4.59 0.58 LL 0.56 0.56 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 19.2 14.9 14.9 14.9 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 20.0 0.0 0.0 11.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 20.0 0.0 0.0 10.5 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 19.2 0.0 0.0 6.6 3.4 3.5 1.00 1.00 1.17 1.08 1.54 1.00 1.00 0.37 0.74 0.00 DEFLECTION: (Working Load) Page 7 BwB EwDes-R.Out span Wind_Pressure wind_suction Seis_Pressure Seis_Suction Id Calc Allow Calc Allow calc Allow Calc Allow 1 -0.30 2.56 0.36 2.56 2 -0.12 2.67 0.12 2.67 3 -0.12 2.67 0.12 2.67 4 -0.30 2.56 0.36 2.56 A132 U11G0405A Girt Design Report (Level= 3; Span= 1) 8/24/11 11:17am LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay GirtBay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace Weight out In --- ---- ---- ---- 1 08z060 19.17 1.25 12.9375 5.25 0 60.2 1.00 0.70 2 08z060 20.00 1.25 1.25 12.9375 5.25 0 66.4 1.00 0.70 3 08z060 20.00 1.25 1.25 12.9375 5.25 0 66.4 1.00 0.70 4 08z060 19.17 1.25 12.9375 5.25 0 60.2 1.00 0.70 253.2 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.60 -0.84 -0.95 0.00 -2.26 7.48 2.15 3.27 2 0.85 0.75 -0.66 -0.77 3.27 2.26 -1.22 10.53 1.52 2.41 3 0.77 0.66 -0.75 -0.85 2.41 1.52 -1.22 9.47 2.26 3.27 4 0.95 0.84 -0.60 3.27 2.15 -2.26 11.69 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc calc Allow uC Loc UC Calc Allow 1 RL -0.84 2.56 0.33 MS -2.26 5.13 0.44 RL 0.53 -0.47 2 LL 0.75 2.56 0.29 LL 2.26 5.13 0.44 LL 0.53 -0.19 3 RL -0.75 2.56 0.29 RL 2.26 5.13 0.44 RL 0.53 -0.19 4 LL 0.84 2.56 0.33 Ms -2.26 5.13 0.44 LL 0.53 -0.47 UNBRACE LENGTHS Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS Page 8 BWB RL RS EWDes-R.Out A133 1 19.2 0.0 0.0 0.0 3.0 1.3 1.00 1.00 1.00 1.75 1.16 1.00 1.00 1.00 0.00 0.66 2 20.0 1.3 3.8 0.0 2.7 1.3 1.14 1.80 1.00 1.77 1.18 0.69 0.00 1.00 0.00 0.63 3 20.0 1.3 2.7 0.0 3.8 1.3 1.18 1.77 1.00 1.80 1.14 0.63 0.00 1.00 0.00 0.69 4 19.2 1.3 3.0 0.0 0.0 0.0 1.16 1.75 1.00 1.00 1.00 0.66 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.77 0.96 1.07 0.00 2.74 7.25 -2.45 -3.71 2 -0.94 -0.83 0.72 0.83 -3.71 -2.60 1.31 10.64 -1.61 -2.58 3 -0.83 -0.72 0.83 0.94 -2.58 -1.61 1.31 9.36 -2.60 -3.71 4 -1.07 -0.96 0.77 -3.71 -2.45 2.74 11.91 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow uC Loc Calc Allow uC Loc UC Calc Allow 1 RL 0.96 2.56 0.37 11/445 2.74 3.59 0.76 RL 0.61 0.57 2 LL -0.83 2.56 0.33 LL -2.60 5.13 0.51 LL 0.60 0.19 3 RL 0.83 2.56 0.33 RL -2.60 5.13 0.51 RL 0.60 0.19 4 LL -0.96 2.56 0.37 MS 2.74 3.59 0.76 LL 0.61 0.57 UNBRACE LENGTHS Bay Minor cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 19.2 14.9 14.9 14.9 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 20.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 20.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 19.2 0.0 0.0 14.9 14.9 14.9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) span wind_Pressure wind_suction seis_Pressure Seis_suction Id Calc Allow talc Allow talc Allow Calc Allow Page 9 BWB EwDes-R.Out 1 -0.35 2.56 0.43 2.56 2 -0.14 2.67 0.14 2.67 3 -0.14 2.67 0.14 2.67 4 -0.35 2.56 0.43 2.56 A134 U11G0405A Girt Design Report (Level= 4; Span= 1) 8/24/11 11:17am LEVEL # 4 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight out In 1 08z060 13.21 18.0000 5.07 0 39.0 1.00 0.61 39.0 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.52 -0.52 0.00 -1.70 6.60 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.52 2.56 0.20 MS -1.70 5.13 0.33 LL 0.27 -0.22 UNBRACE LENGTHS Bay Moml/Mom2 Minor Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS --- ---- ---- ---- ---- - ---- ---- ---- ---- ---- ---- --- 1 13.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 cb WIND SUCTION : GIRT ANALYSIS: Page 10 BWB EWDeS-R.Out Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.66 0.60 0.00 2.11 6.35 0.00 A135 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uc Calc Allow 1 LS -0.66 2.56 0.26 MS 2.11 3.14 0.67 LL 0.34 0.27 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 13.2 13.2 13.2 13.2 13.2 13.2 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Wind_Pressure wind_suction Seis_Pressure Seis_Suction Id Calc Allow talc Allow Calc Allow Calc Allow 1 -0.16 1.76 0.20 1.76 U11G0405A Girt Design Report (Level= 4; Span= 2) 8/24/11 11:17am LEVEL # 4 ; SPAN # 2 GIRT LAYOUT: Available Reduction Bay GirtBay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace Weight Out In 1 082060 3.04 18.0000 5.07 0 9.0 1.00 0.70 2 082060 2.71 18.0000 5.07 0 8.0 1.00 0.70 WIND PRESSURE : GIRT ANALYSIS: shear(k ) Moment(f-k ) Page 11 17.0 BWB Al36 EWDes-R.Out Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.09 -0.15 0.00 -0.05 1.18 0.08 2 0.14 -0.08 0.08 -0.04 1.74 0.00 STRESS /DEFLECTION: span shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 1 RS -0.15 2.56 0.06 RS 0.08 5.13 0.02 RS 0.06 0.00 2 LS 0.14 2.56 0.05 LS 0.08 5.13 0.02 LS 0.06 0.00 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 3.0 0.0 0.0 0.0 0.0 0.7 1.00 1.00 1.00 1.00 1.78 1.00 1.00 1.00 1.00 1.00 2 2.7 0.8 1.9 0.0 0.0 0.0 1.81 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap sup 1 -0.10 0.16 0.00 0.06 1.18 -0.09 2 -0.15 0.08 -0.09 0.04 1.74 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr oeflection(in) Id Loc Calc Allow UC Loc calc Allow uC Loc uC Calc Allow 1 RS 0.16 2.56 0.06 RS -0.09 5.13 0.02 RS 0.06 0.00 2 LS -0.15 2.56 0.06 LS -0.09 5.13 0.02 LS 0.06 0.00 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 3.0 2.4 2.4 2.4 2.4 0.0 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 Page 12 BWB A137 EwDes•-R.Out 2 2.7 0.0 0.0 1.9 1.9 1.9 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span wind_Pressure Wind_Suction Seis_Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow 1 0.00 0.41 0.00 0.41 2 0.00 0.36 0.00 0.36 U11G0405A Girt Design Report (Level= 4; Span= 3) 8/24/11 11:17am LEVEL # 4 ; SPAN # 3 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace weight Out In 2 082060 6.25 18.0000 5.07 0 18.4 1.00 0.61 18.4 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.24 -0.24 0.00 -0.38 3.12 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc talc Allow UC Loc talc Allow UC Loc UC Calc Allow 2 LS 0.24 2.56 0.10 MS -0.38 5.13 0.07 RL 0.07 -0.01 UNBRACE LENGTHS Bay Minor Cb Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 2 6.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Page 13 BWB A138 EwDes-R.Out WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.27 0.27 0.00 0.42 3.12 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc calc Allow UC Loc Calc Allow uC Loc UC Calc Allow 2 LS -0.27 2.56 0.10 MS 0.42 4.68 0.09 LL 0.08 0.01 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 2 6.2 6.2 6.2 6.2 6.2 6.2 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span wind_Pressure Wind_Suction seis_Pressure Seis_Suction Id Calc Allow Calc Allow Calc Allow Calc Allow 2 -0.01 0.83 0.01 0.83 ullG0405A Girt Design Report (Level= 4; Span= 4) 8/24/11 11:17am LEVEL # 4 ; SPAN # 4 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight out In 2 08z060 3.54 3 08z060 2.88 18.0000 5.07 0 10.4 1.00 0.70 18.0000 5.07 0 8.5 1.00 0.70 Page 14 18.9 BWB A139 EwDes-R.Out WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.11 -0.17 0.00 -0.08 1.40 0.10 3 0.15 -0.08 0.10 -0.04 1.90 0.00 STRESS /DEFLECTION: Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -0.17 2.56 0.07 RS 0.10 5.13 0.02 RS 0.07 0.00 3 LS 0.15 2.56 0.06 LS 0.10 5.13 0.02 LS 0.06 0.00 UNBRACE LENGTHS Bay Moral/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 2 3.5 0.0 0.0 0.0 0.0 0.8 1.00 1.00 1.00 1.00 1.77 1.00 1.00 1.00 1.00 0.00 3 2.9 0.9 0.9 0.0 0.0 0.0 1.83 1.83 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.12 0.18 0.00 0.08 1.40 -0.11 3 -0.16 0.08 -0.11 0.04 1.90 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc UC Calc Allow 2 RS 0.18 2.56 0.07 RS -0.11 5.13 0.02 RS 0.08 0.00 3 LS -0.16 2.56 0.06 Ls -0.11 5.13 0.02 LS 0.07 0.00 UNBRACE LENGTHS Bay Minor Cb Page 15 BWB Moml/Mom2 Id Major LS LL RL RS A140 EwDes-R.Out MS RL RS LS LL MS RL RS LS LL MS 2 3.5 2.8 2.8 2.8 2.8 0.0 1.00 1.00 3 2.9 0.0 0.0 2.0 2.0 2.0 1.00 1.00 DEFLECTION: (Working Load) span wind_Pressure Id calc Allow 2 3 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 wi nd_suction Sei s_Pressure seis_sucti on talc Allow Calc Allow Calc Allow 0.00 0.47 0.00 0.47 0.00 0.38 0.00 0.38 u11G0405A Girt Design Report (Level= 4; Span= 5) 8/24/11 11:17am LEVEL # 4 ; SPAN # 5 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part width Left Right Girt Load No. Locate width Brace 3 08z060 13.38 1.25 18.0000 5.07 4 08z060 12.46 1.25 18.0000 5.07 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Left Right Lap Lap Right Sup 3 0.40 -0.55 -0.64 4 0.62 0.52 -0.36 STRESS /DEFLECTION: Span Shear(k ) Id Loc calc Allow UC 3 RL -0.55 2.56 0.21 4 LL 0.52 2.56 0.20 Available Reduction Girt Factor Weight out In 0 43.1 1.00 0.70 0 40.4 1.00 0.70 83.6 Moment(f-k ) Left Left Mid -Span Right Right sup Lap Mom Loc Lap Sup 0.00 -1.02 5.12 0.89 1.64 1.64 0.92 -0.81 7.91 0.00 Moment(f-k )---- Mom+shr Loc Calc Allow UC Loc UC Calc Allow Deflection(in) MS -1.02 5.13 0.20 RL 0.28 -0.10 LL 0.92 5.13 0.18 LL 0.27 -0.06 Page 16 BWB UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS Minor 3 13.4 0.00 0.54 4 12.5 1.00 1.00 WIND SUCTION : EwDes-R.Out cb A141 RL RS LS LL MS RL RS LS LL MS 0.0 0.0 0.0 1.9 1.3 2.1 0.0 0.0 GIRT ANALYSIS: Shear(k ) Bay Left Left Right Id Sup Lap Lap 3 -0.44 0.60 4 -0.68 -0.57 STRESS /DEFLECTION: Span Shear(k ) Id Loc Calc Allow 1.3 1.00 1.00 1.00 1.74 1.23 1.00 1.00 1.00 0.0 1.22 1.76 1.00 1.00 1.00 0.57 0.00 1.00 Right Left Left Sup Sup Lap Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.71 0.00 1.12 5.12 -0.98 -1.80 0.40 -1.80 -1.01 0.89 7.85 0.00 Moment(f-k )---- Mom+Shr UC Loc Calc Allow UC Loc UC talc Allow Deflection(in) 3 RL 0.60 2.56 0.23 MS 1.12 3.59 0.31 RL 0.30 0.11 4 LL -0.57 2.56 0.22 MS 0.89 3.66 0.24 LL 0.30 0.07 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL RL RS 3 13.4 10.2 10.2 1.00 1.00 4 12.5 0.0 0.0 1.00 1.00 Minor cb MS RL RS LS LL MS RL RS LS LL MS 10.2 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 9.0 9.0 9.0 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Wind_Pressure Id Calc Allow Wi nd_Suction Seis_Pressure Seis_Suction Calc Allow Calc Allow Calc Allow 3 -0.08 1.78 0.08 1.78 4 -0.05 1.66 0.05 1.66 U11G0405A Girt Design Report (Level= 4; Span= 6) 8/24/11 11:17am Page 17 BWB Al42 Ew0es-R.Out LEVEL # 4 ; SPAN # 6 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace Weight Out In 4 082060 3.79 18.0000 5.07 0 11.2 1.00 0.61 11.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.15 -0.15 0.00 -0.14 1.90 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.15 2.56 0.06 MS -0.14 5.13 0.03 RL 0.04 0.00 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 3.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.20 0.20 0.00 0.19 1.90 0.00 STRESS /DEFLECTION: Page 18 BWB A143 EwDes-R.Out Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS -0.20 2.56 0.08 MS 0.19 4.88 0.04 LL 0.05 0.00 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 3.8 3.8 3.8 3.8 3.8 3.8 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span wind_Pressure Wind_suction seis_Pressure Seis_Suction Id talc Allow talc Allow Calc Allow Calc Allow 4 0.00 0.51 0.00 0.51 U11G0405A Girt Design Report (Level= 5; Span= 1) 8/24/11 11:17am LEVEL # 5 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 1 082060 19.17 1.25 23.0833 5.08 0 60.2 1.00 0.70 2 082060 20.00 1.25 1.25 23.0833 5.08 0 66.4 1.00 0.70 3 082060 20.00 1.25 1.25 23.0833 5.08 0 66.4 1.00 0.70 4 082060 19.17 1.25 23.0833 5.08 0 60.2 1.00 0.70 253.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.59 -0.82 -0.92 0.00 -2.19 7.48 2.08 3.16 2 0.82 0.73 -0.64 -0.74 3.16 2.19 -1.18 10.53 1.47 2.33 3 0.74 0.64 -0.73 -0.82 2.33 1.47 -1.18 9.47 2.19 3.16 4 0.92 0.82 -0.59 3.16 2.08 -2.19 11.69 0.00 Page 19 BWB A144 EWDes-R.Out STRESS /DEFLECTION: span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc calc Allow UC Loc talc Allow uC Loc UC Calc Allow 1 RL -0.82 2.56 0.32 MS -2.19 5.13 0.43 RL 0.52 -0.46 2 LL 0.73 2.56 0.28 LL 2.19 5.13 0.43 LL 0.51 -0.18 3 RL -0.73 2.56 0.28 RL 2.19 5.13 0.43 RL 0.51 -0.18 4 LL 0.82 2.56 0.32 MS -2.19 5.13 0.43 LL 0.52 -0.46 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 19.2 0.0 0.0 0.0 3.0 1.3 1.00 1.00 1.00 1.75 1.16 1.00 1.00 1.00 0.00 0.66 2 20.0 1.3 3.8 0.0 2.7 1.3 1.14 1.80 1.00 1.77 1.18 0.69 0.00 1.00 0.00 0.63 3 20.0 1.3 2.7 0.0 3.8 1.3 1.18 1.77 1.00 1.80 1.14 0.63 0.00 1.00 0.00 0.69 4 19.2 1.3 3.0 0.0 0.0 0.0 1.16 1.75 1.00 1.00 1.00 0.66 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap sup sup Lap Mom Loc Lap sup 1 -0.75 0.93 1.04 0.00 2.65 7.25 -2.37 -3.60 2 -0.91 -0.81 0.70 0.80 -3.60 -2.52 1.27 10.64 -1.56 -2.50 3 -0.80 -0.70 0.81 0.91 -2.50 -1.56 1.27 9.36 -2.52 -3.60 4 -1.04 -0.93 0.75 -3.60 -2.37 2.65 11.91 0.00 STRESS /DEFLECTION: span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc uC calc Allow 1 RL 0.93 2.56 0.36 Ms 2.65 3.59 0.74 RL 0.59 0.55 2 LL -0.81 2.56 0.31 LL -2.52 5.13 0.49 LL 0.58 0.19 3 RL 0.81 2.56 0.31 RL -2.52 5.13 0.49 RL 0.58 0.19 4 LL -0.93 2.56 0.36 MS 2.65 3.59 0.74 LL 0.59 0.55 UNBRACE LENGTHS Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS Page 20 BWB RL RS EwDes-R.Out A145 1 19.2 14.9 14.9 14.9 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 20.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 20.0 0.0 0.0 10.9 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 19.2 0.0 0.0 14.9 14.9 14.9 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (working Load) Span wind_Pressure Wind_suction seis_Pressure Seis_suction Id Calc Allow talc Allow Calc Allow Calc Allow 1 -0.34 2.56 0.41 2.56 2 -0.14 2.67 0.14 2.67 3 -0.14 2.67 0.14 2.67 4 -0.34 2.56 0.41 2.56 U11G0405A Girt Design Report (Level= 6; Span= 1) 8/24/11 11:17am LEVEL # 6 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor id Part width Left Right Locate width Brace weight out In 1 08z060 19.17 1.25 28.1667 4.04 0 60.2 1.00 0.70 2 08z060 20.00 1.25 1.25 28.1667 4.83 0 66.4 1.00 0.70 3 08z060 20.00 1.25 1.25 28.1667 4.83 0 66.4 1.00 0.70 4 08z060 19.17 1.25 28.1667 4.04 0 60.2 1.00 0.70 253.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.46 -0.66 -0.74 0.00 -1.67 7.33 1.82 2.69 2 0.76 0.67 -0.64 -0.73 2.69 1.80 -1.19 10.21 1.52 2.38 3 0.73 0.64 -0.67 -0.76 2.38 1.52 -1.19 9.79 1.80 2.69 4 0.74 0.66 -0.46 2.69 1.82 -1.67 11.84 0.00 STRESS /DEFLECTION: Page 21 BWB A146 EwDes-R.Out Span shear(k ) Moment(f-k )---- Mom+shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc uC calc Allow 1 RL -0.66 2.56 0.26 RL 1.82 5.13 0.35 RL 0.44 -0.33 2 LL 0.67 2.56 0.26 LL 1.80 5.13 0.35 LL 0.44 -0.20 3 RL -0.67 2.56 0.26 RL 1.80 5.13 0.35 RL 0.44 -0.20 4 LL 0.66 2.56 0.26 LL 1.82 5.13 0.35 LL 0.44 -0.33 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor cb 1 19.2 0.0 0.0 0.0 3.3 1.3 1.00 1.00 1.00 1.76 1.15 1.00 1.00 1.00 0.00 0.68 2 20.0 1.3 3.3 0.0 2.9 1.3 1.16 1.78 1.00 1.77 1.17 0.67 0.00 1.00 0.00 0.64 3 20.0 1.3 2.9 0.0 3.3 1.3 1.17 1.77 1.00 1.78 1.16 0.64 0.00 1.00 0.00 0.67 4 19.2 1.3 3.3 0.0 0.0 0.0 1.15 1.76 1.00 1.00 1.00 0.68 0.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.58 0.75 0.83 0.00 2.04 7.11 -2.07 -3.06 2 -0.84 -0.74 0.69 0.79 -3.06 -2.07 1.28 10.31 -1.63 -2.56 3 -0.79 -0.69 0.74 0.84 -2.56 -1.63 1.28 9.69 -2.07 -3.06 4 -0.83 -0.75 0.58 -3.06 -2.07 2.04 12.06 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow uC Loc calc Allow UC Loc UC Calc Allow 1 RL 0.75 2.56 0.29 Ms 2.04 3.59 0.57 RL 0.50 0.41 2 LL -0.74 2.56 0.29 LL -2.07 5.13 0.40 LL 0.50 0.21 3 RL 0.74 2.56 0.29 RL -2.07 5.13 0.40 RL 0.50 0.21 4 LL -0.75 2.56 0.29 MS 2.04 3.59 0.57 LL 0.50 0.41 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb Page 22 BWB A147 EwDes-R.Out 1 19.2 14.6 14.6 14.6 0.0 0.0 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 20.0 0.0 0.0 11.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 20.0 0.0 0.0 11.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 19.2 0.0 0.0 14.6 14.6 14.6 1.00 1.00 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) span wind_Pressure wind_suction seis_Pressure Seis_suction Id calc Allow Calc Allow talc Allow Calc Allow 1 -0.25 2.56 0.31 2.56 2 -0.15 2.67 0.16 2.67 3 -0.15 2.67 0.16 2.67 4 -0.25 2.56 0.31 2.56 U11G0405A Girt Design Report (Level= 7; Span= 1) 8/24/11 11:17am LEVEL # 7 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part width Left Right Locate width Brace weight out In 1 082060 19.17 31.1670 3.74 0 56.5 1.00 0.61 56.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.55 -0.55 0.00 -2.65 9.58 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uc Loc UC Calc Allow 1 LS 0.55 2.56 0.22 MS -2.65 5.13 0.52 LL 0.40 -0.71 UNBRACE LENGTHS Page 23 BWB A148 EwDes-R.Out Bay Minor Cb Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 19.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.69 0.62 0.00 3.07 10.04 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc calc Allow uC Loc uC Calc Allow 1 LS -0.69 2.56 0.27 MS 3.07 3.14 0.98 LL 0.48 0.83 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 1 19.2 19.2 19.2 19.2 19.2 19.2 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Wind_Pressure wind_Suction Seis_Pressure Seis_Suction Id calc Allow Calc Allow talc Allow calc Allow 1 -0.53 2.56 0.62 2.56 U11G0405A Girt Design Report (Level= 7; Span= 2) 8/24/11 11:17am GIRT LAYOUT: Bay Girt LEVEL # 7 ; SPAN # 2 Available Reduction Bay --Lap(ft)-- Girt Load No. Girt Factor Page 24 BWB A149 EwDes-R.Out Id Part Width Left Right Locate width Brace weight Out In 4 082060 19.17 31.1670 3.74 0 56.5 1.00 0.61 56.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.55 -0.55 0.00 -2.65 9.58 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.55 2.56 0.22 MS -2.65 5.13 0.52 LL 0.40 -0.71 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS Minor Cb 4 19.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.62 0.69 0.00 3.07 9.13 0.00 STRESS /DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 0.69 2.56 0.27 MS 3.07 3.14 0.98 RL 0.48 0.83 UNBRACE LENGTHS Page 25 BWB Bay Minor Moml/Mom2 Id Major LS LL MS RL RL RS EwDes-R.Out cb A150 RS LS LL MS RL RS LS LL MS 4 19.2 19.2 19.2 19.2 19.2 19.2 1.00 1.00 DEFLECTION: (working Load) Span Id 4 wind_Pressure Calc Allow -0.53 2.56 1.13 1.13 1.13 1.13 1.13 1.00 1.00 1.00 wind_Suction seis_Pressure Calc Allow talc Allow 0.62 2.56 Seis Suction Calc Allow U11G0405A Girt Design Report (Level= 8; Span= 1) 8/24/11 11:17am LEVEL # 8 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay --Lap(ft)-- Id Part width Left Right 2 08z060 20.00 3 08z060 20.00 1.25 WIND PRESSURE : GIRT ANALYSIS: Bay Left Id Sup 1.25 shear(k ) Left Right Right Lap Lap Sup 2 0.53 -0.79 -0.88 3 0.88 0.79 -0.53 STRESS /DEFLECTION: Span shear(k ) Id Loc calc Allow UC Loc Girt Load No. Locate width Brace 32.7500 4.57 0 32.7500 4.57 0 Left Left Sup Lap Available Reduction Girt Factor Weight out In 62.7 1.00 0.70 62.7 1.00 0.70 125.4 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 0.00 -1.98 7.50 2.48 3.52 3.52 2.48 -1.98 12.50 0.00 Moment(f-k )---- Mom+Shr Deflection(in) Calc Allow uC Loc UC calc Allow 2 RL -0.79 2.56 0.31 RL 3 LL 0.79 2.56 0.31 LL UNBRACE LENGTHS 2.48 5.13 0.48 RL 0.57 -0.41 2.48 5.13 0.48 LL 0.57 -0.41 Page 26 BWB Bay Minor Moral/Mom2 Id Major LS LL MS RL RS 2 20.0 0.0 0.0 0.00 0.70 3 20.0 1.3 3.7 1.00 1.00 WIND SUCTION : EwDes-R.Out Cb A151 RL RS LS LL MS RL RS LS LL MS 0.0 3.8 1.3 1.00 1.00 1.00 1.77 1.14 1.00 1.00 1.00 0.0 0.0 0.0 1.14 1.77 1.00 1.00 1.00 0.70 0.00 1.00 GIRT ANALYSIS: Bay Left Id Sup Shear(k ) Left Right Lap Lap 2 -0.58 3 -0.97 -0.87 0.87 STRESS /DEFLECTION: Span Shear(k ) Id Loc Calc Allow Right Left Left Sup Sup Lap 0.97 0.00 0.58 -3.87 -2.72 Moment(f-k ) Mid -Span Right Right Mom Loc Lap Sup 2.17 7.50 -2.72 -3.87 2.17 12.50 0.00 Moment(f-k )---- Mom+Shr UC Loc Calc Allow UC Loc UC Calc Allow Deflection(in) 2 RL 0.87 2.56 0.34 MS 2.17 3.59 0.61 RL 0.63 0.45 3 LL -0.87 2.56 0.34 MS 2.17 3.59 0.61 LL 0.63 0.45 UNBRACE LENGTHS Bay Moml/Mom2 Id Major LS LL MS RL RS Minor Cb RL RS LS LL MS RL RS LS LL MS 2 20.0 15.0 15.0 15.0 0.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 20.0 0.0 0.0 15.0 15.0 15.0 1.00 1.00 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: (Working Load) Span Wind_Pressure Id Calc Allow wi nd_Suction Seis_Pressure Seis_Suction Calc Allow Calc Allow Calc Allow 2 -0.31 2.67 0.34 2.67 3 -0.31 2.67 0.34 2.67 U11G0405A Door Jamb & Header Summary 8/24/11 11:17am JAMB/HEADER LAYOUT: Page 27 BWB EwDes-R.Out Bay Member Member Member Member Id Id Size Length Weight 1 Jamb -L F08C060 7.50 22.1 Jamb -R F08c060 7.50 22.1 Header F08c060 3.00 8.9 Sill F08C060 3.00 8.9 1 Jamb -L F08C060 10.15 29.9 Jamb -R F08c060 10.15 29.9 Header F08c060 3.00 8.9 sill F08c060 3.00 8.9 1 Jamb -L F08C060 10.15 29.9 Jamb -R F08C060 10.15 29.9 Header F08C060 3.00 8.9 Sill F08C060 3.00 8.9 2 Jamb -L F08C060 10.15 29.9 Jamb -R F08C060 10.15 29.9 Header F08c060 3.00 8.9 sill F08c060 3.00 8.9 2 Jamb -L F08c060 7.50 22.1 Jamb -R F08C060 7.50 22.1 Header F08C060 3.00 8.9 Sill F08C060 3.00 8.9 2 Jamb -L F08C060 10.15 29.9 Jamb -R F08C060 10.15 29.9 Header F08C060 3.00 8.9 Sill F08C060 3.00 8.9 3 Jamb -L F08C060 10.15 29.9 Jamb -R F08C060 10.15 29.9 Header F08C060 3.00 8.9 Sill F08C060 3.00 8.9 4 Jamb -L F08C060 7.50 22.1 Jamb -R F08C060 7.50 22.1 Header F08C060 3.00 8.9 Sill F08C060 3.00 8.9 4 Jamb -L F08C060 15.58 46.0 Jamb -R F08c060 15.58 46.0 Header F08c060 3.35 9.9 Sill F08C060 3.35 9.9 4 Jamb -L F08c060 7.50 22.1 Jamb -R F08c060 7.50 22.1 4 Jamb -L F08c060 10.15 29.9 Jamb -R F08C060 10.15 29.9 Header F08C060 3.00 8.9 Sill F08C060 3.00 8.9 STRENGTH/DEFLECTION: Bay Member Ld----Shear(k )-------Moment(f-k )-- Mom+ Deflect(in) Id Id Id calc vn/sf uc calc Mn/sf UC Shear calc Allow 1 Jamb -L WP -0.21 2.56 0.08 -0.39 4.80 0.08 0.07 0.01 1.00 ws 0.28 2.56 0.11 0.52 4.80 0.11 0.10 0.02 1.00 Jamb -R wP -0.46 2.56 0.18 -0.86 4.80 0.18 0.16 0.03 1.00 ws 0.61 2.56 0.24 1.15 4.80 0.24 0.22 0.04 1.00 Header WP -0.05 2.56 0.02 -0.04 4.80 0.01 0.00 0.00 0.40 WS 0.07 2.56 0.03 0.05 4.80 0.01 0.00 0.00 0.40 Sill WP -0.08 2.56 0.03 -0.06 4.80 0.01 0.00 0.00 0.40 ws 0.11 2.56 0.04 0.08 4.80 0.02 0.02 0.00 0.40 1 Jamb -L WP -0.38 2.56 0.15 -0.96 4.80 0.20 0.17 0.05 1.35 ws 0.50 2.56 0.19 1.26 4.62 0.27 0.22 0.07 1.35 Jamb -R wP -0.27 2.56 0.11 -0.69 4.80 0.14 0.12 0.04 1.35 ws 0.30 2.56 0.12 0.75 4.62 0.16 0.13 0.04 1.35 Header wP -0.09 2.56 0.03 -0.07 4.80 0.01 0.02 0.00 0.40 Page 28 A152 BWB Sill 1 Jamb -L Jamb -R Header Sill 2 Jamb -L Jamb -R Header Sill 2 Jamb -L Jamb -R Header sill 2 Jamb -L Jamb -R Header Sill 3 Jamb -L Jamb -R Header 5i11 4 Jamb -L Jamb -R Header sill 4 lamb -L Jamb -R Header Sill 4 Jamb -L Jamb -R WS WP WS WP ws WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP Ws WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP Ws WP W5 WP WS WP WS WP WS WP WS WP WS EwDeS-R.Out 0.11 2.56 0.04 0.08 4.80 0.02 - 0.08 2.56 0.03 -0.06 4.80 0.01 0.09 2.56 0.04 0.07 4.80 0.01 -0.27 2.56 0.11 -0.69 4.80 0.14 0.30 2.56 0.12 0.75 4.62 0.16 - 0.25 2.56 0.10 -0.64 4.80 0.13 0.28 2.56 0.11 0.70 4.62 0.15 -0.09 2.56 0.03 -0.07 4.80 0.01 0.10 2.56 0.04 0.07 4.80 0.02 - 0.08 2.56 0.03 -0.06 4.80 0.01 0.08 2.56 0.03 0.06 4.80 0.01 - 0.24 2.56 0.09 -0.60 4.80 0.13 0.26 2.56 0.10 0.66 4.62 0.14 - 0.39 2.56 0.15 -0.99 4.80 0.21 0.43 2.56 0.17 1.09 4.62 0.24 -0.09 2.56 0.03 -0.07 4.80 0.01 0.10 2.56 0.04 0.07 4.80 0.02 -0.08 2.56 0.03 -0.06 4.80 0.01 0.08 2.56 0.03 0.06 4.80 0.01 - 0.18 2.56 0.07 -0.33 4.80 0.07 0.19 2.56 0.08 0.36 4.80 0.08 - 0.49 2.56 0.19 -0.92 4.80 0.19 0.54 2.56 0.21 1.00 4.80 0.21 - 0.05 2.56 0.02 -0.04 4.80 0.01 0.06 2.56 0.02 0.04 4.80 0.01 - 0.08 2.56 0.03 -0.06 4.80 0.01 0.09 2.56 0.03 0.07 4.80 0.01 - 0.39 2.56 0.15 -0.99 4.80 0.21 0.43 2.56 0.17 1.09 4.62 0.24 - 0.27 2.56 0.11 -0.69 4.80 0.14 0.30 2.56 0.12 0.75 4.62 0.16 - 0.09 2.56 0.03 -0.07 4.80 0.01 0.10 2.56 0.04 0.07 4.80 0.02 -0.08 2.56 0.03 -0.06 4.80 0.01 0.08 2.56 0.03 0.06 4.80 0.01 - 0.24 2.56 0.10 -0.62 4.80 0.13 0.27 2.56 0.10 0.68 4.62 0.15 - 0.65 2.56 0.26 -1.66 4.80 0.35 0.72 2.56 0.28 1.82 4.62 0.39 - 0.09 2.56 0.03 -0.07 4.80 0.01 0.10 2.56 0.04 0.07 4.80 0.02 - 0.08 2.56 0.03 -0.06 4.80 0.01 0.08 2.56 0.03 0.06 4.80 0.01 - 0.07 2.56 0.03 -0.07 4.80 0.01 0.08 2.56 0.03 0.08 4.80 0.02 -0.31 2.56 0.12 -0.59 4.80 0.12 0.34 2.56 0.13 0.64 4.80 0.13 -0.05 2.56 0.02 -0.04 4.80 0.01 0.06 2.56 0.02 0.04 4.80 0.01 - 0.08 2.56 0.03 -0.06 4.80 0.01 0.09 2.56 0.03 0.07 4.80 0.01 - 0.34 2.56 0.13 -1.33 4.80 0.28 0.37 2.56 0.15 1.46 4.62 0.32 - 1.06 2.56 0.41 -4.13 4.80 0.86 1.16 2.56 0.45 4.53 4.62 0.98 - 0.14 2.56 0.05 -0.11 4.80 0.02 0.15 2.56 0.06 0.13 4.80 0.03 - 0.16 2.56 0.06 -0.13 4.80 0.03 0.17 2.56 0.07 0.14 4.80 0.03 - 0.32 2.56 0.13 -0.61 4.80 0.13 0.43 2.56 0.17 0.81 4.80 0.17 - 0.22 2.56 0.09 -0.42 4.80 0.09 0.30 2.56 0.12 0.56 4.80 0.12 Page 29 0.02 0.00 0.02 0.12 0.13 0.11 0.12 0.02 0.02 0.00 0.00 0.10 0.12 0.17 0.19 0.02 0.02 0.00 0.00 0.06 0.07 0.17 0.19 0.00 0.00 0.00 0.02 0.17 0.19 0.12 0.13 0.02 0.02 0.00 0.00 0.11 0.12 0.29 0.32 0.02 0.02 0.00 0.00 0.02 0.02 0.11 0.12 0.00 0.00 0.00 0.02 0.22 0.24 0.68 0.74 0.03 0.04 0.04 0.04 0.11 0.15 0.08 0.10 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.00 0.00 0.00 0.00 0.03 0.04 0.06 0.06 0.00 0.00 0.00 0.00 0.01 0.01 0.03 0.03 0.00 0.00 0.00 0.00 0.06 0.06 0.04 0.04 0.00 0.00 0.00 0.00 0.03 0.04 0.09 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 0.00 0.00 0.18 0.19 0.55 0.60 0.00 0.00 0.00 0.00 0.02 0.02 0.01 0.02 0.40 0.40 0.40 1.35 1.35 1.35 1.35 0.40 0.40 0.40 0.40 1.35 1.35 1.35 1.35 0.40 0.40 0.40 0.40 1.00 1.00 1.00 1.00 0.40 0.40 0.40 0.40 1.35 1.35 1.35 1.35 0.40 0.40 0.40 0.40 1.35 1.35 1.35 1.35 0.40 0.40 0.40 0.40 0.53 0.53 1.00 1.00 0.40 0.40 0.40 0.40 2.08 2.08 2.08 2.08 0.45 0.45 0.45 0.45 1.00 1.00 1.00 1.00 A153 BWB 4 Jamb -L Jamb -R Header Sill WP WS WP WS WP WS WP WS EwDes-R.Out - 0.40 2.56 0.15 -1.01 4.80 0.21 0.53 2.56 0.21 1.35 4.62 0.29 - 0.28 2.56 0.11 -0.71 4.80 0.15 0.37 2.56 0.15 0.95 4.62 0.21 - 0.09 2.56 0.03 -0.07 4.80 0.01 0.12 2.56 0.05 0.09 4.80 0.02 - 0.08 2.56 0.03 -0.06 4.80 0.01 0.10 2.56 0.04 0.08 4.80 0.02 0.18 0.06 1.35 0.23 0.08 1.35 0.12 0.04 1.35 0.17 0.05 1.35 0.02 0.00 0.40 0.03 0.00 0.40 0.00 0.00 0.40 0.02 0.00 0.40 A154 U11G0405A wall Panel Report 8/24/11 11:17am PANEL DATA: Bay Part 1 ci6-50 Type Gage CW 26.00 50.0 Rotation Panel Yield stiffness Height MOMENTS & DEFLECTION: Span Span Id (ft) 1 4.00 2 3.50 3 5.44 4 5.06 5 5.08 6 5.08 7 3.00 8 4.48 LD Id WP WS WP WS WP WS WP WS WP WS WP WS WP WS WP WS 0.44 35.65 Moment(ft-lb/ft) Support Midspan ---Deflect(in)-- calc Mn/sf uC Calc Mn/sf uc calc Allow uc 25.9 - 34.5 34.8 - 46.3 47.9 - 63.8 47.9 - 63.8 45.5 -60.7 45.5 - 60.7 32.0 -42.7 32.0 - 42.7 116.8 0.22 100.3 0.34 116.8 0.30 100.3 0.46 116.8 0.41 100.3 0.64 116.8 0.41 100.3 0.64 116.8 0.39 100.3 0.61 116.8 0.39 100.3 0.61 116.8 0.27 100.3 0.43 116.8 0.27 100.3 0.43 - 26.3 35.1 0.9 -1.2 - 29.4 39.2 -18.3 24.4 -19.9 26.6 -26.0 34.7 7.7 - 10.3 - 33.3 44.4 100.3 0.26 116.8 0.30 116.8 0.01 100.3 0.01 100.3 0.29 116.8 0.34 100.3 0.18 116.8 0.21 100.3 0.20 116.8 0.23 100.3 0.26 116.8 0.30 116.8 0.07 100.3 0.10 100.3 0.33 116.8 0.38 - 0.03 0.53 0.06 0.05 0.53 0.09 0.01 0.47 0.02 - 0.01 0.47 0.02 - 0.06 0.73 0.08 0.08 0.73 0.11 - 0.02 0.68 0.03 0.03 0.68 0.05 - 0.03 0.68 0.04 0.04 0.68 0.06 -0.05 0.68 0.07 0.06 0.68 0.09 0.01 0.40 0.03 - 0.02 0.40 0.04 - 0.05 0.60 0.09 0.07 0.60 0.12 u11G0405A Screw Report 8/24/11 11:17am BASE SCREW CHECK: Wall Base Id Length 1 Screw Dia Space Shear Part (in) (ft) (k ) 0.00 H1040 0.22 1.00 2.00 Force/Screw Wind Seis (k ) (k ) shear Limit Max (k ) uc 0.000 0.000 0.224 0.00 U11G0405A Design warning Report 8/24/11 11:17am .. No warnings Page 30 BWB N Q BROOKS BLACKMER ENGINEER JOB NAME: BAYOU WELL SERVICE WAREHOUSE U11G0405A JOB NUMBE 0 0 0 0 Z 0 gJ1 LL ccuQ.� Oa ai II 11 II • 2 F 00 ▪ a 0 W a • 2 Z • W O O 2 J 0- re0- 11 11 11 11 11 F Z W D O (7 O J W • OV O LL ] O W 2 2 laCC O a 1- 1- 1- co o m a MOMENT: END REACTION: DISTANCE FROM LEFT: COLUMN HEIGHT: COLUMN LENGTH: Y Y Y CO Y ro a m a co N N N N N LLLLLLLLM- Y Y Y Y Y I' 0 v 0 M tt1 M n n N O N V N LL LL LL LL LL Y Y Y CD M M CCOO N- O O O O O LL LL LL LL o o 0 0 0 o o 0 0 0 O 0 0 0 0 N N N F F F F F LLLLLLLLU n N 0 CO I,- “? N M o en. N V c') V N c] c7 cl CO c7 LL ▪ LL LL LL LLLL (nO M 0 CN N M ni M CNO MM LLLLLLLLLL O o o 0 0 0 o 0 o o • o 0 0 0 N V (O CO ✓ N CO V N NBP Light Gage Analysis - WIN32 Version 01.18 01/18/10 AISI Spec Year - 2007 Input File: \\Avalanche\JOBS\U1100405A\Design\G01 Summary Report for project name: BAYOU WELL SERVICE LEAN-TO SW ---Span--- Des. Des. Bic. Supp. Lt. Rt. Max. -- Max. Computed Fomes --- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. 268 PSM VaM lin) {in) (in) --P--(kip, ft) pos M neg M -T P V M 1 0.75 102105 1 Yes Top 1 2 Cant. 0.00 -0.169 0.00 0.07 0.00 -0.03 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.0 0.0 9.0 0.0 9.0 0.0 0.0 9.0 9.0 9.0 9.0 9.0 comb 2 0 2 0 2 0 0 2 2 2 2 2 2 30.58 100105 1 Yes Top 2 3 15.00 2.170 0.00 1.19 9.04 -9.41 0.00 0.00 0.11 1.01 1.01 1.01 0.70 • 177.4 0.0 0.0 189.3 177.4 0.0 0.0 367.0 177.4 177.4 177.4 177.4 Comh 2 0 1 1 2 0 0 1 2 2 2 2 Maximum Values on All Spans --------- ------------- Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. TeM 068 V6M Max. 2.170 0.00 1.19 9.04 -9.41 0.00 0.00 0.11 1.01 1.01 1.01 0.70 • 177.4 0.0 0.0 189.3 177.4 0.0 0.0 367.0 177.4 177.4 177.4 177.4 span 2 0 2 2 2 0 0 2 2 2 2 2 comb 2 0 1 1 2 0 0 1 2 2 2 2 Support Connection Codes: Support NO. 2 3 WC WC Vertical Reactions: (kips) :negative reaction for gravity loads) Load Support No. Comb. 1 2 3 1 0.00 -1.24 2 0.00 0.84 0.80 3 0.00 -0.87 4 0.00 0.59 0.56 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.12 o.0. Building Code: IBC09/ASCE 7-05 Code General Loads: Load Case Uniform Load 1psf) Load Case Name 1 12.6 Pressure Wind Load 2 -14.0 Suction Wind Load 3 14.5 Edge Suction Wind Load Linear Loads: Lo Ca Load Combinations: d Span Load start load start x end load end x e No. Type )ib/ft) (ft) (1b/ft) (ft) 1 Shear 77.50 0.00 77.50 0.75 2 Shear 77.50 0.00 77.50 30.58 1 Shear 88.90 0.00 88.90 0.75 2 Shear -85.70 2.25 -85.70 27.58 2 Shear 88.90 0.00 88.90 2.25 2 Shear 88.90 27.58 88.90 30.58 Act. All. Load Case No. Load Combination Name Fac. 1 2 1 Y 1.00 1.00 0.00 2 Y 1.00 0.00 1.00 3 Y 1.00 0.70 0.00 4 Y 1.00 0.00 0.70 Deflection Limitations Wind Pressure Wind Suction Wind Pressure Deflection Wind Suction Deflection The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 4.08" Deflection limitations were applied to combinations 3-4 Total system weight - 191.20 lbs. Total system cost - 186.70 dollars General Notes: • Ends of laps are considered as brace points. • Inflection points asidered brace points except for spans with discrete bracing. • All calculations are in accordance with the 2007 North American Specification. Purlin Production List: Purlin Section Length Pr 102105 2.00 2 102105 30.58 Material Summary: Section Weight Cost Fy 102105 191.20 186.70 55.0 A156 BWB NBP Light Gage Analysis - WIN32 Version 01.18 01/18/10 AISI Spec Year - 2007 Input File: \\Avalanche\JOBS\U11G0405A\Design\Go2 Sunwary Report for project name: BAYOU WELL SERVICE LEAN-TO EW Span--- Des. Des. Bfc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T6M PPM VEM (in) lin) (in) -8 --(kip/ ft) pasM neg_M -T 8 V M 1 1.33 080060 1 Yes Top 1 2 Cant. 0.00 0.084 0.00 0.15 0.00 -0.10 0.00 0.00 0.06 0.02 0.02 0.02 0.06 0.0 0.0 16.0 0.0 16.0 0.0 0.0 16.0 16.0 16.0 16.0 16.0 comb 1 0 2 2 2 0 0 2 2 2 2 2 2 13.67 080060 1 Yes Top 2 3 15.00 -0.275 0.00 0.61 2.02 -1.70 0.00 0.00 0.23 0.48 0.48 0.48 0.40 82.1 0.0 0.0 82.1 70.4 0.0 0.0 164.0 70.4 70.4 70.4 82.1 comb 1 0 1 1 2 0 0 1 2 2 2 1 Maximum Values on A11 Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T614 P6M V6M Max. -0.275 0.00 0.61 2.02 -1.70 0.00 0.00 0.23 0.48 0.48 0.48 0.40 82.1 0.0 0.0 82.1 70.4 0.0 0.0 164.0 70.4 70.4 70.4 82.1 span 2 0 2 2 2 0 0 2 2 2 2 2 comb 1 0 1 1 2 0 0 1 2 2 2 1 Support Connection codes: Support No. 2 3 WC WC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support NO. Comb. 1 2 3 1 0.00 -0.72 -0.60 2 0.00 0.11 0.09 3 0.00 -0.51 -0.42 4 0.00 0.08 0.07 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.12 o.c. Building Code: I8C09/A5CE 7-05 Code General Loads: Load Case Uniform Load (psfl Load Case Name 1 14.4 Pressure Wind Load 2 -15.7 Suction Wind Load 3 18.0 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (1b/ft) (ft( (lb/ft) (ft) 1 1 Shear 88.00 0.00 88.00 1.33 1 2 Shear 88.00 0.00 88.00 13.67 2 1 Shear 110.10 0.00 110.10 1.33 2 2 Shear -96.30 1.67 -96.30 10.67 2 2 Shear 110.10 0.00 110.10 1.67 2 2 Shear 110.10 10.67 110.10 13.67 Load Combinations: Act. A11. Load Case No. Load Combination Name 6 Fac. 1 2 1 Y 1.00 1.00 0.00 2 Y 1.00 0.00 1.00 3 Y 1.00 0.70 0.00 4 Y 1.00 0.00 0.70 Deflection Limitations: Wind Pressure Wind Suction Wind Pressure Deflection Wind Suction Deflection The 50 year deflection limit - L/ 90.00 The 50 year maximum deflection - 1.82" Deflection limitations were applied to combinations 3-4 Total system weight = 47.86 lbs. Total system cost = 53.80 dollars General Notes: • - Ends of laps are considered as brace points. • Inflection points asidered brace points except for spans with discrete brac • All calculations are in accordance with the 2007 North American Specification. Perlin Production List: Porlin Section Length 1 081060 2.58 2 082060 13.67 Material Summary: Section Weight Cost Fy 080060 47.86 53.80 55.0 9. A157 BWB NUCOR BUILDING SYSTEMS Job Name: Designer: NBSUT\bblackmer File: 801 BRACING PROGRAM Job Number: 01100405A Date: 8/24/2011 S T R U C T URAL G EOM E T R Y Number of Boxes: 1 Information for Box M5: Width: Left Eave Ht.: Right Eave Ht.: Girt Offset: Ridge Location: 80.00 Ft. 34.00 Ft. 34.00 Ft. 10.00 In. 40.00 Ft. Length: Left Roof Slope: Right Roof Slope Purlin Offset: 165.00 Ft. 1.00 : 12 1.00 : 12 10.00 In Main Frame Spans: 80.0000 Bay Spacing: 30.0000,3825.0000,2@30.0000 Endwall Spacing --> Left: 15.0000,2@25.0000,15.0000 Right: 4020.0000 Girt Elevations --> BSW: 4.0000,7.5000,12.5000,17.5000,22.5000,27.5000,30.7500 FSW: 4.0000,7.5000,12.5000,17.5000,22.5000,27.5000,30.7500 Purlin Spacing --> RP1: 1.3333,993.0000,3@3.7497,3.5556 RP2: 1.3333,993.0000,303.7497,3.5556 LOADING CONDITIONS Building Code & Year: IBC/ASCE 7-05 Wind Speed: Exposure Condition: Importance Factor, Iw Coastal?: Enclosure Condition: MRH Pressure: Wind Coefficients --> Load Front Case wall W5B 0.58 W5F -0.11 Wind Pressures --> To Elev. (Ft.) 37.3 Leeward 90 MPH c 1.00 No Enclosed 17.78 PSF Back Wall -0.11 0.58 Interior Zone Exterior Zone W5B W5F W58 858 (PSF) (PSF) (PSF) (PSF) 10.31 10.31 14.04 14.04 -1.96 -1.96 -4.44 -4.44 Net Pressure on Building --> Case W58 PSF 13.53 W5F -13.60 User -Applied Loads --> Load Case (ID) Load Roof/ wall (ID) Load Dir. (X, Y) Combinations --> ID ASR 1) 1.00 2) 1.00 3) 1.00 4) 1.00 5) 1.00 6) 1.00 7) 1.00 8) 1.00 9) 1.00 10) 1.00 Name Load Magnitude (Kips) Frame Line (ID) W5B+D&C+UPL 0.75856+060+0.75LIV+0.75UPL W5F+D&C+UPL 0.75858+060+0.75LIV+0.75UPL 0.70EQB+1.05D&C 0.52EQB+1.040&C+0.75LIV 0.70EQF+1.050&C 0.52EQF+1.04D&C+0.75LIV D&C+LIV+0.57NLB D&C+LIV+-0.57NLB Roof Grid (ID) 1996 MBMA Occupancy Cat Sds/Shc: Seismic 5s / S1: Design Category: R Factor: Roof Snow: Seismic Dead Weight: Total Seismic Wt, W: Roof Seismic Factor: rho/omega: Wall Elevation Description (Ft.) 2 0.340 / 0.115 0.333 / 0.072 3.0 40.60 PSF 12.08 PSF 23.79 PSF 0.078 1.00 / 1.00 A158 BWB NUCOR. BUILDING SYSTEMS Building: 801 Job N: U11G0405A Page: By NBSUT\bblackmer Date: 8/24/2011 ^^^ BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION "" BRACES Memb. Frame Grid/ Mat. Member Load Axial Axial Min ID Lines Top Elev. Orient. code desc. comb. (k) Allowed tw B1 2-3 A -B / RB5 5/8 ROD B2 2-3 A -B \ RB5 5/8 ROD B3 2-3 B-0 / RB5 5/8 ROD B4 2-3 13-0 \ RB5 5/8 ROD 85 2-3 D -E / RB5 5/8 ROD 86 2-3 D -E \ RB5 5/8 ROD 87 2-3 E -G / RB5 5/8 R00 138 2-3 E -G \ RB5 5/8 ROD B9 6-7 A -B / RB5 5/8 ROD 810 6-7 A -B \ RB5 5/8 R00 B11 6-7 B -D / RB5 5/8 ROD B12 6-7 B -D \ RB5 5/8 ROD 813 6-7 0-E / RB5 5/8 ROD B14 6-7 0-E \ RB5 5/8 ROD 815 6-7 E-0 / RB5 5/8 ROD 816 6-7 E-0 \ RB5 5/8 80D 4.90 7.34 0.086 5.07 7.34 0.089 1.96 7.34 0.046 1.95 7.34 0.046 1.73 7.34 0.036 1.70 7.34 0.035 4.91 7.34 0.105 4.78 7.34 0.102 4.60 7.34 0.073 4.43 7.34 0.071 2.07 7.34 0.044 1.93 7.34 0.041 1.30 7.34 0.025 1.37 7.34 0.025 4.44 7.34 0.084 4.57 7.34 0.086 X -Bracing with clevis connections must be verified for lower axial capacities. See EDM Section 13.3.2 for allowable strengths and minimum web thicknesses. STRUTS Memb. Frame Grid/ Mat. Member Load Axial Axial ID Lines Elev. code desc. comb. (k) Allowed 511 1-2 SIR 1-2 S2R 1-2 S3L 1-2 S3R 1-2 546 1-2 54R 1-2 558 1-2 S6L 2-3 S6R 2-3 S78 2-3 S8L 2-3 S8R 2-3 591. 2-3 S9R 2-3 S10R 2-3 5111. 3-4 5118 3-4 512R 3-4 513L 3-4 5138 3-4 5146 3-4 5148 3-4 515R 3-4 S16L 4-5 S16R 4-5 517R 4-5 5186 4-5 5188 4-5 S19L 4-5 S19R 4-5 520R 4-5 5216 5-6 521R 5-6 522R 5-6 523L 5-6 5238 5-6 5246 5-6 5248 5-6 525R 5-6 526L 6-7 526R 6-7 527R 6-7 S28L 6-7 528R 6-7 S29L 6-7 529R 6-7 530R 6-7 S31 1-2 S32 3-4 S33 4-5 S34 5-6 535 1-2 536 3-4 537 4-5 538 5-6 - 0.25 PUR 2.74 PUR 0.73 PUR - 1.33 PUR 1.33 PUR - 0.73 PUR 2.26 PUR 0.25 PUR -0.25 PUR 2.74 PUR 0.73 PUR - 1.33 PUR 1.33 PUR -0.73 PUR 2.26 PUR 0.25 PUR - 0.25 PUR 2.74 PUR 0.73 PUR -1.33 PUR 1.33 PUR - 0.73 PUR 2.26 POR 0.25 POR - 0.25 POR 2.74 POR 0.73 PUR - 1.33 PUR 1.33 PUR - 0.73 PUR 2.26 PUR 0.25 PUR -0.25 PUR 2.74 PUR 0.73 PUR -1.33 PUR 1.33 PUR -0.73 PUR 2.26 PUR 0.25 PUR -0.25 PUR 2.74 PUR 0.73 PUR -1.33 PUR 1.33 PUR - 0.73 PUR 2.26 PUR 0.25 PUR 0.00 10E7582 EaveStrut 0.00 10E7582 EaveStrut 0.00 10E7582 EaveStrut 0.00 10E7582 EaveStrut 0.00 10E7582 Eavestrut 0.00 10E7582 EaveStrut 0.00 10E7582 EaveStrut 0.00 10E7582 EaveStrut - 3.37 -0.30 - 0.35 - 2.39 - 2.39 0.44 0.13 - 2.86 - 4.65 -0.41 -0.74 - 2.36 - 2.36 -2.23 - 0.69 - 2.35 -1.17 -0.07 -1.14 - 0.99 - 0.99 - 1.17 -0.36 -1.85 - 1.29 -0.05 - 1.55 - 0.97 -0.97 - 1.11 -0.35 -1.37 -1.41 - 0.03 - 1.96 -0.95 - 0.95 - 1.07 - 0.34 - 0.90 - 3.03 -0.31 -2.39 - 1.99 -1.99 - 3.64 - 1.18 - 0.45 - 1.81 6.30 - 0.74 6.30 - 0.73 6.30 - 0.78 6.30 -1.89 6.30 -1.01 6.30 - 0.99 6.30 -0.97 6.30 PORTAL FRAMES Memb. Frame Grid Material Height Load Horii. --- Uplift --- ID Lines code comb. Load Allow Delta )k) Allow A159 BWB PF1 2-3 A PF32.5W32H30K34.00 5 -4.96 30.00 0.95 7.49 40.90 PF2 6-7 A PF32.5W32H30K34.00 3 4.92 30.00 0.95 6.03 40.90 PF3 6-7 G PF32.5W32H30K34.00 3 4.90 30.00 0.95 6.02 40.90 PF4 2-3 G PF32.5W32H30K34.00 5 -4.93 30.00 0.94 7.45 40.90 COST & WEIGHT SUMMARY IN DOLLARS 6 LBS Cables Rods Angles Pipe Purlin Portals Total Struts Struts COST 0 290 0 0 0 24884 25174 WEIGHT 0 513 0 0 0 32316 32829 SECOND ORDER ANALYSIS Automatically Select 2nd Order Method Load Combination Sum Yi Sum H Delta B2 1 WSB+D&C+BPL 2 0.75W5B+D&C+0 .75LIV+0.75UPL 3 W5F+D&C+BPL 4 0.75W5F+D&C+0.75LIV+0.75UPL 5 0.70EQB+1.050&C 6 0.52EQB+1.04D&C+0.75LIV 7 0.70EQF+1.05D&C 8 0.52EQF+1.04D&C+0.75LIV 9 D&C+LIV+0.57NLB 10 D00+LIV-0.57NLB - 30.1 19.30 1.255 1.01 - 248.6 14.47 0.941 1.08 - 30.1 -19.40 1.260 1.01 - 248.6 -14.55 0.945 1.08 -117.5 18.90 1.273 1.04 -314.2 14.18 0.955 1.14 - 117.5 -18.90 1.267 1.04 - 314.2 -14.18 0.950 1.14 - 376.2 0.75 0.051 1.17 - 376.2 -0.75 0.050 1.17 A160 BWB NUCOR BUILDING SYSTEMS Job 8: U1100405A Building: 801 By : NBSUT\bblackmer '^' REACTION REPORT -- BY LOAD CASE ^cc REACTIONS -- LOAD CASE W58 Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise A -0.00 -0.00 0.00 G -0.00 -0.00 0.00 A -0.00 -0.16 0.01 G -0.00 -0.16 0.01 + A -2.45 -7.40 0.00 + G -2.44 -7.35 0.00 - A -2.44 7.40 0.00 - G -2.43 7.35 0.00 A -0.00 0.16 0.01 G -0.00 0.16 0.01 A -0.00 -0.00 0.01 O -0.00 -0.00 0.01 A -0.00 0.00 0.01 G -0.00 0.00 0.01 A -0.00 -0.14 0.01 O -0.00 -0.14 0.01 + A -2.38 -5.83 0.00 + 0 -2.37 -5.82 0.00 A -2.37 5.82 0.00 G -2.37 5.81 0.00 A -0.00 0.15 0.01 G -0.00 0.15 0.01 Summation - 19.30 0.00 REACTIONS -- LOAD CASE W5F Frame Grid Horizontal Vertical Moment Line Line + - right + = up + = counterclockwise A 0.00 0.00 -0.00 O 0.00 0.00 -0.00 A 0.00 0.16 -0.01 G 0.00 0.16 -0.01 A 2.41 7.30 0.00 + G 2.40 7.25 0.00 - A 2.42 -7.30 0.00 - G 2.40 -7.25 0.00 A 0.00 -0.16 -0.01 O 0.00 -0.16 -0.01 A 0.00 0.00 -0.01 G 0.00 0.00 -0.01 A 0.00 -0.00 -0.01 G 0.00 -0.00 -0.01 A 0.00 0.15 -0.01 O 0.00 0.15 -0.01 A 2.43 5.98 0.00 G 2.42 5.96 0.00 A 2.44 -5.97 0.00 O 2.44 -5.95 0.00 A 0.00 -0.16 -0.01 G 0.00 -0.16 -0.01 Summation 19.40 0.00 REACTIONS -- LOAD CASE EQB Frame Grid Horizontal Vertical Moment Line Line + - right + = up + = counterclockwise A -0.00 -0.00 0.00 G -0.00 -0.00 0.00 A -0.01 -0.22 0.02 O -0.01 -0.22 0.02 + A -3.42 -10.31 0.00 + 0 -3.40 -10.25 0.00 A -3.41 10.31 0.00 O -3.30 10.25 0.00 A -0.01 0.22 0.02 G -0.01 0.22 0.02 A -0.00 -0.00 0.01 G -0.00 -0.00 0.01 A -0.00 0.00 0.01 G -0.00 0.00 0.01 A -0.01 -0.20 0.02 G -0.01 -0.20 0.02 + A -3.35 -8.20 0.00 + 0 -3.33 -8.16 0.00 - A -3.34 8.19 0.00 - 0 -3.32 8.15 0.00 A -0.00 0.21 0.01 O -0.00 0.21 0.01 Summation - 27.01 0.00 REACTIONS -- LOAD CASE EQF Page: Date: 8/24/2011 A161 BWB Frame Grid Horizontal Vertical Moment Line Line + = right + = up + - counterclockwise A 0.00 0.00 -0.00 G 0.00 0.00 -0.00 A 0.01 0.22 -0.02 G 0.01 0.22 -0.02 + A 3.39 10.25 0.00 + G 3.37 10.19 0.00 - A 3.40 -10.25 0.00 - G 3.38 -10.19 0.00 A 0.01 -0.22 -0.02 G 0.01 -0.22 -0.02 A 0.00 0.00 -0.01 G 0.00 0.00 -0.01 A 0.00 -0.00 -0.01 G 0.00 -0.00 -0.01 A 0.01 0.20 -0.02 G 0.01 0.20 -0.02 + A 3.36 8.25 0.00 + G 3.34 8.21 0.00 - A 3.37 -8.24 0.00 - G 3.35 -8.20 0.00 A 0.01 -0.22 -0.01 G 0.00 -0.21 -0.01 Summation 27.01 0.00 A162 BWB tO O 3 0 0 E 5 2 mN0 ry 0 ry (5 2 h w n w m W RB5-5/8 ROD 4 cu 30.00 ES1 25.00 ES1 cn cu LO nc LJJ i'i k3i tgpc' * 0 cu 30.00 ES1 En Lci mN0 ry 0 ry (5 2 h w n w m W RB5-5/8 ROD Front Sidewall LL LL 0 CJ F1- PF32.5W32H30K- Portal Frame Back Sidewall F1 - PF32.5W32H3OK - Portal Frame m m t�ILJ00r SU/LO/NGS GROUP A DIVISION OF NUCOR CORPORATION StrutLgX - Light Gage Strut Forces A165 Project No. : UI1G0405A Description :OU WELL SERVICE WAREHC Engineer : Brooks Blackmer Date : 8/25/2011 (Seismic Combinations per IBC, 13001, UBC, SBC and NBCC codes.) Version: 1.4 (Date: 10/19/09) By DJE Bay Span (ft) Wind Force, (kips) Seismic Force, (kips) 1 29.0000 3.3700 0.7800 2 25.0000 4.6500 3.6800 3 25.0000 1.8500 0.6600 4 25.0000 1.5500 0.2700 5 30.0000 1.9600 1.2400 6 28.6667 3.6400 4.3300 Seismic Design Criteria: Building Code: Roof Snow: IBC 40.6 psf. Design Spectral Response, Sib: 0.340 Seismic Design Category: C BWB NBP Light Gage Analysis - WIN32 Version 01.18 01/18/10 AISI Spec Year - 2007 Input File: \\Avalanche\JOBS\U1160405A\Design\P01s Summary Report for project name: BAYOU WELL SERVICE WAREHOUSE WITH ALT SNOW STRUT CHECK ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten, Comp. Shear Mom. T6M PIN VBM (in) (in) (in) --P--(kip, ft) pos M neg M -T P V M 1 1.00 100120 1 No Top 1 2 Cant. 0.00 0.267 0.00 0.20 0.03 -0.10 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.0 0.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 29.00 100120 1 No Top 2 3 0.00 28,50 -2.174 3.37 3.37 13.83 -14.94 0.00 0.24 0.18 1.01 1.01 1.01 0.91 • 153.0 312.8 348.0 141.2 348.0 0.0 312.8 319.5 141.2 141.2 141.2 141.2 comb 9 4 9 9 9 0 4 9 9 9 9 9 3 25.00 100075 2 No Top 3 4 42.00 28,50 -0.388 4.65 2.69 4.71 -14.94 0.00 0.56 0.50 0.93 0.93 0.93 0.92 • 150.0 264.8 0,0 0.0 0,0 0.0 264.8 42.0 42.0 42.0 42.0 42.0 comb 16 4 9 4 9 0 4 9 9 9 9 9 4 25.00 102060 3 No Top 4 5 42.00 42.00 -1.00] 1.85 2.50 5.67 -10.19 0.00 0.28 0.89 0.92 0.92 0.92 0.99 • 150.0 138.0 300.0 150.0 300.0 0.0 78.0 258.0 150.0 150.0 150.0 258.0 comb 9 4 9 9 9 0 4 9 9 9 9 9 5 25.00 100067 4 No Top 5 6 28.50 35.25 -0.587 1.55 2.52 4.45 -11.67 0.00 0.21 0.69 0.81 0.81 0.81 0.98 • 150.0 0.0 300.0 150.0 300.0 0.0 54.0 264.8 264.8 264.8 264.8 264.8 comb 17 4 9 9 9 0 4 9 9 9 9 9 6 30.00 100089 5 No Top 6 7 28.50 42.00 -1.171 1.96 3.16 7.45 -17.90 0.00 0.19 0.37 0.87 0.87 0.87 0.82 • 162.0 186.0 360.0 162.0 360.0 0.0 186.0 318.0 318.0 318.0 318.0 318.0 comb 9 4 9 9 9 0 4 9 9 9 9 9 7 28.67 100120 6 No Top 7 8 28.50 0.00 -1.730 3.64 3.44 12.13 -17.90 0.00 0.26 0.19 0.89 0.89 0.89 0.79 • 193.0 309.2 0.0 204.6 0.0 0.0 309.2 28.5 204.6 204.6 204.6 204.6 comb 9 4 9 9 9 0 4 9 9 9 9 9 8 1.33 100120 6 No Top 8 9 0.00 Cant 0.297 0.00 0.26 0.06 -0.17 0.00 0.00 0.02 0.01 0.01 0.01 0.02 16.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 9 21 9 4 9 0 0 9 9 9 9 9 Maximum Values on A11 Spans =___^__________________ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. TVA PEM V6M Max. -2.174 4.65 3.44 13.83 -17.90 0.00 0.56 0.89 1.01 1.01 1.01 0.99 • 153.0 264.8 0.0 141.2 360.0 0.0 264.8 258.0 141.2 141.2 141.2 258.0 span 2 3 7 2 6 0 3 4 2 2 2 4 comb 9 4 9 9 9 0 4 9 9 9 9 9 Roofing is screwed down Support Connection Codes Support No. 2 3 4 5 6 7 8 WC WC WC WC WC 100 WC Vertical Reactions: (kips) (negative reaction for gravity loads) Lo d Support No. Comb. 1 2 3 4 5 6 7 8 9 0.00 -0.]] -1.03 -1.41 -1.48 -1.59 -2.00 -0.]5 0.00 0.00 -1.10 -2.61 -2.01 -2.12 -2.27 -2.85 -1.06 0.00 0.00 -1.89 -4.50 -3.96 -3.69 -3.92 -4.91 -1.83 0.00 0.00 0.80 1.91 1.47 1.54 1.66 2.08 0.78 0.00 0.00 0.54 1.20 0.98 1.03 1.11 1.39 0.52 0.00 0.00 0.55 1.32 1.01 1.07 1.15 1.44 0.54 0.00 0.00 -0,84 -2.00 -1.53 -1.62 -1.]9 -2.18 -0.81 0.00 0.00 -0,24 -0.58 -0.45 -0.47 -0.50 -0.63 -0.29 0.00 0.00 -2.54 -6.05 -9.65 -4.90 -5.26 -6.60 -2.46 0.00 1 0.00 -1.17 -2.64 -2.03 -2.19 -2.30 -2.88 -1.08 0,00 1 0.00 -1.11 -2.64 -2.03 -2.19 -2.30 -2.88 -1.16 0.00 1 0.00 -1,03 -4,51 -3.46 -3.64 -3.92 -4.91 -1.83 0.00 1 0.00 -1,09 -4,50 -3.46 -3.64 -3.91 -4.91 -1.]5 0.00 1 0.00 -1.95 -3.76 -1.85 -2.18 -2.28 -2.08 -1.08 0.00 1 0.00 -1.81 -4.62 -2.68 -2.0] -2,32 -2.88 -1.08 0.00 1 0.00 -1.05 -3.36 -3.73 -2.80 -2.20 -2.90 -1,07 0,00 1 0.00 -1.12 -2.54 -2.]8 -3.84 -3.03 -2.80 -1,09 0.00 1 0.00 -1,10 -2,66 -1.95 -2.81 -4,18 -3.80 -0.99 0.00 1 0.00 -1.11 -2,63 -2.06 -2.01 -3.17 -5.00 -1.73 0.00 2 0,00 -1,11 -2.65 -2.02 -2.18 -2.15 -3.96 -1.93 0.00 2 0.00 -0,07 -0.18 -0.14 -0.14 -0.15 -0.19 -0.0] 0.00 2 0,00 -0,34 -0.82 -0.63 -0.66 -0.71 -0.89 -O.ID 0.00 2 0.00 -0,49 -1.18 -0.91 -0.95 -1.03 -1.29 -0.48 0.00 2 0.00 -0.5] -1.3] -1.05 -1.11 -1.19 -1.49 -0.56 0.00 B1 ket Insulation T Le d Cases: Purlin s Building Code: IBC09 General Loads: Load ickness: 6.00 acing 3,00 o,c. ASCE 7-05 Code se Uniform Load Ipsf1 Load Case Name 3.5 Dead Load 20.0 Live Load -19.2 Wind Load -22.8 Edge Zone Wind Load s.0 Collateral Load 40.6 Snow Load 57.5 Alternate Snow Lo tl 40.6 Pattern SL, Bay 40.6 Pattern SL, Bay 40.6 Pattern SL, Bay 40.6 Pattern SL, Bay 40.6 Pattern SL, Bay 40.6 Pattern SL, Bay 40.6 Pattern 81, Bay 40.6 Pattern SL, Bay 1.0 Seismic Load Al 66 BWB Linear Loads Lo Ca Concentrated: Lo Ca 1 1 1 1 1 1 1 1 1 1 Load Combinations: d S d s an Load start load start x end load end x o. Type (1b/ft) (ft) 11b/ft) (ft) Shear 10.50 0.00 10.50 1.00 Shear 10.50 0.00 10.50 29.00 Shear 10.50 0.00 10.50 25.00 Shear 10.50 0.00 10.50 25.00 Shear 10.50 0.00 10.50 25.00 Shear 10.50 0.00 10.50 30.00 Shear 10.50 0.00 10.50 28.67 Shear 10.50 0.00 10.50 1.33 Shear 59.60 0.00 59.60 1.00 Shear 59.60 0.00 59.60 29.00 Shear 59.60 0.00 59.60 25.00 Shear 59.60 0.00 59.60 25.00 Shear 59.60 0.00 59.60 25.00 Shear 59.60 0.00 59.60 30.00 Shear 59.60 0.00 59.60 28.67 Shear 59.60 0.00 59.60 1.33 Shear -68.30 0.00 -68.30 1.00 Shear -68.30 0.00 -68.30 29.00 Shear -68.30 0.00 -68.30 25.00 Shear -68.30 0.00 -68.30 25.00 Shear -68.30 0.00 -68.30 25.00 Shear -68.30 0.00 -68.30 30.00 Shear -68.30 0.00 -68.30 28.67 Shear -68.30 0.00 -68.30 1.33 Shear 14.90 0.00 14.90 1.00 Shear 14.90 0.00 14.90 29.00 Shear 14.90 0.00 14.90 25.00 Shear 14.90 0.00 14.90 25.00 Shear 14.90 0.00 14.90 25.00 Shear 14.90 0.00 14.90 30.00 Shear 14.90 0.00 14.90 28.67 Shear 14.90 0.00 14.90 1.33 Shear 121.00 0.00 121.00 1.00 Shear 121.00 0.00 121.00 29.00 Shear 121.00 0.00 121.00 25.00 Shear 121.00 0.00 121.00 25.00 Shear 121.00 0.00 121.00 25.00 Shear 121.00 0.00 121.00 30.00 Shear 121.00 0.00 121.00 28.67 Shear 121.00 0.00 121.00 1.33 Shear 171.40 0.00 171.40 1.00 Shear 171.40 0.00 171.40 29.00 Shear 171.40 0.00 171.40 25.00 Shear 171.40 0.00 171.40 25.00 Shear 171.40 0.00 171.40 25.00 Shear 171.40 0.00 171.40 30.00 Shear 171.40 0.00 171.40 28.67 Shear 171.40 0.00 171.40 1.33 Shear 121.00 0.00 121.00 1.00 Shear 121.00 0.00 121.00 29.00 Shear 121.00 0.00 121.00 25.00 Shear 121.00 0.00 121.00 25.00 Shear 121.00 0.00 121.00 25.00 Shear 121.00 0.00 121.00 30.00 Shear 121.00 0.00 121.00 28.67 Shear 121.00 0.00 121.00 1.33 an o. P V M CO (6) (6,01) (ft) 3.37 0.00 0.00 0.00 -3.37 0.00 0.00 29.00 4.65 0.00 0.00 0.00 -4.65 0.00 0.00 25.00 1.85 0.00 0.00 0.00 - 1.85 0.00 0.00 25.00 1.55 0.00 0.00 0.00 -1.55 0.00 0.00 25.00 1.96 0.00 0.00 0.00 -1.96 0.00 0.00 30.00 3.64 0.00 0.00 0.00 - 3.64 0.00 0.00 28.67 0.78 0.00 0.00 0.00 -0.76 0.00 0.00 29.00 3.68 0.00 0.00 0.00 -3.68 0.00 0.00 25.00 0.66 0.00 0.00 0.00 - 0.66 0.00 0.00 25.00 0.27 0.00 0.00 0.00 -0.2] 0.00 0.00 25.00 1.24 0.00 0.00 0.00 - 1.24 0.00 0.00 30.00 4.33 0.00 0.00 0.00 - 4.33 0.00 0.00 28.67 Act. A11. Load Case No. Load Combination Name 8490. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 Y 1.00 0.00 1.00 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 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 01 + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 01 + COL + SL 4 Y 1.00 0.60 0.00 1.00 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 0.6 DL + WL 5 Y 1.00 0.60 0.00 0.70 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 0.6 OL + 0.7 wL 6 Y 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 BL + COL + 845 7 Y 1.00 1.00 0.00 0.75 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OL + COL + 0.75 SL + 0.75 WL B Y 1.00 1.00 0.75 0.75 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0L + COL + 0.75 LL + 0.75 wt 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DIA -COLI -ASL 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 8.50 0.50 0.00 OL+COL+SL (Pattern Set 1, Bay 1 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.00 DIA -COLI -SL (Pattern Set 1, Bay 8 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08 BL+COL+SL (Pattern Set 2, Bay 1 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.00 DIA -COLI -SL (Pattern Set 2, Bay 8 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.00 0L+COL+SL (Pattern Set 3, Bays 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.00 OL+COL+SL (Pattern Set 3, Bays 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.00 BL+COL+SL (Pattern Set 3, Bays 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.00 0L+COL+SL (Pattern Set 3, Bays A167 BWB 16 0 1,00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.00 DIA-COL/AL (Pattern set 3, Bays 5 5 19 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 6 s 20 Y i3OD 1,00 0,00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.00 OL+COL+SL (Pattern Set 3, Bays 7 6 21 Y 1.00 0.55 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 0.70 (0.6-0.14Sds)DL + 0.70E 22 Y 1.00 1.05 0.00 0.00 0.00 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 (1+0.14Sds) (DL+COL) + 0.70E 23 Y 1.00 1.04 0.20 0.00 0.00 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 (1+0.105Sds)(DL+COL) + 0.20LL + 0.53E 24 Y 1.00 1.04 0.00 0.00 0.00 1.04 0.15 0.00 0.00 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.53 (1+0.105Sds)(DL+COL) + 0.15SL + 0.53E Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD 3.00" The deflection limit without DEAD LOAD - L/ 150.00 The maximum deflection without DEAD LOAD - 2.40" Deflection limitations were applied to combinations 1-3,5,9 Total system weight = 969.76 lbs. Total system cost = 987.13 dollars General Notes: ' Ends of laps are considered as brace points. • Inflection points asidered brace points except for spans with discrete bracing. • A11 calculations are in accordance with the 2007 North American Specification. Purlin Production List: Purlin Section Length 1 102120 33.50 2 102075 30.88 3 102060 29.75 4 102067 30.88 5 102069 35.31 6 102120 33.50 Material summary: - Section Weight Cost Fy 102060 99,)6 112.14 55.0 100067 115.61 125.56 55.0 102075 129.41 135.91 55.0 102089 175.64 174.76 55.0 102120 449.34 438.75 55.0 A168 BWB NBP Light Gage Analysis - WIN32 Version 01.18 01/18/10 AISI Spec Year - 2007 Input File: \\Avalanche\JOBS\01160405A\Design\P01As Summary Report for project name: BAYOU WELL SERVICE WAREHOUSE STRUT CHECK ---Span--- Des. DOS. Brc. Supp. Lt. Rt, Max. -- Max, Computed Forces --- Maximum Computed Load Ratios No Length Sect. Gip. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten, Comp. Shear Mom. T&M 864 Val (in) (in) (in) --2--(kip, ft) pos_M neg_M -T P V M 1 1.00 102120 1 No Top 1 2 Cant. 0.00 0,270 0,00 0.18 0.04 -0,09 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.0 0.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 12.0 comb 13 0 3 4 3 0 0 3 3 3 3 3 2 29.00 100120 1 No Top 2 3 0.00 28.50 -2.251 3.37 3.15 13.74 -14.55 0.00 0.24 0,17 1.00 1.00 1.00 0.90 • 164.8 312.8 348.0 153.0 348.0 0.0 312.8 319.5 153,0 153.0 153.0 153.0 comb 13 4 14 13 14 0 4 14 13 13 13 13 3 25.00 100075 2 No Top 3 4 42.00 28.50 -0.488 4.65 2.62 5.88 -14.55 0.00 0.56 0.50 0.94 0.94 0.95 0.89 • 150,0 264,8 0.0 0.0 0.0 0.0 264,8 42.0 42.0 42.0 42.0 42.0 comb 15 4 14 4 14 0 4 14 13 13 4 14 4 25.00 100060 3 No Top 4 5 42.00 42.00 -1.020 1.85 2.42 5.56 -10.50 0.00 0.28 0.88 0.90 0.90 0.90 1.02 • 150.0 138.0 300.0 138.0 300.0 0.0 78.0 258.0 138.0 138.0 138.0 258.0 comb 15 4 16 16 16 0 4 16 16 16 16 16 5 25.00 100075 4 No Top 5 6 28.50 35.25 -0.660 1.55 2.51 4.92 -12.48 0.00 0.19 0.50 0.81 0.81 0.81 0.83 • 150.0 186.0 300.0 150.0 300.0 0.0 186.0 264.8 264.8 264.8 264.8 264.8 comb 16 4 17 16 17 0 4 17 17 17 17 17 6 30.00 100089 5 No Top 6 7 28.50 35.25 -1.406 1.96 3.02 7.86 -17.20 0.00 0.19 0.37 0.99 0.99 0.99 0.91 • 174,0 35.2 360.0 174.0 360.0 0.0 35.2 324.8 324.8 324.8 324.8 324.8 comb 17 4 18 17 18 0 4 18 18 18 18 18 7 28.67 102120 6 No Top 7 8 21.75 0.00 -1.955 3.64 3.22 12.66 -17.20 0.00 0.26 0.18 0.93 0.93 0.93 0.83 • 193.0 10.9 0.0 204.6 0.0 0.0 123.3 21.8 204.6 204.6 204.6 204.6 comb 19 4 18 19 18 0 4 18 19 19 19 19 8 1.33 102120 6 No Top 8 9 0.00 Cant. 0.322 0.00 0.24 0.07 -0.16 0.00 0.00 0.02 0.01 0.01 0.01 0.02 16.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 19 4 3 4 11 0 0 3 11 11 11 3 Maximum Values on A11 Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T6M 2614 VaM Max. -2.251 4.65 3.22 13.74 -17.20 0.00 0.56 0.88 1,00 1.00 1.00 1.02 • 164.8 264,8 0.0 153.0 0.0 0.0 264.8 258.0 153.0 153.0 153.0 258.0 span 2 3 7 2 7 0 3 4 2 2 2 4 comb 13 4 18 13 18 0 4 16 13 13 13 16 Roofing is screwed down Support Connection Codes: Support No. 2 3 4 5 6 7 8 WC WC WC WC WC WC WC Vertical Reactions: (kips) (negative reaction for gravity loads) Lo d Support No. Comb. 1 2 0.00 -0,96 0.00 -1,37 0.00 -2.36 0.00 1.00 0.00 0.67 0.00 0,69 0.00 -1.05 0.00 -0.31 0.00 -1.46 1 0.00 -1.39 1 0,00 -2,28 1 0.00 -2,36 1 0.00 -2.43 1 0.00 -2.26 1 0,00 -1,32 1 0,00 -1.41 1 0.00 -1,38 1 0.00 -1.39 1 0.00 -1.38 2 0.00 -0.09 2 0.00 -0,43 2 0.00 2 0.00 -0.72 01 nket Insulation T Lo d Cases: Purlin s Building Code: IBC09 General Loads: Load 3 4 5 6 ] - 5.63 -4,33 -4.55 -4.90 -6.13 2.38 1.83 1.93 2.07 2.59 1.60 1.23 1.29 1.39 1.74 1.65 1.26 1.33 1.43 1.79 - 2.50 -1.92 - 0.73 -0,56 -0.59 -0.63 -0.79 - 3.30 -2.54 -2.67 -2.88 - 3.30 -2.54 -2.67 -2.68 -3.60 -5.63 -4.32 -4.55 -4.90 -6,13 - 0.93 - 1.33 0.97 0.65 0.67 - 2.29 - 5.77 -3,35 -2.58 -2.90 -3.59 -1.35 -4.20 -4.66 -3.61 -2.75 -3.63 -1.34 -4.80 -3.78 -3.50 -3.33 -2.94 -3.50 -5.24 -4.75 -1.23 - 3.29 - 3.31 - 0.22 - 2.58 - 0.17 -0,18 -0.19 -0.79 -0.83 -0.89 -1.13 -1.19 -1.28 ickness: 6.00 acing 3.75 o.c. ASCE 7-05 Code ase Uniform Load )psf) 3.5 20.0 -19.2 -22.8 40.6 40.6 40.6 40.6 40.6 40.6 40.6 40.6 40.6 - 1.12 - 1.61 - 1.87 - 0.42 - 0.60 - 0.70 Load Case Name Dead Load Live Load Wind Load Edge Zone Wind Load Collateral Load Snow Load Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern 5L, Bay Pattern SL, Bay Seismic Load 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Linear Loads. Load Span Load start load start x end load end x Case No. Type I16Rt (ft) (lb/ft) (ft) A169 BWB Concentrated: Lo Ca 1 1 1 1 1 1 1 1 1 1 Load Combinations: 1 1 1 1 1 1 1 1 1 1 2 2 2 2 5 Shear 13.10 0.00 13.10 1.00 Shear 13.10 0.00 13.10 29.00 Shear 13.10 0.00 13.10 25.00 Shear 13.10 0.00 13.10 25.00 Shear 13.10 0.00 13.10 25.00 Shear 13.10 0.00 13.10 30.00 Shear 13.10 0.00 13.10 20.67 Shear 13.10 0.00 13.10 1.33 Shear 74.50 0.00 74.50 1.00 Shear 74.50 0.00 74.50 29.00 Shear 74.50 0.00 74.50 25.00 Shear 74.50 0.00 74.50 25.00 Shear 74.50 0.00 74.50 25.00 Shear 74.50 0.00 74.50 30.00 Shear 74.50 0.00 74.50 28.67 Shear 74.50 0.00 74.50 1.33 Shear -85,30 0.00 -85.30 1.00 Shear -85.30 0.00 -85.30 29.00 Shear -85.30 0.00 -85.30 25.00 Shear -85.30 0.00 -85.30 25.00 Shear -85.30 0.00 -85.30 25.00 Shear -05.30 0.00 -85.30 30.00 Shear -85.30 0.00 -85.30 28.67 Shear -85,30 0.00 -85.30 1.33 Shear 18.70 0.00 18.70 1.00 Shear 18.70 0.00 18.70 29.00 Shear 18.70 0.00 18.70 25.00 Shear 18.70 0.00 18.70 25.00 Shear 18.70 0.00 18.70 25.00 Shear 18.70 0.00 18.70 30.00 Shear 18.70 0.00 18.70 28.67 Shear 18.70 0.00 18.70 1.33 Shear 151.20 0.00 151.20 1.00 Shear 151.20 0.00 151.20 29.00 Shear 151.20 0.00 151.20 25.00 Shear 151.20 0.00 151.20 25.00 Shear 151.20 0.00 151.20 25.00 Shear 151.20 0.00 151.20 30.00 Shear 151.20 0.00 151.20 28.67 Shear 151.20 0.00 151.20 1.33 Shear 151.20 0.00 151.20 1.00 Shear 151.20 0.00 151.20 29.00 Shear 151.20 0.00 151.20 25.00 Shear 151.20 0.00 151.20 25.00 Shear 151.20 0.00 151.20 25.00 Shear 151.20 0.00 151.20 30.00 Shear 151.20 0.00 151.20 20.67 Shear 151.20 0.00 151.20 1.33 8 V M (k) (k) (k,ft) (ft) 3.37 0.00 0.00 0.00 -3.37 0.00 0.00 29.00 4.65 0.00 0.00 0.00 - 4,65 0.00 0.00 25.00 1.85 0.00 0.00 0.00 -1.85 0.00 0.00 25.00 1.55 0.00 0.00 0.00 -1.55 0.00 0.00 25.00 1.96 0.00 0.00 0.00 -1.96 0.00 0.00 30.00 3.64 0.00 0.00 0.00 -3.64 0.00 0.00 28.67 0.78 0.00 0.00 0.00 - 0.78 0.00 0.00 29.00 3.68 0.00 0.00 0.00 -3.68 0.00 0.00 25.00 0.66 0.00 0.00 0.00 - 0.66 0.00 0.00 25.00 0.27 0.00 0.00 0.00 -0.27 0.00 0.00 25.00 1.24 0.00 0.00 0.00 -1.24 0.00 0.00 30.00 4.33 0.00 0.00 0.00 - 4.33 0.00 0.00 28.67 Act. All. Load Case No. Load Combination Name Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Y 1.00 0.00 1.00 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 Live Load Only Y 1.00 1.00 1,00 0,00 0.00 1.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 01 + COL + LL Y 1.00 1.00 0,00 0,00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 51 Y 1.00 0,60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 EL + W1 Y 1.00 0,60 0,00 0,70 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 0.6 01 + 0.7 WL Y 1,00 1,00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 OL + COL + YIL Y 1,00 1,00 0.00 0.75 0.00 1.00 0.75 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 DL + COL + 0,75 SL + 0.75 WL Y 1,00 1.00 0.75 0.75 0.00 1.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL a COL + 0,75 LL a 0.75 WL Y 1,00 1,00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0,50 0,50 0.50 0.50 0.50 0,50 0.00 DL+C01+St (Pattern Set 1, Bay 1 Y 1.00 1.00 0.00 0.00 0,00 1.00 0,00 0.50 0,50 0.50 0.50 0,50 0,50 0.50 1.00 0.00 DL+COL+SL (Pattern Set 1, Bay 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 1.00 1,00 1.00 1.00 1.00 0.00 01+001+5L (Pattern Set 2, Bay 1 Y 1.00 1.00 0.00 0,00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 2, Bay 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.00 01.+001+51 (Pattern Set 3, Bays 6 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.00 01+001+51 (Pattern Set 3, Bays 6 Y 1.00 1.00 0.00 0.00 0.00 1,00 0.00 0.50 0.50 1,00 1.00 0.50 0.50 0.50 0.50 0,00 DL+COL+SL (Pattern Set 3, Bays 6 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 6 Y 1.00 1.00 0.00 0.00 0.00 1.00 0,00 0,50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0,00 0L+COL+SL (Pattern Set 3, Bays 6 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.00 DL+COL+SL (Pattern Set 3, Bays 6 Y 1.00 1.00 0,00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.00 DL+COL+SL (Pattern Set 3, Bays 6 Y 1.00 0.55 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 0.70 (0,6-0.14Sds)DL a 0.70E Y 1.00 1,05 0.00 0.00 0.00 1.05 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.70 (1+0. 145Ls)(DL+COL) + 0,70E Y 1.00 1.04 0,20 0.00 0,00 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 (1+0.105Sds)(01+001) a 0.2011 a 0,530 Y 1.00 1,04 0.00 0.00 0.00 1.04 0.15 0.00 0.00 0.00 0.00 0.0D 0.00 0,00 0.00 0,53 (1+0.105Sds)1DL+COL) + 0.15SL + 0.53E Deflection Limitations: A170 BWB The deflection limit with DEAD LOAD L/ 120.00 The maximum deflection with DEAD LOAD 3.00" The deflection limit without DEAD LOAD - L/ 150.00 The maximum deflection without DEAD LOAD - 2.40" Deflection limitations were applied to combinations 1-3,5 Total system weight - 977.00 lbs. Total system cost - 991.01 dollars General Notes: ' Ends of laps are considered as brace points. ' Inflection points asidered brace points except for spans with discrete bracing. ' All calculations are in accordance with the 2007 North American Specification. Burlin Production List: P Mate rlin Section Length 102120 33.50 102075 30.88 102060 29.75 102075 30.88 102089 34.75 102120 32.94 ial Summary: Section Weight Cost Fy 102060 99.76 112.14 55.0 102075 258.83 271.83 55.0 102089 172.85 171.98 55.0 102120 445.56 435.07 55.0 A171 BWB NUCOR BUILDING SYSTEMS Job 4 : 01100405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : GRID LINES A60 @ FL 3-4 Date 8/25/11 Designer: BNB File F98.nfr FRAME DESCRIPTION Frame type : RCS Frame width : 25.00 Ft. Bay width : 0.00 Ft. LEFP RIGHT Dim t0 ridge 25.00 Fn. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 34.00 Ft. 34.00 Ft. Girt offset 6.25 In. 6.25 In. Typ. Girt spacing 1 7.00 Ft. Purlin offset : 15.00 In. 15.00 In. Typ. Purlin spacing: 4.50 Ft. Col. spacing : 25.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace : Location (ft): WP2 Girt Brace Flange Brace : Location (ft): Other Braces: Column Left Brace Right Brace Location (ft): L OAOING CONDITIONS Building Code 6 Year Occupancy Classification AISC Specification L 0 A D 5 (Psf) : IBC 2009 11 -Standard Buildings 2005 ASD Roof Dead load 0.00 Roof Coll load 0.00 Roof Live load 0.00 Roof Snow load 0.00 Floor dead load o 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce - 1.00 Ss = 0.333 51 - 0.072 Seismic Design Category - C Site Class - D R 3.50 Cd 3.00 Sds - 0.340 Sdl - 0.115 rho - 1.00 omega - 3.000 Wind speed 90.00 Mph Exp. : C Wind pressure 17.78 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 9150 -0.270 0.000 -0.510 -0.510 -0.890 -0.270 9168 -0.630 -1.250 -0.870 -0.870 0.000 -0.630 960 -0.630 0.000 -0.870 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 9170 -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 428F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 0.00 002 0.00 RP1 0.00 PROGRAM -APPLIED LOA05 Load On Start End State End Case Panel Load Load Loc Loc Rlf Rlf 41110 WP1 0.000 0.000 0.000 34.000 W1R WP2 0.000 0.000 0.000 34.000 W1L 9191 -0.000 -0.000 0.000 34.000 W1L WP2 -0.000 -0.000 0.000 34.000 W2R WP1 0.000 0.000 0.000 34.000 A172 BWB w2R wet 0.000 0.000 0.000 34.000 W21 WP1 -0.000 -0.000 0.000 34.000 020 WP2 -0.000 -0.000 0.000 34.000 0150 WP1 -0.000 -0.000 0.000 34.000 015E 1402 0.000 0.000 0.000 34.000 W50 WP1 -0.000 -0.000 0.000 34.000 0150 WP2 0.000 0.000 0.000 34.000 WEB WP1 -0.000 -0.000 0.000 34.000 0460 WP2 0.000 0.000 0.000 34.000 W6F WP1 -0.000 -0.000 0.000 34.000 W6F WP2 0.000 0.000 0.000 34.000 0478 WP1 -0.000 -0.000 0.000 34.000 0473 472 0.000 0.000 0.000 34.000 W7F 071 -0.000 -0.000 0.000 34.000 W70 022 0.000 0.000 0.000 34.000 0486 WP1 -0.000 -0.000 0.000 34.000 W8B WP2 0.000 0.000 0.000 31.000 W8F WP1 -0.000 -0.000 0.000 34.000 W8F WP2 0.000 0.000 0.000 34.000 EQR RP1 0.000 0.000 0.000 25.000 EOL 871 -0.000 -0.000 0.000 25.000 USER -APPLIED LOADS Load On Hoi. Vert. Moment LOC Special Case Mem Kips Kips K -Ft. Ft. Load 6 Description SUR COLO1 2.000 0.000 0.000 12.000 C-5 Lean -To W1R COLO1 5.000 0.000 0.000 32.000 C-3 Wind W1L C0L02 -2.000 0.000 0.000 12.000 C-6 Lean -To W1L 00L02 -5.000 0.000 0.000 32.000 C-4 Wind EQR COLO1 2.000 0.000 0.000 12.000 C-7 Lean -To EOR COLO1 7.000 0.000 0.000 32.000 C-1 Seismic EQL C0L02 -2.000 0.000 0.000 12.000 C-8 Lean -To EQL C0L02 -7.000 0.000 0.000 32.000 C-2 Seismic LOAD COMBINATIONS ASR Cases A173 BWB Job : 01160405A BAYOU WELL SERVICE WAREHOUSE Frame: GRID LINES A&G @ FL 3-4 "' DESIGN SUMMARY REPORT NUCOR BUILDING SYSTEMS Date: 08-25-11 By 808 A174 Page: 1 File: F98 Built Up Rafter - RAF01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Nat'l Mat'l Nat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Inc Kips Ratio T/L 0/R 1 F6.38 F6.38 W150 10 6 4 Chkpt 1 7 Depth 25.25 25.25 Section 1 1 width thick Fy I T/L Flg 1 6.0 0.3750 55.00 I Web 1 0.1500 55.00 I B/R Flg 1 6.0 0.3750 55.00 I Built Up Column - COLO1 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.38 F8.38 W150 7 15 -8.4 0.10 -90.5 0.50 0.80 0.85 10 8 4.16 0.28 0.19 0.19 Chkpt 8 15 Depth 19.50 19.50 Section I I width thick Fy I T/L Fig I 8.0 0.3750 55.00 I Web 1 0.1500 55.00 I 8/11 Flg I 8.0 0.3750 55.00 I Built Up Column - COL02 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.38 F8.38 W150 4 24 Chkpt 16 Depth 19.50 Section I 24 19.50 92.1 0.91 0.51 0.97 7 16 -4.11 0.28 0.19 0.19 I width thick Fy 1 T/L F1g I 8.0 0.3750 55.00 1 Web 1 0.1500 55.00 1 B/R Flg I 8.0 0.3750 55.00 1 Frame Weight (lbs) 2414 Deflections (in): 10 yr Wind dx = -2.83 = H/ 129 WIND CASE 1 TO LEFT Seismic dx = 5.04 = H/ 73 SEISMIC CO RIGHT Story Drift = 15.11 - 0.041H SEISMIC TO RIGHT Drift Index - 0.00 1.055W+0.70EQH Maximum dx - -3.78 - H/ 97 SW+141L Maximum dy - 0.05 - L/ 5791 @ MOD 1, 0.605W+W1R BWB NUCOR BUILDING SYSTEMS Job 9 : 01100405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : GRID LINE5 A6G @ FL 3-4 Date : 8/25/11 Designer: BWB File : F98.nfr CONNECTION SUMMARY Knee Connection - COLO1 Web ? Top Plate Bottom Plates --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio WI 82 83 Ratio Ratio Ratio W4 Ratio Ratio Matt Stiff. Degrees Ratio 0.00:12 W220 0.64 FW53 06153 0.75 0.00 0.78 81453 0.68 0.47 I width thick Fy 1 height depth length 1 1 width thick length Fy 1 Top Plate 1 8.0 0.3750 55.0 1 21.63 I Stiffener I Web I 0.2200 55.0 1 25.25 19.50 1 Bot Plate 1 4.0 0.3750 36.0 I 21.63 1 Knee Connection - COL02 Web ? Top Plate Bottom Plates --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+6/2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio 84 Ratio Ratio Matl Stiff. Degrees Ratio 0.00:12 8220 0.65 8853 6853 0.75 0.00 0.77 06153 0.67 0.47 1 width thick Fy I height depth length 1 I width thick length Fy I Top Plate 1 8.0 0.3750 55.0 1 21.63 I Stiffener 1 Web 1 0.2200 55.0 1 25.25 19.50 1 Bot Plate 1 4.0 0.3750 36.0 1 21.63 1 I Splice Connection - Moment Connection from COLO1 To RAF01 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/8BE F121.0 0121.0 8-1.000-0 29 -B.33 23.36 -243.8 0.52 0.58 29 -8.33 23.36 -243.8 0.57 1 left right 1 1 width thick length Fy I 1 size size 1 Left Plate 1 12.0 1.000 35.25 55.0 1 Top Weld 1 8VID5 CJP1 1 Right Plate 1 12.0 1.000 35.25 55.0 I Web Weld 1 WP14 WP13 1 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 0805 0301 I Splice Connection - Moment Connection from RAFO1 To COL02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Kati Mat]. Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/80E 0121.0 F121.0 8-1.000-0 32 -8.44 -23.36 -243.8 0.58 0.52 32 -8.44 -23.36 -243.8 0.57 1 1 I left right I I width thick length Fy I I size size I Left Plate 112.0 1.000 35.25 55.0 I Top Weld 1 CJP1 6WD5 1 Right Plate 112.0 1.000 35.25 55.0 1 Web Weld 1 16013 14814 1 Stiffener I 0.0 0.000 0.00 0.0 I Bottom Weld 1 CJP1 FWD5 1 Base Plate - CO001 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tplregl/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.38 4-0.750 1453 67453 07453 0.54 0.05 0.08 0.12 0.24 0.20 F1554 Gr.36 I width thick length Fy I Base Plate I 8.00 0.375 19.50 55.0 1 Base Plate - COL02 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.38 4-0.750 FW53 01453 07453 0.54 0.05 0.07 0.11 0.23 0.20 F1554 Gr.36 I width thick length Fy 1 Base Plate I 8.00 0.375 19.50 55.0 1 Splice Load Combinations: No. ACM Cases 1.00 5W + W10 1.00 SW + W2L 1.00 SW + W1R 1.00 SW + W2R 1.00 0.60SW + W1L 1.00 0.605W + W2L 1.00 0.605W 4 W1R A175 BWB 8 1.00 0.60SW + W2R 9 1.00 SW + 858 10 1.00 SW + 868 11 1.00 5W 4 878 12 1.00 5W + W8B 13 1.00 SW + W50 14 1.00 SW + W60 15 1.00 SW + W7F 16 1.00 SW + 881 17 1.00 0.605W r W50 18 1.00 0.605W r W68 19 1.00 0.605W + W7B 20 1.00 0.60$8 + W8B 21 1.00 0.60SW + W5F 22 1.00 0.605W + W6F 23 1.00 0.60SW + W7F 24 1.00 0.605W + 880 25 1.00 1.05SW ♦ 0.70EQL 26 1.00 1.05SW + 0.70EQR 27 1.00 0.5558 + 0.70EQL 28 1.00 0.555W + 0.70EQR 29 1.20 Special Seismic 30 1.20 Special Seismic 31 1.20 Special Seismic 32 1.20 Special Seismic 33 1.20 Special Seismic 34 1.20 Special Seismic A176 BWB NUCOR BUILDING SYSTEMS Job 6 : 01100405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : GRID LINE5 A6G @ FL 6-7 Date : 4/6/08 Designer: BWB File : F99.nfr FRAME 060051PTI06 Frame type RCS Frame width 20.67 Ft. Bay width 0.00 Ft. LEFT RIGHT Dim to ridge 28.67 Ft. 0.00 Ft. Roof slope 0.00/12 0.00/12 Eave height 34.00 Ft. 34.00 Ft. Girt offset 6.25 In. 6.25 In. Typ. Girt spacing 7.00 Ft. Purlin offset : 15.00 In. 15.00 In. Typ. Purlin spacing: 4.50 Ft. Col. spacing : 28.6667 Supports / Spring Constants COLO' - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Flange Brace : Location (ft): WP2 Girt Brace Flange Brace : Location (ft): Other Braces: Column Left Brace Right Brace Location (ft): L OADING CONDITIONS Building Code s Year Occupancy Classification RISC Specification L 0 A D 5 (Psf) : IBC 2009 : II -Standard Buildings : 2005 ASO Roof Dead load 0.00 Roof Coll load . 0.00 Roof Live load 0.00 Roof Snow load 0.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 0.00 Ce - 1.00 5s - 0.333 51 = 0.072 Seismic Design Category - C Site Class - D R - 3.50 Cd = 3.00 Sds - 0.340 Shc = 0.115 rho - 1.00 omega - 3.000 Wind speed . 90.00 Mph Exp. : C Wind pressure 17.78 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.870 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W78 -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 108E -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 0.00 WP2 0.00 RP1 0.00 P ROGRAM -APPLIED LOADS Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf 1015 021 0.000 0.000 0.000 34.000 611R WP2 0.000 0.000 0.000 34.000 WIL WP1 -0.000 -0.000 0.000 34.000 W1L WP2 -0.000 -0.000 0.000 34.000 W2R WP1 0.000 0.000 0.000 34.000 P177 BWB 02R WP2 0.000 0.000 0.000 34.000 W2L WP1 -0.000 -0.000 0.000 34.000 W2L WP2 -0.000 -0.000 0.000 34.000 W50 WP1 -0.000 -0.000 0.000 34.000 W50 WP2 0.000 0.000 0.000 34.000 W5F WP1 -0.000 -0.000 0.000 34.000 W5F WP2 0.000 0.000 0.000 34.000 W68 WP1 -0.000 -0.000 0.000 34.000 W68 WP2 0.000 0.000 0.000 34.000 W6F WP1 -0.000 -0.000 0.000 34.000 W6F WP2 0.000 0.000 0.000 34.000 5076 5051 -0.000 -0.000 0.000 34.000 1175 0052 0.000 0.000 0.000 34.000 W70 0051 -0.000 -0.000 0.000 34.000 W70 WP2 0.000 0.000 0.000 34.000 5088 WP1 -0.000 -0.000 0.000 34.000 5088 WP2 0.000 0.00D 0.000 34.000 W80 WP1 -0.000 -0.000 0.000 34.000 W8F 1152 0.000 0.000 0.000 34.000 EOR 851 0.000 0.000 0.000 28.667 SQL RP1 -0.000 -0.000 0.000 28.667 USER -APPLIED LOADS Load On Hor. vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load 8 Description W1R COLO1 5.000 0.000 0.000 32.000 C-3 Wind W1L 00L02 -5.000 0.000 0.000 32.000 0-4 Wind EQR C0LO1 15.000 0.000 0.000 12.500 C-5 MEET EQR COLO1 7.000 0.000 0.000 32.000 C-1 Seismic SQL COLO2 -15.000 0.000 0.000 12.500 C-6 METE EQL 00L02 -7.000 0.000 0.000 32.000 C-2 Seismic LOAD COMBINATIONS ASR Cases A178 BWB Job U11G0405A BAYOU WELL SERVICE WAREHOUSE Frame: GRID LINES AIG @ FL 6-7 DESIGN SUMMARY REPORT "• NUCOR BUILDING SYSTEMS Date: OB -25-11 Page: 1 By : BWB File: F99 Built Up Rafter - RAF01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Nat'l Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.50 F8.50 W164 48 5 -4.9 0.06 -150.9 0.41 0.66 0.69 46 5 -11.82 0.92 0.35 0.35 Chkpt 1 5 Depth 29.25 29.25 Section 1 1 1 width thick Fy 1 T/L Flg 1 8.0 0.5000 55.00 1 Web 1 0.1644 55.00 1 B/R Flg 1 8.0 0.5000 55.00 1 Built Up Column - COL01 T/L B/R T/L 9/5 Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load ForShea Flow (k/in) Section Mat'1 Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F10.38 010.39 W150 47 14 -11.7 0.08 -155.8 0.59 0.75 0.79 48 6 10.59 0.87 0.40 0.40 Chkpt 14 Depth 23.25 23.25 Section I I I width thick Fy 1 T/L F19 110.0 0.3750 55.00 1 Web 0.1500 55.00 1 B/R Fig 1 10.0 0.3750 55.00 1 Built Up Column - CO102 T/L B/R T/L 8/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'1 Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R 1 F10.38 010.38 W150 40 23 -11.8 0.09 156.2 0.75 0.59 0.80 47 15 -10.58 0.87 0.40 0.40 Chkpt 15 Depth 23.25 Section 1 23 23.25 1 width thick Fy I T/L Flg 1 10.0 0.3750 55.00 1 Web 1 0.1500 55.00 1 B/R Flg 1 10.0 0.3750 55.00 1 Frame Weight Ilbsl - 3265 Deflections (in): 10 yr Wind dx = -1.31 = H/ 277 WINO CASE 1 TO LEFT Seismic dx - 5.22 - 9/ 69 SEISMIC TO RIGHT Story Drift - 15.65 - 0.043H SEISMIC TO RIGHT Drift Index = 0.00 1.055W+0.70EQL Maximum dx = 3.65 - H/ 99 1.055W+0.70EQR Maximum dy = 0.07 - L/ 4689 @ MOD 1, 0.55SW+0 JOHQL A179 BWB NUCOR BUILDING SYSTEMS Job 8 : 01160405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : GRID LINES ARG @ FL 6-7 Date : 4/6/08 Designer: BWB File : F99.nfr CONNECTION SUMMARY Knee Connection - C0L01 Web ? Top Plate Bottom Plates --?Roriz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(01402) W3req/W3 Weld Areq/A 04 req/W4 Stiff. No. Theta Axial Slope Matl Ratio WI 02 03 Ratio Ratio Ratio 84 Ratio Ratio Matl Stiff. Degrees Ratio 0.00:12 W250 0.75 07453 00853 0.80 0.00 0.95 FWS3 0.43 0.52 1 width thick Fy 1 height depth length 1 I width thick length Fy 1 Top Plate 110.0 0.5000 55.0 I 25.38 I Stiffener I Web 0.2500 55.0 1 29.25 23.25 1 Bot Plate I 5.0 0.3750 55.0 I 25.38 1 1 Knee Connection - 0OL02 Web ? Top Plate Bottom Plates --?Roriz./Diagonal Stiffener-? Roof Web fv/Fv Weld Weld Weld Areq/A req/(01+02) W3req/03 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio 01 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 0.00:12 0250 0.75 67453 03453 0.80 0.00 0.96 07453 0.43 0.52 0 1 width thick Fy 1 height depth length 1 1 width thick length Fy 1 Top Plate 1 10.0 0.5000 55.0 1 25.38 1 Stiffener 1 I Web 0.2500 55.0 129.25 23.25 Bot Plate I 5.0 0.3750 55.0 I 25.38 I 1 Splice Connection - Moment Connection from COLO1 To RAF01 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/860 010.75 010.75 8-1.250-5 29 -15.20 34.49 -450.3 0.91 0.94 29 -15.20 34.49 -450.3 0.86 I left right 1 I width thick length Fy 1 I size size I Left Plate 1 10.0 0.750 38.44 55.0 1 Top Weld 1 FW04 0101 1 Right Plate 1 10.0 0.750 38.44 55.0 I Web Weld 1 0814 73013 1 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 FWO4 CJP1 1 Splice Connection - Moment Connection from 8AF01 To COL02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/8BE F10.75 F10.75 8-1.250-5 32 -15.23 -34.49 -450.3 0.94 0.91 32 -15.23 -34.49 -450.3 0.86 1 I left right I 1 width thick length Fy I I size size 1 Left Plate 1 10.0 0.750 38.44 55.0 1 Top Weld I 0101 FWD4 1 Right Plate 1 10.0 0.750 38.44 55.0 1 Web Weld 1 WP13 0014 1 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 OSP' Ptl04 1 Base Plate - COLO1 Base T/L B/R FIELD BOLT Plate Bolt Flange Flange Web tplregl/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mall Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F10.38 4-0.750 071403 F7103 07453 0.57 0.05 0.15 0.13 0.42 0.52 F1554 Gr.36 1 width thick length Fy 1 Base Plate 1 10.00 0.375 23.25 55.0 1 Base Plate - C0102 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tplregl/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F10.38 4-0.750 FWS3 0053 0053 0.57 0.05 0.15 0.13 0.42 0.52 F1554 Gr.36 1 width thick length Fy 1 Base Plate 110.00 0.375 23.25 55.0 I Splice Load Combinations: No. ASR Cases 1.00 SW + W1L 1.00 SW + 5121. 1.00 SW + `.110 1.00 SW + W2R 1.00 0.6050 + W1L 1.00 0.6030 + 021 1.00 0.605W + 018 A180 BWB 8 1.00 0.60SW + W29 9 1.00 SW i W5B 10 1.00 SW + W68 11 1.00 SW + W78 12 1.00 SW + W88 13 1.00 SW + W5F 14 1.00 SW + W6F 15 1.00 SW + W70 16 1.00 SW + WBF 17 1.00 0.60SW + W58 18 1.00 0.605W + W68 19 1.00 0.60SW + W7B 20 1.00 0.60SW + W88 21 1.00 0.60SW + W5F 22 1.00 0.60SW + W6F 23 1.00 0.60SW + W70 29 1.00 0.60SW + W8F 25 1.00 1.05SW + 0.7OEQL 26 1.00 1.05SW + 0.7OEQR 27 1.00 0.555W + 0.7OEQL 28 1.00 0.55SW + 0.70EOR 29 1.20 Special Seismic 30 1.20 Special Seismic 31 1.20 Special Seismic 32 1.20 Special Seismic 33 1.20 Special Seismic 34 1.20 Special Seismic A181 BWB 3 2 at - ?AA 3 'ililasas Ettit-at t.'eat-itrtg ltttt l'iPM el 88 00 3 • !I 1 •••4i •••,fl M c m - $8388388888888888888888,988888883888888888aonnnn00nnennnn0n0n 8c' E -y ossso 6000600000000000000000000066663666666666 N0. $4 000000000 0.00 0.00 L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I 0.00_. 0,00 I 0.00 0.00 0.00 oaoaoa !ems aJY o 0000a0000000000000000000000000000000 ono t 5 Ea 0000000000000000000000000000000000000000 n an n n A Maalm Displacement a... n"no nnnnnnnnnnnnnnnnnnnn aepooeepoeee _nnnnnnnnnnnne 0.00 0.00 0.00 0.00 peonage° nnnnnono nnnnnano 0.00 0.00 0.00 iF Anchor Strength Maximum. unity: Check Pooc.g..n 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ne 0.00I 0.00 0.00 Ea symang gepaym 000000000000000000000000000000co eS.sP �q� nnnnnnnonnn000n0n0nnn0o0nnnnn°nn ]'q Eu-c cc ............ .. ..nrrvnnnnrv�n...',. ., m.,�mmma NBP Light Gage Analysis - WIN32 Version 01.18 01/18/10 AISI Spec Year - 2007 Input File: \\Avalanche\JOBS\U11G04 o5A\Design\Po2 Summary Report for project name: BAYOU WELL SERVICE LEAN-TO ---Span--- Des. Des. Bro. Supp. Lt. Rt. Max. -- Max. Computed Forces -- Maximum Computed Load Ratios ---- No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T8M 2856 V&M (in) (in) (in) --2--(kip, ft) pos M neg M -T 2 V M 1 1.33 102120 1 Yes Top 1 2 Cant. 0.00 0.357 0.00 0.20 0.03 -0.13 0.00 0.00 0.01 0.01 0.01 0.01 0.02 0.0 0.0 16.0 16.0 16.0 0.0 0.0 16.0 16.0 16.0 16.0 16.0 comb 9 0 9 4 9 0 0 9 9 9 9 9 2 27.33 101120 1 Yes Top 2 3 0.00 0.00 -2.296 0.00 2.07 14.04 -3.40 0.00 0.00 0.13 1.03 1.03 1.03 0.92 164.0 0.0 0.0 164.0 164.0 0.0 0,0 0.0 164.0 164.0 164.0 164.0 comb 9 0 9 9 4 0 0 9 9 9 9 9 3 1.33 102120 1 Yes Top 3 4 0.00 Cant. 0.357 0.00 0.20 0.03 -0.13 0.00 0.00 0.01 0.01 0.01 0.01 0.02 16.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 9 0 9 4 9 0 0 9 9 9 9 9 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T64 2614 V64 Max. -2.296 0.00 2.07 14.04 -3.40 0.00 0.00 0.13 1.03 1.03 1.03 0.92 164.0 0.0 0.0 164.0 164.0 0.0 0.0 0.0 164.0 164.0 164.0 164.0 span 2 0 2 2 2 0 0 2 2 2 2 2 comb 9 0 9 9 4 0 0 9 9 9 9 9 Roofing is screwed down Support Connection Codes: Support No. 2 3 WC WC Vertical Reactions: (kips) ______^_^ (negative reaction for gravity Load Support No. Comb. 1 2 3 4 0.00 -0.45 -0.45 0.00 0.00 -0.64 -0.64 0.00 0.00 -1.10 -1,10 0.00 0.00 0.55 0.55 0.00 0.00 0.37 0.37 0.00 0.00 0.41 0.41 0.00 0.00 -0.42 -0,42 0.00 0.00 -0.06 -0,06 0.00 0.00 -2.28 -2.28 0.00 1 0.00 -0.69 -0.64 0.00 1 0.00 -0.64 -0.69 0.00 1 0.00 -1,06 -1,10 0.00 1 0.00 -1.10 -1,06 0.00 1 0.00 -1.10 -1.06 0.00 1 0.00 -1.06 -1.10 0.00 B1 nket Insulation T Lo d Cases: Purlin s Building Code: IBC09 General Loads: Load Linear Loads: Lo Ca 1 Load Combinations: ickness: 6.00 acing 1.50 o.c. ASCE 7-05 Code ase Uniform Load (psf) 3.5 20.0 5 -26.6 40.6 93.4 40.6 40.6 40.6 loads) Load Case Name Dead Load Live Load Wind Load Edge Zone Wind Load Collateral Load Snow Load Alternate Snow Load Pattern SL, Bay 1 Pattern 51, Bay 2 Pattern SL, Bay 3 n Load start load start x end load end x Type (lb/ft) (ft) (1b/ft( (ft) Shear 5.20 0.00 5.20 1.33 Shear 5.20 0.00 5.20 27.33 Shear 5.20 0.00 5.20 1.33 Shear 29.80 0.00 29.80 1.33 Shear 29.80 0.00 29.80 27.33 Shear 29.80 0.00 29.80 1.33 Shear -39.90 0.00 -39.90 1.33 Shear -39.90 0.00 -39.90 27.33 Shear -39.90 0.00 -39.90 1.33 Shear 7.50 0.00 7.50 1.33 Shear 7.50 0.00 7.50 27.33 Shear 7.50 0.00 7.50 1.33 Shear 60.50 0.00 60.50 1.33 Shear 60.50 0.00 60.50 27.33 Shear 60.50 0.00 60.50 1.33 Shear 139.10 0.00 139.10 1.33 Shear 139.10 0.00 139.10 27.33 Shear 139.10 0.00 139.10 1.33 Shear 60.50 0.00 60.50 1.33 Shear 60.50 0.00 60.50 27.33 Shear 60.50 0.00 60.50 1.33 Act. All. Load Case No. Load Combination Name 9 Fac. 1 2 3 4 5 6 7 B 9 10 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only A184 BWB Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 DL i COL + LL Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 DL + COL + SL Y 1.00 0.60 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + WL T 1.00 0.60 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 DL + 0.7 WL T 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0L + COL i WL T 1.00 1.00 0.00 0.75 0.00 1.00 0.75 0.00 0.00 0.00 0.00 01 + COL + 0.75 11 + 0.75 WL Y 1.00 1.00 0.75 0.75 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CL + COL + 0.75 LL + 0.75 WL T 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 DL+COL+ASL 1 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 1) 1 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 3) 1 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 0L+001+11 (Pattern Set 2, Bay 1) 1 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 3) 1 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 1 6 1 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 2 6 Deflection Limitations: The deflection limit with DEAD LOAD L/ 120.00 The maximum deflection with DEAD LOAD - 2.73" The deflection limit without DEAD LOAD - L/ 150.00 The maximum deflection without DEAD LOAD - 2.19" Deflection limitations were applied to combinations 1-3,5,9 Total system weight - 201.19 lbs. Total system cost - 196.45 dollars General Notes: ' Ends of laps are considered as brace points. • Inflection points asidered brace points except for spans with discrete bracing. • A11 calculations are in accordance with the 2007 North American Specification. Purlin Production List: Purlin Section Length 1 100120 30.00 2 102120 1.33 Material Summary: Section Weight 102120 210.13 Cost Fy 205.18 55.0 A185 BWB �o 0 Q 0 0 0 E 6f E 11 2 o` ra t • 53; 1 a Y 1,1 cor vpt -go Q9 a aaaaoaoa00 ooaaa0000000000000aaa0ooa o aa E Y : ooad Odd cid 0000000000000o 0000a00000ma00000 N �'CagogRogoop00000000000000ac000a0000000000 ooaaooaoa000a00000000000a000000000000000 ocao0000000000000000000000000000000000000 q:po00000000000000000aodoa0000000aoa000aaoa 7 Q i @ ry odd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Anchor Strength.... Maximum Malty Aoo'l Recict Check'-"' Tot. Load (lb.) 0000a0000000000000000000000000000000000a gOOQORaaaaaaaaaa 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0.00 0.00 0.00 0.00 ,,,,IE E"emooa000000000000000o 0000000000000000000 J,' t y. o m 0000000000000000000000000000000000000 ..____rvrvrvrvrv..ry rvrvrv-rv., ami mmv NUCOR BUILDING SYSTEMS Job 8 01190405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : FRAME LINE 1 Date : 8/23/2011 4: Designer: NBSUT\bblackmer File : E01.nfr FRAME DESCRIPTION Frame type EMG Frame width 80.00 Ft. Bay width 15.50 Ft. LEFT RIGHT Dim to ridge 40.00 Ft. 40.00 Ft. Roof slope 1.00/12 -1.00/12 Cave height 34.00 Ft 34.00 Ft. Girt offset 10.00 In. 10.00 In. Typ. Girt spacing 5.00 Ft. Purlin offset : 10.00 In. 10.00 In. Typ. Purlin spacing: 3.00 Ft. Col. spacing : 15.0000,2@25.0000,15.0000 Supports / Spring Constants C0101 - Bottom V H C0002 - Bottom V H C0L03 - Bottom V H COL04 - Bottom V H COL05 - Top H Bottom V H Column Bracing: 9881 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 19.0 23.1 28.2 31.2 33.3 WP2 Girt Brace Y Y Y Y N Flange Brace : 2 2 2 2 0 Location (ft): 19.0 23.1 28.2 32.8 34.5 WP3 Girt Brace Y Y Y Y N Flange Brace : 2 2 2 2 0 Location (ft): 19.0 23.1 28.2 32.8 36.6 WP4 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft): 19.0 23.1 28.2 32.8 34.5 WP5 Girt Brace Y Y Y Y N Flange Brace 2 2 2 2 0 Location (ft) : 19.0 23.1 28.2 31.2 33.3 Other Braces: Column Left Brace . Right Brace Location (et): LOADING CONDITIONS Building Code 6 Year Occupancy Classification AISC Specification L 0 A D S (Psf) : IBC 2009 II -Standard Buildings 2005 ASD Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 40.60 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 58.00 Ce a 1.00 Ss = 0.333 01 = 0.072 Seismic Design Category = C Site Class - 0 R = 3.00 Cd - 3.00 Sds - 0.340 Shc - 0.115 rho - 1.00 omega - 3.000 Wind speed 90.00 Mph Exp. : C Wind pressure 17.78 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.210 W5F -0.270 0.000 -D.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W68 -0.630 0.000 -0.870 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W78 -0.270 0.000 -0.190 -0.190 -0.350 -0.270 WBB -0.630 -0.710 -0.550 -0.550 0.000 -0.630 W8F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSE) A188 BWB COLO1 15.17 -17.54 C0L02 14.40 -16.00 COL03 14.40 -16.00 C0Lo4 14.40 -16.00 COLO5 15.17 -17.54 Wind Loads for Endxall Rafter Interior Zone Pressure 10.00 10.00 Suction 10.00 -22.75 Pressure 100.00 10.00 Suction 100.00 -22.75 Edge Zone Pressure 10.00 Suction 10.00 Pressure 100.00 Suction 100.00 Tributary Widths Panel Trib. Width (ft) WP1 7.83 WP2 19.67 WP3 25.00 WP4 19.67 WP5 7.83 RP1 15.50 RP2 15.50 10.00 -31.64 10.00 -29.86 PROGRAM -APPLIED LOADS Load On Start End Start End Case Panel Load Load Loc Lac Klf Klf Ft. Ft. ROL RP1 -0.054 -0.054 0.000 40.000 ROL RP2 -0.054 -0.054 40.000 80.000 COL RP1 -0.078 -0.078 0.000 40.000 COL RP2 -0.078 -0.078 40.000 80.000 SL RP1 -0.629 -0.629 0.000 40.000 SR RP2 -0.629 -0.629 40.000 80.000 RLL RP1 -0.310 -0.310 0.000 40.000 RLR RP2 -0.310 -0.310 40.000 80.000 6116 681 -0.245 -0.245 0.000 40.000 W18 RP2 -0.096 -0.096 40.000 80.000 W1L 881 -0.096 -0.096 0.000 40.000 W1L RP2 -0.245 -0.245 40.000 80.000 W2R RP1 -0.344 -0.344 0.000 40.000 W2R RP2 -0.196 -0.196 40.000 80.000 W2L RP1 -0.196 -0.196 0.000 40.000 W2L RP2 -0.344 -0.344 40.000 80.000 6959 RP1 -0.353 -0.353 0.000 40.000 0959 RP2 -0.353 -0.353 40.000 60.000 6159 WP1 0.119 0.119 0.000 34.060 659 WP2 0.293 0.283 0.000 35.250 6159 WP3 0.360 0.360 0.000 37.333 W59 WP4 0.283 0.283 0.000 35.250 W59 WP5 0.119 0.119 0.000 34.060 W5F RP1 -0.353 -0.353 0.000 40.000 W5F RP2 -0.353 -0.353 40.000 00.000 W5F WP1 -0.137 -0.137 0.000 34.060 W5F 6982 -0.315 -0.315 0.000 35.250 W5F WP3 -0.400 -0.400 0.000 37.333 W5F WP4 -0.315 -0.315 0.000 35.250 W5F WP5 -0.137 -0.137 0.000 34.060 EOR RP1 0.030 0.030 0.000 40.000 EOR RP2 0.030 0.030 40.000 80.000 SQL RP1 -0.030 -0.030 0.000 40.000 SQL RP2 -0.030 -0.030 40.000 80.000 LRO 1181 -0.629 -0.629 0.000 40.000 LRD RP1 -0.262 -0.262 14.846 40.000 LRD RP2 -0.189 -0.189 40.000 80.000 11RD RP1 -0.189 -0.169 0.000 40.000 660 662 -0.262 -0.262 40.000 65.154 960 662 -0.629 -0.629 40.000 80.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. 919 5PAN1 3.903 0.000 0.000 0.667 919 5PAN4 1.235 0.000 0.000 79.333 910 SPAN1 -1.235 0.000 0.000 0.667 910 SPAN4 -3.903 0.000 0.000 79.333 W2R 89A611 2.125 0.000 0.000 0.667 W2R SPAN4 3.014 0.000 0.000 79.333 W20 08A01 -3.014 0.000 0.000 0.667 W2L 50A914 -2.125 0.000 0.000 79.333 USER -APPLIED LOADS Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. FL Load 9 Description RDL C0005 0.000 -1.000 -0.500 11.380 C-1 Lean -To COL C0L05 0.000 -1.000 -0.500 11.380 C-2 Lean -To SR C0L05 0.000 -11.000 -5.500 11.380 C-4 Lean -To RLR 00L05 0.000 -3.000 -1.500 11.380 C-3 Lean -To W1R 00505 0.000 2.000 1.000 11.380 0-5 Lean -To W1L C0L05 0.000 1.000 0.500 11.380 C-6 Lean -To W2R COL05 0.000 3.000 1.500 11.380 C-7 Lean -To W2L C0L05 0.000 2.000 1.000 11.380 C-8 Lean -To W56 00105 0.000 1.000 0.500 11.380 0-9 Lean -To W58 00105 0.000 1.000 0.500 11.360 0-10 Lean -To EOR C0L05 0.000 1.000 0.500 11.380 C-11 Lean -To EQL C0L05 0.000 1.000 0.500 11.380 c-12 Lean -To A189 BWB LOAD COMBINATIONS ASR Cases 1) 1.00 SW+RDL+COL+SL+SR 2) 1.00 SW+RDL+COL+RLL4RLR+NLL 3) 1.00 SW+RDL+COL4RLL+RLR+NLR 4) 1.00 SW+RDL+WIL 5) 1.00 SW+RDL+W2L 6) 1.00 SW+RDL+W1R 7) 1.00 514+10141421 8) 1.00 0.60SW+0.60RDL+w1L 9) 1.00 0.605W40.60RDL+W2L 10) 1.00 0.60514+0.60RDL+WIR 11) 1.00 0.605W40.60RDL+W2R 12) 1.00 SW+RDL+COL+0.755L+O.753R40.75W1L 13) 1.00 SW+RDL+COL#0.7535+0.7531+0.75W2L 14) 1.00 1W+RDL+COL+0.7535+0.7551+0 .751411 15) 1.00 SW+RDL+COL+0.755L+0.755R+0.75W2R 16) 1.00 SW+RDL+COL+0.75RLL+0.751LR+0.75W1L 17) 1.00 SW+RDL+COL+0.75RLL+0.7SRLR+0.75W2L 18) 1.00 SW+RDL+COL+0.758L1+0.7SRLR+0.75W1R 19) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W2R 20) 1.00 SW+RDL+WSB 21) 1.00 SW+RDL+WSF 22) 1.00 0.60554+0.60RDL+w5B 23) 1.00 0. 60514+0. 60RDL+W5F 24) 1.00 SW+RDL400L+0.7SSL+0.7SSR+0.75W5B 25) 1.00 SW+RDL+00L+0.1551+0.7551+0.75W5F 26) 1.00 SW+RDL+COL+0.75RLL+0.7SRLR+0.75W5B 27) 1.00 SW+RDL+COL+0.7SRLL+0.7SRLR+O.75W5F 28) 1.00 SW+RDL+COL+LRD+NLL 29) 1.00 SW+RDL+COL+LRD+NLR 30) 1.00 SW+RDL+COL+RRD+NLL 31) 1.00 SW+RDL+COL+RRD+NLR 32) 1.00 1.053W+1.05140L+).05COL+0.70601 33) 1.00 1.050W+1.051401+1.05COL+0.70601 34) 1.00 1.04519+1.04RDL+1.04COL+0. 155L+0. 155R+0. 52EOL 35) 1.00 1.04514+1.04ROLi1.04COL+0.1551+0.1500+0.526014 36) 1.00 0.556W+0.55ROLi0.39EQL 37) 1.00 0.55514+0.55ROL+0.39EQR A19O BWB Job : U11G0405A Frame: FRAME LINE 1 BAYOU WELL SERVICE WAREHOUSE NUCOR BUILDING SYSTEMS '' DE5IGN SUMMARY REPORT Date: 08-26-11 Page: 1 By : NBSUT\bblackmer File: E01 Built Up Rafter - RAF01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -hip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.31 F5.31 W150 29 5 0.9 0.01 -54.1 0.90 0.80 0.90 29 6 -10.80 0.46 0.74 0.74 2 F5.31 F5.31 W150 29 7 -1.3 0.01 -57.1 0.84 0.84 0.85 28 7 14.01 0.60 0.96 0.96 Chkpt 1 6 7 9 Depth 12.62 12.62 12.62 Section I 1 2 1 1 width thick Fy 1 width thick Fy 1 T/L Flg 1 5.0 0.3125 55.00 1 5.0 0.3125 55.00 1 Web1 0.1500 55.00 1 0.1500 55.00 1 B/R F1g 1 5.0 0.3125 55.00 1 5.0 0.3125 55.00 1 Built Up Rafter - RAFo2 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Ik/in1 Section Mat'l Mat'l Mat'l Comb LOC Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F6.31 F6.25 W125 29 14 -0.2 0.01 56.4 0.85 0.82 0.86 29 10 10.88 0.81 0.80 0.75 Chkpt 10 18 Depth 12.56 12.56 Section 1 1 1 width thick Fy I T/L Flg Web B/R Flg 6.0 0.3125 55.00 1 0.1250 55.00 I 6.0 0.2500 55.00 1 Built Up Rafter - RAF03 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'1 Comb LOC Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R 1 16.31 F6.25 W125 31 23 -0.2 0.00 56.1 0.85 0.82 0.85 31 27 -10.84 0.81 0.80 0.74 Chkpt 19 27 Depth 12.56 12.56 Section 1 1 1 1 width thick Fy 1 T/L Flg I 6.0 0.3125 55.00 1 Web 1 0.1250 55.00 I B/R Flg 1 6.0 0.2500 55.00 I Built Up Rafter - RAF04 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Met'l Matti Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.31 F5.31 W150 31 30 -1.3 0.01 2 F5.31 F5.31 W150 30 32 1.0 0.01 Chkpt 2B Depth 12.62 Section 1 30 31 12.62 2 36 12.62 0.84 0.84 0.84 31 30 -13.97 0.60 0.96 0.96 0.90 0.80 0.90 31 31 10.79 0.46 0.74 0.74 1 width thick Fy I width thick Fy 1 T/L Flg I 5.0 0.3125 55.00 1 5.0 0.3125 55.00 1 Web 1 0.1500 55.00 1 0.1500 55.00 I B/R F1g 1 5.0 0.3125 55.00 1 5.0 0.3125 55.00 I Built Up Column - COLO1 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/1n1 Section Nat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F6.25 F6.19 W125 21 40 0.9 0.01 2 F6.25 F6.19 W125 21 43 0.27 0.66 0.65 23 37 -0.94 0.07 0.07 0.06 0.9 0.01 -17.8 0.32 0.76 0.77 21 466 2.16 0.16 0.16 0.14 Chkpt 37 40 41 47 Depth 12.44 12.44 12.44 Section I 1 2 1 1 width thick Fy 1 width thick Fy I T/L Flg 1 6.0 0.2500 55.00 1 6.0 0.2500 55.00 1 Web 0.1250 55.00 1 0.1250 55.00 I 8/11 Flg 1 6.0 0.1875 55.00 1 6.0 0.1875 55.00 I Built Up Column - COL02 T/L B/R T/L 0/11 Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Nat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.25 F8.25 W125 21 51 7.0 0.04 -37.7 0.48 0.70 0.66 23 48 -2.35 0.18 0.17 0.17 2 F8.25 F8.25 W125 21 54 7.1 0.04 -43.1 0.55 0.80 0.76 21 57b 5.24 0.39 0.38 0.38 A191 BWB Job : 01100405A Frame: FRAME LINE 1 BAYOU WELL SERVICE WAREHOUSE f'* DE5IGN SUMMARY REPORT 'om NUCOR BUILDING SYSTEMS Date: 08-26-11 By : NBSUT\bblackmec Page: 2 File: E01 Chkpt 48 Depth 12.50 Section 1 51 52 12.50 2 58 12.50 1 width thick Fy 1 width thick Fy 1 T/L Flg 1 8.0 0.2500 55.00 1 8.0 0.2500 55.00 1 Web 1 0.1250 55.00 1 0.1250 55.00 1 B/R F1g 1 8.0 0.2500 55.00 1 8.0 0.2500 55.00 1 Built Up Column - COL03 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'1 Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.25 F8.31 W125 20 62 2 F8.25 F8.31 W125 20 65 Chkpt 59 Depth 12.56 Section 1 62 63 12.56 5.2 0.03 51.4 0.93 0.59 0.91 23 59 -3.31 0.25 0.24 0.25 5.2 0.03 55.1 1.00 0.63 0.97 21 686 6.76 0.50 0.48 0.51 69 12.56 2 1 1 width thick Fy 1 width thick Fy 1 T/L Fig 1 8.0 0.2500 55.00 1 8.0 0.2500 55.00 1 Web 1 0.1250 55.00 1 0.1250 55.00 1 B/R Fig 1 8.0 0.3125 55.00 1 8.0 0.3125 55.00 1 Built Up Column - C0L04 T/L B/R T/L 8/0 Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mali Nat'l Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.25 F8.25 W125 21 73 2 F8.25 F8.25 W125 21 76 Chkpt 70 73 74 80 Depth 12.50 12.50 12.50 Section 1 1 1 2 0.04 -37.7 0.48 0.70 0.66 23 70 -2.35 0.18 0.17 0.17 0.04 -43.1 0.55 0.80 0.76 21 79b 5.24 0.39 0.38 0.38 1 width thick Fy 1 width thick Fy 1 T/L Flo 1 8.0 0.2500 55.00 1 8.0 0.2500 55.00 1 Web0.1250 55.00 1 0.1250 55.00 1 8/8 019 I 8.0 0.2500 55.00 1 8.0 0.2500 55.00 1 Built Up Column - COLO5 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'1 Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F6.19 F6.25 W125 25 83 -11.2 0.49 -10.2 0.18 0.41 0.85 21 81 -0.94 0.07 0.06 0.07 2 F6.19 F6.25 W125 20 87 0.9 0.01 15.4 0.67 0.28 0.67 23 91 2.19 0.16 0.14 0.16 Chkpt 81 Depth 12.44 Section 1 84 85 12.44 91 12.44 2 1 1 width thick Fy 1 width thick Fy 1 T/L Flg 1 6.0 0.1875 55.00 1 6.0 0.1875 55.00 1 Web 1 0.1250 55.00 1 0.1250 55.00 1 B/R Flg 1 6.0 0.2500 55.00 1 6.0 0.2500 55.00 1 Frame Weight (lbs) - 4226 Deflections )in): 10 yr Wind dx - 0.02 - H/-8513 WIND CASE 1 TO RIGHT Seismic dx - -0.01 - H/ 9999 SEISMIC TO LEFT Story Drift - -0.03 - 0.000H SEISMIC TO LEFT Drift Index = 0.00 1.0451441.04RDL+1.0460La0.155L+0.1558t 0.52EQR Maximum dx - 0.02 = H/ 9999 0.605We0.60RDL+W1R Maximum dy - -1.33 = L/ 225 9 MOD 2, SW+RDL+COL+LRD Max. Live dy - -1.14 = L/ 262 9 MOD 2, SW+RDL+COL*LRD E/W col dx - 2.23 = L/ 190 9 C0103, 0.60514+0.60RDL+WSB A192 BWB NUCOR BUILDING SYSTEMS Job 0 01110405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame FRAME LINE 1 Date 8/23/2011 4: Designer: NBSUT\bblackmer File : EO1.nfr CONNECTION SUMMARY Splice Connection - Moment Connection from RAF01 To RAF02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matt Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 2BF F6.38 F6.38 4-0.625-5 27 0.57 0.57 27 -0.96 10.88 7.4 0.41 1 I left right 1 1 width thick length Fy 1 I size size I Left Plate 1 6.0 0.375 15.63 55.0 1 Top Weld I FW03 FWD3 1 Right Plate 1 6.0 0.375 15.56 55.0 1 Web Weld I FWD3 FWD3 1 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 F1003 FWD3 1 Splice Connection - Moment Connection from RAF03 To RAF04 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Bolt Ratio 2BF F6.38 F6.38 4-0.625-5 28 0.57 0.50 20 -0.96 -10.84 7.6 0.42 1 width thick length Fy I left right 1 I size size 1 Left Plate 1 6.0 0.375 15.56 55.0 I Top Weld 1 FWD3 11603 I Right Plate 1 6.0 0.375 15.63 55.0 1 Web Weld 1 FWD3 FWD3 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 FWD3 FWD3 1 Pinned Column Cap from COLO1 to RAFO1 Cap Bottom Cap B/R BOLT Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Mall Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4-0.500-5 Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R BOLT Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Mall Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio Pinned Column Cap from COL03 to RAF0.2 Cap Bottom Cap B/R BOLT Connx Plate aft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matt Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4-0.500-5 Pinned Column Cap from COL04 to RAF04 Cap Bottom Cap B/R BOLT Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Mall Matt Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4-0.500-5 Pinned Column Cap from COL05 to RAF04 Cap Bottom Cap B/R BOLT Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Mall Matt Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4-0.500-5 Base Plate - COLO1 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tp(reg)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mall Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.38 4-0.750 0053 0053 F2/53 0.22 0.01 0.02 0.02 0.03 0.05 F1554 Gr.36 1 width thick length Fy 1 Base Plate I 8.00 0.375 12.44 55.0 I Base Plate - COL02 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web hplreq)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mall Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design A193 BWB F8.38 4-0.750 85153 80453 00453 0.55 0.06 0.07 0.13 0.24 0.11 F1554 Gr.36 1 width thick length Fy I Base Plate 1 8.00 0.375 12.50 55.0 1 Base Plate - COL03 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tplreg)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mall Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.38 4-0.750 80453 00453 00453 0.47 0.04 0.08 0.11 0.18 0.16 F1554 Gr.36 1 width thick length Fy 1 Base Plate 1 8.00 0.375 12.56 55.0 1 Base Plate - COL04 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tplreq)/tp Axial Web Shear Flg Shear ft/Ft fa/en ASTM Mall Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.38 4-0.750 07883 80453 81103 0.55 0.06 0.07 0.13 0.24 0.11 F1554 Gr.36 1 width thick length Fy 1 Base Plate 1 8.00 0.375 12.50 55.0 1 Base Plate - COL05 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tplreq)/tp Axial Web Shear Flg Shear ft/et fv/Fv AST9 Kati Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.38 4-0.750 00453 80453 00453 0.42 0.02 0.02 0.06 0.08 0.05 F1554 Gr.36 1 width thick length Fy 1 Base Plate 1 8.00 0.375 12.44 55.0 1 Splice Load Combinations: No. ASR Cases 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 1.00 SW + R01 + COL + SL + SR 1.00 SW + ROL + COL + RLL + RLR 1.00 SW + ROL + WOL 1.00 SW + ROL + 4121 1.00 SW + ROL + W1R 1.00 5W + REL + W2R 1.00 0.60SW + 0.60ROL + 1411 1.00 0.60SW + 0.60RDL + W2L 1.00 0.605W + 0.60RDL + W1R 1.00 0.60SW + 0.60RDL + W2R 1.00 SW + REL + COL + 0.7551 + 0.75SR + 0.75911 1.00 SW + RDL + COL + 0.755L + 0.755R + 0.75021 1.00 SW + RDL + COL + 0.755L + 0.755R + 0.7510111 1.00 SW + RDL + CGL + 0.7551 + 0.7506 + 0.7592R 1.00 SW + RDL + 00L + 0.75RLL + 0.75R1R + 0.75911 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75921 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W1R 1.00 SW + REL + CGL + 0.75R1L + 0.7551R + 0.7592R 1.00 5W + 801 + 056 1.00 SW + 601 + W5F 1.00 0.6009 + 0.60RDL + W58 1.00 0.6059 + 0.60RDL + W5F 1.00 SW + RDL + COL + 0.7551 + 0.755R + 0.75056 1.00 SW + RDL + COL + 0.750L + 0.7556 + 0.75W5F 1.00 SW + RDL + COL + 0.75RLL + 0.75616 + 0.75058 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75058 1.00 SW + RDL + COL + LRD 1.00 SW + RDL + COL + RRD 1.00 1.050W + 1.05RDL + 1.05COL + 0.70EQ1 1.00 1.055W + 1.05ROL + 1.050OL + 0.70EQR 1.00 1.0409 + 1.04RDL + 1.040OL + 0.155L + 0.1508 4 0.52E0L 1.00 1.0489 + 1.04RO1 + 1.04COL + 0.1551 + 0.1558 4 0.52E0R 1.00 0.5509 + 0.55RD1 + 0.39E01 1.00 0.55SW + 0.55RDL + 0.39606 A194 BWB ri LI0 0 M SUILOINOS GROUP A DIVISION OF NUCOR CORPORATION Bracing Components (AISC 13th Edition) A195 Project No. : U11G0405A Description : BAYOU WELL SERVICE Engineer : BROOKS BLACKMER Date : 8/26/2011 per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (1311: Edition) Version: 2.6 (Date: 05/20/11) By DJE GENERAL INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): Brace Critical Load: (a) Allowable Stress Ratio, ASR: Applied Load: (I.owL) BRACE GEOMETRY: Select Brace Size: No. of Braces, n: Module Width, b: Bay Length, /: Offset Distance: COLUMN PROPERTIES: Section Designation: 1e:Back Brace (EW) &IQ Manual Load 1.00 5.2 kips.* Web Depth, d„,: ow- =Total Depth, d) None in. Web Thickness, tw: in. Flange Width, bf: -- in. Flange Thickness, tt: in. *Note: The "Applied Horizontal Load" shall be the resultant from the controlling load combination including combinations with over - strength factors for connection analysis. orrsET TER LENGTH I HAT LENGTH. I Or RAFTER Brace w/ Hillside Washer Rest Its: OK Tot. Lateral Drift: 0.561 Memb. ID Orient. Elev. Mat. Code Member Description Axial (k) Axial Allowed Stress Ratio Min. t, (in.) Brace Elong. Lateral Drift (in.) BI \ -- RB6 3/4" Rod 8.295 10.855 0.764 0.167 0.352 0.561 B2 / -- RB6 3/4" Rod 8.295 10.855 0.764 0.167 0.352 0.561 Gusset Plate Connection Results: OK Gusset Plate Information Memb. ID Weld Ratio Gusset Ratio Mat. Code Member Description Min. t,,, (in.) Height (A) Width (B) Thick. (t5) Weld (in.) Bolt Dia. (db) BWB r iLI00re BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION Bracing Components (AISC 13th Edition) A196 Project No.: U1 100405A Description : BAYOU WELL SERVICE Engineer : BROOKS BLACKMER Date : 8/26/2011 per MBMA Research Project 506 (D. 1992) & AISC Steel Construction Manual (13th Edition) Version: 2.6 (Date: 05/20/11) By DJE GENERAL. INFORMATION: Select Brace Type: Design Method, (ASD/LRFD/LSD): APPLIED LOADS: Load Location: Length (ft.) Load Magnitude (kip) by Load Case WL EQ CR CS Tier Length, l: 29.0000 LOAD COMBINATIONS: Load Case Combination Name: Comb. # 1.0 WL 0.7 p EQ (ABC, p=1.0) 0.7 p EQ (DEF, p=1.3) 0.7 12 EQ (DEF Special) 0.5 WL + CR CS 1 2 3 4 5 6 7 8 Active ASR WL 1 EQ 0 Oi b 1.00 1.00 0. CR CS r +2 Case Reactions: Load Case Horiz. (+ = Right) Vert. (+ = Up) WL 6.032 -5.200 EQ 3.132 -2.700 CR CS BWB NUCOR BUILDING SYSTEMS Job 8 : 01100405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : FRAME LINE5 2-5 Date : 8/25/2011 Designer: NBSUT\bblackmer File : F01.nfr FRAME DESCRIPTION Frame type RCG Frame width 80.00 Ft. Bay width 27.50 Ft. LEFT RIGHT Dim to ridge 40.00 Ft. 40.00 Ft. Roof slope 1.00/12 -1.00/12 Eave height 34.00 Ft. 34.00 Ft. Girt offset 10.00 In. 10.00 In. Purlin offset 10.00 In. 10.00 In. Col. spacing : 80.0000 Supports / Spring Constants CO601 - Bottom V H COL02 - Bottom V H Column Bracing: Typ Typ Girt spacing 5.00 Ft. Purlin spacing: 3.00 Ft. WP1 Girt Brace Y Y Y Y Y Y Flange Brace 0 0 1 1 1 1 Location (ft) 4.0 7.5 12.9 18.0 23.1 28.2 WP2 Girt Brace Y Y 1 Y 1 Y Flange Brace : 0 0 1 1 1 1 Location (ft): 4.0 7.5 12.9 18.0 23.1 28.2 Other Braces: Column Left Brace Right Brace Location (ft): L OADING CONDITIONS Building Code 6 Year Occupancy Classification AI5C Specification L 0 A o 5 (P s f l : IBC 2009 II -Standard Buildings : 2005 ASD Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 40.60 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 58.00 Ce - 1.00 Ss = 0.333 51 = 0.072 Seismic Design Category - C Site Class - D R - 3.00 Cd = 3.00 Sds = 0.340 5d1 0.115 rho - 1.00 omega - 3.000 Wind speed 90.00 Mph Exp. : C Wind pressure 17.78 Psf Building is Enclosed Wind pressure coefficients 01 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 521 -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 416E -0.630 0.000 -0.870 -0.870 -1.250 -0.630 070 -0.270 -0.350 -0.190 -0.190 0.000 -0.270 070 -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 0080 -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) 0P1 27.50 WP2 27.50 RP1 27.50 RP2 27.50 P ROGRAM -APPLIED LOADS Load On Start End Start End Case Panel Load Load Loc Loc Hlf Rlf FL Ft. RDL RP1 -0.096 -0.096 0.000 40.000 RDL RP2 -0.096 -0.096 40.000 80.000 COL RP1 -0.138 -0.138 0.000 40.000 COL RP2 -0.138 -0.138 40.000 80.000 A197 BWB 81 RP1 -1.116 -1.116 0.000 40.000 8R RP2 -1.116 -1.116 40.000 80.000 RLL RP1 -0.550 -0.550 0.000 40.000 RLR RP2 -0.550 -0.550 40.000 80.000 W1R RP1 -0.249 -0.249 0.000 40.000 W1R RP2 -0.093 -0.093 40.000 80.000 W1R WP1 0.284 0.284 0.000 34.000 W1R WP2 0.054 0.054 0.000 34.000 W1L RP1 -0.093 -0.093 0.000 40.000 W1L RP2 -0.299 -0.249 40.000 80.000 W1L WP1 -0.054 -0.054 0.000 34.000 W1L WP2 -0.289 -0.204 0.000 34.000 8420 RP1 -0.425 -0.425 0.000 40.000 W20 RP2 -0.269 -0.269 40.000 80.000 W20 WP1 0.108 0.108 0.000 34.000 W20 WP2 0.230 0.230 0.000 34.000 W2L RP1 -0.269 -0.269 0.000 40.000 9821 RP2 -0.425 -0.425 40.000 80.000 9921 WP1 -0.230 -0.230 0.000 34.000 9821 WP2 -0.108 -0.108 0.000 34.000 W5B RP1 -0.299 -0.299 0.000 40.000 9858 RP2 -0.249 -0.299 40.000 80.000 9858 WP1 -0.132 -0.132 0.000 34.000 9858 WP2 0.132 0.132 0.000 34.000 W50 RP1 -0.249 -0.249 0.000 40.000 W5F RP2 -0.249 -0.249 40.000 80.000 W5F WP1 -0.132 -0.132 0.000 34.000 W5F WP2 0.132 0.132 0.000 34.000 9168 RP1 -0.425 -0.425 0.000 40.000 W6B RP2 -0.425 -0.425 40.000 80.000 9868 WP1 -0.308 -0.308 0.000 34.000 W68 WP2 0.308 0.308 0.000 34.000 W6F RP1 -0.925 -0.425 0.000 40.000 W6F RP2 -0.425 -0.425 40.000 80.000 W6F WP1 -0.308 -0.308 0.000 34.000 W6F WP2 0.308 0.308 0.000 34.000 8078 RP1 -0.093 -0.093 0.000 40.000 9878 RP2 -0.093 -0.093 40.000 80.000 9878 WP1 -0.132 -0.132 0.000 34.000 W7B WP2 0.132 0.132 0.000 34.000 W7F RP1 -0.093 -0.093 0.000 40.000 W7F RP2 -0.093 -0.093 40.000 80.000 W70 W71 -0.132 -0.132 0.000 34.000 W7F 9192 0.132 0.132 0.000 34.000 W8B 091 -0.269 -0.269 0.000 40.000 W88 RP2 -0.269 -0.269 40.000 80.000 0688 WP1 -0.308 -0.308 0.000 34.000 0188 WP2 0.308 0.308 0.000 34.000 W8F RP1 -0.269 -0.269 0.000 40.000 W8F RP2 -0.269 -0.269 40.000 80.000 4181 WP1 -0.308 -0.308 0.000 34.000 W8F WP2 0.308 0.308 0.000 34.000 EQR RP1 0.046 0.046 0.000 40.000 EQR RP2 0.046 0.046 40.000 80.000 EQL RP1 -0.046 -0.046 0.000 40.000 EQL RP2 -0.046 -0.046 40.000 80.000 100 RP1 -1.116 -1.116 0.000 40.000 L00 RP1 -0.466 -0.466 14.846 40.000 LR9 RP2 -0.335 -0.335 40.000 80.000 000 RP1 -0.335 -0.335 0.000 40.000 900 RP2 -0.466 -0.466 40.000 65.154 900 RP2 -1.116 -1.116 40.000 80.000 USER -APPLIED LOADS Load On Hor. Veit. Moment Loc Special Case Mem Kips Kips K -FL. Ft. Load 8 Description RDL COL02 0.000 -1.000 -1.000 11.380 0-1 Lean -To COL C0L02 0.000 -1.000 -1.000 11.380 C-2 Lean -To 5R CQL02 0.000 -11.000 -10.997 11.380 C-4 Lean -To RLR C0L02 0.000 -3.000 -2.999 11.380 C-3 Lean -To W1R C0L02 0.000 2.000 2.000 11.380 C-5 Lean -To W10 SPAN1 5.200 0.000 0.000 5.000 C-19 Tie -Back W1L 00102 0.000 1.000 1.000 11.380 0-6 Lean -To W1L 5PAN2 -5.200 0.000 0.000 75.000 C-21 Tie -Back W2R C0L02 0.000 3.000 2.999 11.380 C-7 Lean -To W20 SPAN1 5.200 0.000 0.000 5.000 C-20 Tie -Back W2L C0L02 0.000 2.000 2.000 11.380 C-8 Lean -To W2L SPAN2 -5.200 0.000 0.000 75.000 C-22 Tie -Back W5B COL02 0.000 2.000 2.000 11.380 C-9 Lean -To W5F COL02 0.000 2.000 2.000 11.380 C-10 Lean -To W6B COL02 0.000 2.000 2.000 11.380 C-11 Lean -To W6F COL02 0.000 2.000 2.000 11.380 C-12 Lean -To W78 COL02 0.000 2.000 2.000 11.380 C-13 Lean -To W7F COL02 0.000 2.000 2.000 11.380 C-14 Lean -To W8B COL02 0.000 2.000 2.000 11.380 C-15 Lean -To W8F COL02 0.000 2.000 2.000 11.380 C-16 Lean -To EQR COL02 0.000 1.000 1.000 11.380 C-17 Lean -To EQR SPAN1 2.700 0.000 0.000 5.000 C-23 Tie -Back EQL COL02 0.000 1.000 1.000 11.360 C-18 Lean -To EQL SPAN2 -2.700 0.000 0.000 75.000 C-24 Tie -Back LOAD COMBINAT1ONS ASR Cases 1) 1.00 SW+RDL+COL+SL+SR+NLL 2) 1.00 SW+ROL+COL+SL+SR+NLR 3) 1.00 SW+RDL6COL+RLL+RLR+NLL 4) 1.00 SW+ROL+COL+RLL+RLR+NLR 5) 1.00 5WaR0L*W11 6) 1.00 SW+RDL+W2L 7) 1.00 5W+110L+W10 8) 1.00 SW+RDL+W2R 9) 1.00 0.60514+0.60REL+WIL 10) 1.00 0.605W+0.60REL+W2L 11) 1.00 0.608W+0.60REL+W1R A198 BWB 12) 1.00 0.60S71+0.60RDL+W2R 13) 1.00 591+R0L-00L+0.755La0.755R+0.75W1L 14) 1.00 SWaRDL+C0L+0.755L+0.755R+0.75W2L 15) 1.00 5W+ROL+C0L+0.7551+0.750R+0.75W1R 16) 1.00 5W+RDL+C0La0.755L+0.755R+0.75W2R 17) 1.00 SW+RDL+C0L+O.75R1L+0.75RLR+0.75W1L 18) 1.00 SW4RDL+COL+0.75RLL+0.75RLR10.75N21. 19) 1.00 SW4RDL+COL+O.7SRLL+O.75RLR10.75W1R 20) 1.00 SW+RDL+COL+0.751LL+0.15RLR+0.75W2R 21) 1.00 SW4RDL+W5B 22) 1.00 SW+RDL+196B 23) 1.00 SW+RDL+W]B+NLL 24) 1.00 SW4RDL+W7B+NLR 25) 1.00 SW+RDL+W88 26) 1.00 SW+PDL+WSF 27) 1.00 SW4RDL+46F 28) 1.00 SW4RDL+W7F+NLL 29) 1.00 SW+RDL+W7F+NLR 30) 1.00 519+130L+W8F 31) 1.00 0.605W+0.60RDL+W5B 32) 1.00 0.60591+0.60RDL+96B 33) 1.00 0.600W+0.60RDL+970 34) 1.00 0.60591+0.60RO9.+989 35) 1.00 0.400W+0.60RDL4W5F 36) 1.00 0.400W40.600014W6F 37) 1.00 0.60SW+0.60R0L+917F 38) 1.00 0.605W+0.60RDL+W8F 39) 1.00 SW+RDL+C05+0.7555+0.755Ra0.75W5B4NLL 40) 1.00 SW+RDL+C0L+0.755L+0.7550.+0.75W594NLR 410 1.00 SW+RDL+C0L+0.7551+0.755R+0.759160+NLL 42) 1.00 SW+RDL+O0L+0.755L+0.755R+0.75W60+NLR 43) 1.00 SW+RDL+C0L+0.755L+0.755R+0.75W7B+NLL 44) 1.00 5W+ROL+COL+0.7556+0.75SR+0.75W7B+NLR 45) 1.00 SW+RDL+COL+0.7556+0.755R+0.75WBB+NLL 46) 1.00 SW+RDL+C0L40.755L+0.7558+0.75W8B+NLR 47) 1.00 SW+RDL+C0L40.755L+0.755R+0.75W5FNLL 48) 1.00 SW+RDL+C0L+0.755L+0.755R40.75W5F-NLR 49) 1.00 SW+RDL+C0L+0.755L+0.755R+0.75W6F+NLL 50) 1.00 SW4RDL+C0L40.7551+0.75SR+0.75W6F+NLR 51) 1.00 5W+RDL+C0L+0.755L+0.7558+0.75W7F+NLL 52) 1.00 SW+RDL+C0L40. 750L+0.75SR+0.75W7F+NLR 53) 1.00 SW+RDL+C0L+0.755L+0.755R+0.75WBF+NLL 54) 1.00 S97+RDL+C0L+0.755150.755R+0.75W9F+NLR 55) 1.00 SW+RDL+COL40.7511LL+0.75RLR+0.75W5B+NLL 56) 1.00 SW+RDL4C0L40.75RLL+0.75RLR+0.75W50+NLR 57) 1.00 SW+RDL+C0L+0.75RLL+0.75RLR+0.75W613+NLL 58) 1.00 SW+ROL+COL70.75RLL+O.75RLR+0.75W6BaNLR 59) 1.00 SW+RDL+C0L+0.75RLL+O.75RLR90.75W7B+NLL 60) 1.00 SW+ROL+C0L+0.75RLL+0.75RLR+0.75W7B+NLR 61) 1.00 SW+RDL+C0L+0.75RLL+0.75RLR+0.75W8B+NLL 62) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W8B+NLR 63) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5F+NLL 64) 1.00 5W9RDL4C0L+0.7511LL40.75RLR+0.75W5F+NLR 65) 1.00 SW+RDL+COL+0.75RLL40.75RLR+0.75W6F+NLL 66) 1.00 SW+R51.+COL+0.75RLL+0.75RLR+0.75W6F+NLR 67) 1.00 SW+RDL+COL+0.75811+0.75RLR+0.75W7F+NLL 68) 1.00 SW+ROL+COL+0.75RL1+0.75RLR+0.75W7F+NLR 69) 1.00 541+ROL+COL+0. 75RLL40.75RLR+0.75WBF4NLL 70) 1.00 SW+RDL+COL+0. 75RLL40.75RLR+0.75WBF+NLR 71) 1.00 SW+RDL+COL+LRO+NLL 72) 1.00 SW4RDL+COL+LRO+NLR 73) 1.00 SW4RDL4C0L+RRD+NLL 74) 1.00 SW+RDL+COL+RR04NLR 75) 1.00 1.05591+1. 05RDL+1. 05COL+0.70101 76) 1.00 1.05591+1. 05RDL+1.OBC0L+0.7010)6 77) 1.00 1.0459141.04RDL+1.04COL+0.1551+0.1558+0. 525Q1 79) 1.00 1.04591+1.04RDL+1.04COL+0.155140.150840. 52EQR 79) 1.00 0.55591+0.55RDL+0.39EQL 80) 1.00 0.5557/+0.55RDL+0.39EQR A199 BWB Job : U1160405A BAYOU WELL SERVICE WAREHOUSE NUCOR BUILDING SYSTEMS Date: 08-26-11 Frame: FRAME LINES 2-5 By : NBSOT\bblackmer "' DESIGN SUMMARY REPORT "' Page: 1 File: 801 Built Up Rafter - 8AF01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.38 F8.50 W250 1 1 -25.2 0.09 -434.5 0.94 0.84 0.89 71 4a 40.27 0.91 1.03 1.19 2 F8.50 F8.38 W220 72 12 -16.4 0.07 378.4 0.93 1.06 0.99 1 8a 31.82 0.86 1.20 1.06 Chkpt 6 7 16 Depth 36.88 23.38 36.88 Section 1 11 2 1 width thick Fy 1 width thick Fy I T/L Flg 1 8.0 0.3750 55.00 1 8.0 0.5000 55.00 I Web 1 0.2500 55.00 1 0.2200 55.00 I B/R Flg 1 8.o 0.5000 55.00 1 8.0 0.3750 55.00 Built Up Rafter - RAF02 T/L B/0 T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.50 F8.38 W220 73 21 -16.5 0.07 377.0 0.93 1.05 0.99 2 25b -32.14 0.87 1.21 1.07 2 F8.38 F8.50 W250 2 32 Chkpt 17 26 27 Depth 36.88 23.38 Section 1 1 2 32 36.88 0.09 -444.2 0.96 0.86 0.91 74 29b -40.38 0.91 1.04 1.19 1 width thick Fy 1 width thick Fy T/L Flg 1 8.0 0.5000 55.00 1 8.0 0.3750 55.00 1 Web 1 0.2200 55.00 1 0.2500 55.00 I B/R Flg 1 8.0 0.3750 55.00 1 8.0 0.5000 55.00 I Built Up Column - COLO1 T/L 8/R T/L 8/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow 1k/in) Section Mat'1 Mat'l Mao 1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.25 F8.50 W188 1 36 2 F8.25 F8.50 W220 1 43 Chkpt 33 Depth 12.75 Section I 37 38 29.90 2 - 57.6 0.33 -215.7 0.87 0.72 0.97 1 37 -15.76 0.86 1.01 1.24 - 56.8 0.23 -453.8 0.95 0.80 0.94 1 44 -15.93 0.87 0.33 0.47 44 47.25 I width thick Fy 1 width thick Fy I T/L Flg I 8.0 0.2500 55.00 1 8.0 0.2500 55.00 I Web 0.1875 55.00 1 0.2200 55.00 I B/R Flg I 8.0 0.5000 55.00 1 8.0 0.5000 55.00 I Built Up Column - COL02 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mall Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.50 F8.25 91188 2 48 0.40 186.4 0.68 0.78 1.01 2 50 15.76 0.86 1.20 0.97 2 F8.50 F8.25 W220 2 56 -57.1 0.23 463.9 0.82 0.97 0.96 2 57 15.93 0.87 0.47 0.33 Chkpt 45 50 51 Depth 12.75 29.90 Section I 1 1 2 57 47.25 I width thick Fy I width thick Fy I T/L Flg I 8.0 0.5000 55.00 I 8.0 0.5000 55.00 1 Web 1 0.1875 55.00 I 0.2200 55.00 1 B/R Flg I 8.0 0.2500 55.00 I 8.0 0.2500 55.00 I Frame Weight (lbs) - 5819 Deflections lin): 10 yr Wind dx - -2.41 - H/ 150 WIND CASE 2 TO LEFT Seismic dx = -1.87 = H/ 195 SEISMIC TO LEFT Story Drift - -5.61 - 0.015H SEISMIC TO LEFT Drift Index = 0.03 1.04SW81.04RDL81.04C0Lt0.15SLe0.155Rt 0.52HQR Maximum dx - -3.19 - H/ 114 0.60SW 0.60R0L+W21 Maximum dy - -4.28 - L/ 207 @ MOD 1, SWIRDLCCOL151+SR Max. Live dy - -3.42 - L/ 259 @ MOD 1, SW+RDL+COL♦SL+SR A200 BWB NUCOR BUILDING SYSTEMS Job 9 : U1160405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : FRAME LINES 2-5 Date : 8/25/2011 Designer: NBSUT\bblackmer File : FOl.nfr CONNECTION SUMMARY Knee Connection - C0L01 Web ? Top Plate Bottom Plates -?Horiz./Diagonal Stiffener-? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1FW2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Mall Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Mall Stiff. Degrees Ratio 1.00:12 W220 1.00 FW53 FWD4 FW54 1.00 0.00 0.78 FWS3 0.89 0.68 F3.25 1 0.000 0.00 I width thick Fy I height depth length I I width thick length Fy I Top Plate I 8.0 0.3750 55.0 1 46.66 1 Stiffener I 3.0 0.2500 46.50 36.0 I Web 1 0.2200 55.0 1 32.25 46.50 1 Bot Plate I 5.0 0.3750 55.0 46.50 I Knee Connection - COL02 Web ? Top Plate Bottom Plates --?Horiz./Diagonal Stiffener-? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W14W2) W3reg/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Mall Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Mall Stiff. Degrees Ratio -1.00:12 W220 1.02 00453 F1404 0654 1.00 0.00 0.80 00053 0.89 0.69 F3.25 1 0.000 0.00 I width thick Fy 1 height depth length 1 [ width thick length Fy I Top Plate I 8.0 0.3750 55.0 I 46.66 I Stiffener I 3.0 0.2500 46.50 36.0 I Web 0.2200 55.0 132.25 46.50 Bot Plate I 5.0 0.3750 55.0 I 46.50 1 Splice Connection - Moment Connection from COLO]. To RAF01 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Watt Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/881 F81.0 F81.0 8-1.250-5 11 -16.45 38.97 -436.4 0.80 0.80 11 -16.45 38.97 -436.4 0.74 1 left right I I width thick length Fy 1 I size size 1 Left Plate I 8.0 1.000 46.12 55.0 I Top Weld I 1605 FWD5 I Right Plate I 8.0 1.000 46.12 55.0 I Web Weld I WP14 WP14 I Stiffener I0.0 0.000 0.00 0.0 I Bottom Weld I FWD5 FWD5 1 Splice Connection - Moment Connection from 8AF01 TO RAF02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/801 F8.75 F8.75 8-1.250-5 1 -18.62 -0.28 389.9 0.99 0.99 1 -18.62 -0.28 389.9 0.72 I width thick length Fy I I left right 1 I size size 1 Left Plate I 8.0 0.750 46.12 55.0 1 Top Weld I FWD4 FWD4 1 Right Plate 1 8.0 0.750 46.12 55.0 1 Web Weld I WP14 WP14 I Stiffener I 0.0 0.000 0.00 0.0 I Bottom Weld I FWD4 FWD4 I Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/881 F81.0 F81.0 8-1.250-5 13 -16.20 -39.21 -444.4 0.81 0.81 13 -16.20 -39.21 -444.4 0.76 I left right 1 1 width thick length Fy I I size size I Left Plate I 0.0 1.000 46.12 55.0 I Top Weld I FWD5 ET/05 I Right Plate I 8.0 1.000 46.12 55.0 1 Web Weld 1 WP14 WP14 Stiffener I 0.0 0.000 0.00 0.0 1 Bottom Weld I FWD5 FWD5 Base Plate - COLO' Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tp(regl/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.36 4-1.000 07853 FW53 FW53 0.91 0.12 0.27 0.35 0.28 0.51 F1554 Gr.36 I width thick length Fy 1 Base Plate I 8.00 0.375 12.75 55.0 1 Base Plate - C0L02 Base T/L B/R YIELD BOLT Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Oty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.50 4-1.000 F7453 FW53 FW53 0.88 0.13 0.27 0.38 0.30 0.51 F1554 Gr.36 A201 BWB 1 width thick length Fy 1 Base Plate 1 0.00 0,500 12.75 55.0 1 Splice Load Combinations: No. ASR Cases 1.00 SW + ROL + COL + SL + SR 1.00 SW + RDL + COL + RLL + RLR 1.00 5W + RDL + W1L 1.00 SW + ROL + W2L 1.00 5W + ROL + WIR 1.00 SW + RDL + W2R 1.00 0.605W + 0.60801 + W1L 1.00 0.60SW + 0.60R01. + W2L 1.00 0.60SW + 0.60ROL + W1R 1 1.00 0.6055 + 0.60601 + 01212 1 1.00 SW + RDL + COL + 0.755L + 0.7506 + 0.75511 1 1.00 SW + RDL + COL + 0.755L + 0.755R + 0.75W2L 1 1.00 SW + RDL + COL + 0.755L + 0.755R + 0.7551R 1 1.00 SW + RDL + COL + 0.7551 + 0.755R + 0.75W2R 1 1.00 SW + RDL + COL + 0.7SRLL + 0.75RLR + 0.75511 1 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75521 1 1.00 SW + RDL + COL + 0.7SRLL + 0.7511111 + 0.75516 1 1.00 SW + RDL + COL + 0.75RLL 4 0.75RLR + 0.75W2R 1 1.00 SW + REL + W56 2 1.00 SW + ROL + W66 2 1.00 SW + RDL + W76 2 1.00 SW + ROL + W86 2 1.00 SW + ROL + w5F 2 1.00 5W + REL + W6F 2 1.00 5W + ROL + W7F 2 1.00 SW + ROL + W8F 2 1.00 0.60SW + 0.60801 + 556 2 1.00 0.60SW + 0.60801 + W6B 2 1.00 0.6055 + 0.60801 + 576 3 1.00 0.60SW + 0.60801 + WBB 3 1.00 0.605W + 0.60RDL + W5F 3 1.00 0.60511 + 0.60801 + W6F 3 1.00 0.60SW + 0.60601 + W70 3 1.00 0.60SW + 0.60801 + WBF 3 1.00 5W + ROL + COL + 0.755L + 0.755E + 0.75W56 3 1.00 SW + ROL + COL + 0.75SL + 0.755R + 0.75W6D 3 1.00 SW + ROL + COL + 0.75SL + 0.75SR + 0.755/B 3 1.00 SW + RDL + COL + 0.75SL + 0.755R + 0.75W80 3 1.00 SW + ROL + COL + 0.755L + 0.755R + 0.75W5F 4 1.00 SW + ROL + COL + 0.75SL + 0.755R + 0.75W6F 4 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.75W0F 4 1.00 SW + RDL + COL + 0.75SL + 0.155R + 0.15W8F 4 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75556 4 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W6B 4 1.00 SW + RDL + COL + 0.7SRLL + 0.75RLR + 0.75W7B 4 1,00 SW + RDL + COL + 0.75RL1 + 0.75610 + 0.75566 4 1,00 SW + RDL + COL + 0.75RL1 + 0.75RLR + 0.7555E 4 1.00 SW + RDL + CCL + 0.75RLL + 0.75RLR + 0,75W6F 4 1.00 SW + ROL 4 COL + 0.75RLL + 0.75818 + 0.7557E 5 1.00 SW + ROL + COL + 0.75RLL + 0.75RLR + 0.7558E 5 1.00 SW + ROL + COL + LR0 5 1.00 SW + RDL + COL + RR0 5 1.00 1.05SW + 1.05001 + 1.05001 + 0.70E01 5 1.00 1.0555 + 1.05801 + 1.05001 + 0.7OEQR 5 1.00 1.04SW + 1.04RDL + 1.04COL + 0.15SL + 0.155R + 0.52EOL 5 1.00 1.04SW + 1.04RDL + 1.04C0L + 0.15SL + 0.15SR + 0.52EOR 5 1.00 0.55501 + 0.55001 + 0.39EQL 5 1.00 0.55541 + 0.55801 + 0.39100 A202 BWB NUCOR BUILDING SYSTEMS Job 6 : 01100405A Job Name: BAYOU WELL SERVICE LEAN-TO Frame : FRAME LINES 162.1 Date : 8/25/2011 Designer: NBSIIT\bblackmer File : F10.nfr FRAME DESCRIPTION Frame type LCS Frame width 15.83 Ft. Bay width 15.67 Ft. LEFT RIGHT Dim to ridge 15.83 Ft. 0.00 Ft. Roof slope 0.95/12 0.00/12 Eave height 11.00 Ft. 12.25 Ft. Girt offset 10.00 In. 10.00 In. Typ. Girt spacing 0.00 Ft. Purlin offset 10.00 In. 10.00 In. Typ. Purlin spacing: 0.75 Ft. Col. spacing : 15.8333 Supports / Spring Constants COL01 - Bottom V 8 C0L02 - Top H Bottom V 8 Column Bracing: WP1 Girt Brace Y Flange Brace : 1 Location (ft) 7.5 Other Braces: Column Left Brace . Right Brace Location (ft): L OADING CONDITIONS Building Code 6 Year Occupancy Classification AISC Specification L 0 A D 5 (Psf) : IBC 2009 : II -Standard Buildings : 2005 ASC Roof Dead load 7.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 40.60 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 58.00 Ce - 1.00 Ss = 0.333 51 = 0.072 Seismic Design Category = C Site Class = D R 3.00 Cd 3.00 Sds - 0.340 Shc - 0.115 rho - 1.00 omega = 3.000 Wind speed 90.00 Mph Exp. C Wind pressure 14.98 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 1158 -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 7068 -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.870 -0.870 -1.250 -0.630 1070 -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 1080 -0.630 -0.710 -0.550 -0.550 0.000 -0.630 WBF -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 RP1 15.67 15.67 P ROGRAM -APPLIED LOADS Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf ROL 661 -0.118 -0.118 0.000 15.833 COL BPI -0.078 -0.078 0.000 15.833 56 RPI -0.636 -0.636 0.000 15.833 RLL RP1 -0.313 -0.313 0.000 15.833 W1R RP1 -0.209 -0.209 0.000 15.833 W1R 1061 0.185 0.185 0.000 11.000 W1L RP1 -0.082 -0.082 0.000 15.833 W1L WP1 -0.059 -0.059 0.000 11.000 W2R RP1 -0.293 -0.293 0.000 15.833 1026 WP1 0.101 0.101 0.000 11.000 A203 BWB W2L RP1 -0.167 -0.167 0.000 15.833 9421 WP1 -0.143 -0.143 0.000 11.000 9459 RP1 -0.120 -0.120 0.000 15.833 W5B WP1 -0.063 -0.063 0.000 11.000 W5F RP1 -0.120 -0.120 0.000 15.833 W5F WP1 -0.063 -0.063 0.000 11.000 W6B RP1 -0.204 -0.204 0.000 15.833 W6B WP1 -0.148 -0.148 0.000 11.000 W6F RP1 -0.204 -0.204 0.000 15.833 W6F WP1 -0.148 -0.148 0.000 11.000 9478 RP1 -0.045 -0.045 0.000 15.833 W78 WP1 -0.063 -0.063 0.000 11.000 W7F RP1 -0.045 -0.045 0.000 15.033 W7F WP1 -0.063 -0.063 0.000 11.000 W8B RP1 -0.129 -0.129 0.000 15.833 W8B WP1 -0.148 -0.148 0.000 11.000 W8F RP1 -0.129 -0.129 0.000 15.833 W8F WP1 -0.148 -0.148 0.000 11.000 FOR RP1 0.040 0.040 0.000 15.833 EQL RP1 -0.040 -0.040 0.000 15.833 USER -APPLIED LOADS Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf FL FL Load 4 Description SL RP1 -0.024 -1.290 0.000 15.833 P-1 Drift L OAD COMBINATIONS ASR Cases 1) 1.00 SW+RDL+COL+SL+NLL 2) 1.00 SW+RDL+COL+SL+NLR 3) 1.00 SW+RDL+COL+RLL+NLL 4) 1.00 SW+RDL+COL+RLL+NLR 5) 1.00 SW+RDL+WIL 6) 1.00 SW+RDL+W2L 7) 1.00 SW+RDL+818 8) 1.00 SW+RDL+W2R 9) 1.00 0.60SW+0.60RDL+WIL 10) 1.00 0.605W+0.60RDL+W2L 11) 1.00 0.60594+0.60RDL+981R 12) 1.00 0.60594+0.609001+102R 13) 1.00 SW+RDL+COL+0.7556+0.75W1L 14) 1.00 SW+RDL+COL+0.7551+0.75W2L 15) 1.00 SW+RDL+COL+0.7551+0.75W1R 16) 1.00 SW+RDL+COL+0.7555+0.75W2R 17) 1.00 SW+RDL+COL+0.75RLL+0.75W1L 18) 1.00 SW+RDL+COL+0.75RLL+0.75W2L 19) 1.00 SW+RDL+COL+0.75RLL+0,75N1R 20) 1.00 594+RDL+COL+0,75RLL+0.75W2R 21) 1.00 594+RDL+858 22) 1.00 SW+RDL+W6B 23) 1.00 SW+RDL+W7B 24) 1.00 510+RDL+1089 25) 1.00 5W+RDL+9458 26) 1.00 SW+RDL+W6F 27) 1.00 SW+RDL+417F 28) 1.00 SW+RDL+wee 29) 1,00 0,60599+0.60RDL+9958 30) 1.00 0.60594+0.60RDL+0066 31) 1.00 0.60571+0.60RDL+9478 32) 1,00 0.605W+0.60RDL+48B 33) 1.00 0.60514+0.60RDL+W5F 34) 1.00 0.60504+0.6ORDL+W61 35) 1.00 0.60594+0.60ROL+W7F 36) 1.00 0.60594+0.6090DL+W8F 37) 1.00 SW+R0L+COL+0.7555+0.759458 38) 1.00 SW+RDL+COL+OJ55L+0.75168 39) 1.00 SW+RDL+COL+0.755L+0.75W7B 40) 1.00 514+RDL+COL+0.755L+0.350109 41) 1.00 SW+RDL+COL+0.755L+0.75W5F 42) 1.00 SW+RDL+COL+0.755L+0.75716F 43) 1.00 SW+RDL+COL+0.755L+0.75W7F 44) 1.00 SW+RDL+COL+0.75SL+0.75W8F 45) 1.00 SW+RDL+COL+0.75RLL+0.75W5B 46) 1.00 SW+ROL+COL+0.75RLL+0.75W6R 47) 1.00 541+R0L+COL+0.75RLL+0.75W78 48) 1,00 5W+RDL+COL+0.75RLL+0.75W88 49) 1.00 SW+ROL+COL+0.75RLL+0.7545F 50) 1.00 SW+RDL+COL+0.75RLL+0.7546F 51) 1.00 SW+RDL+COL+0.75RLL+0.7547F 52) 1.00 SW+ROL+COL+0.75RLL+0.75W8F 53) 1.00 1.05594+1. 05RDL+1. 05001+0.70EOL 54) 1.00 1.055W+1.059001+1.05001+0.70e09 55) 1.00 1.04594+1.04901+1.04001+0.1501+0.52EQL 56) 1.00 1.04094+1.04901+1.04001+0.1551+0,52EQR 57) 1.00 0.55594+0.55RD1+0.45EQL 58) 1.00 0.555W+0.55RDL+0.45ECR A204 BWB Jab U1160905A BAYOU WELL SERVICE LEAN-TO NUCOR BUILDING SYSTEMS Date: 08-26-11 Frame: FRAME LINES 162.1 By : NBSUT\bblackmer DESIGN SUSVSARY REPORT "* A205 Page: 1 File: F10 Built Up Rafter - RAF01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Nat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.25 F5.25 W125 1 6 -0.3 0.00 39.0 0.81 0.85 0.84 1 14 -12.25 0.88 0.88 0.88 Chkpt 1 14 Depth 12.00 12.00 Section 1 1 I 1 width thick Fy 1 T/L Fig 1 5.0 0.2500 55.00 1 Web1 0.1250 55.00 1 B/R Fig 1 5.0 0.2500 55.00 1 Built Up Column - COL01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Nat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L 16/0 1 F5.19 F5.19 W125 2 18 -11.5 0.20 -3.3 0.08 0.10 0.29 15 18b -0.91 0.07 0.06 0.06 Chkpt 15 19 Depth 12.38 12.38 Section 1 1 1 1 width thick Fy 1 0/1 P14 1 5.0 0.1875 55.00 1 Web 1 0.1250 55.00 1 B/R Fig 1 5.0 0.1875 55.00 1 Built Up Column - C0L02 T/L 8/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.19 F5.19 W125 1 20 -12.3 0.15 0.0 0.00 0.00 0.15 15 21 0.00 0.00 0.00 0.00 Chkpt 20 Depth 12.38 Section 1 21 12.38 1 width thick Fy 1 0/1 Flg 1 5.0 0.1875 55.00 1 Web1 0.1250 55.00 1 B/R Rig 1 5.0 0.1875 55.00 1 Frame weight Ilbsl - 328 Deflections (in): Maximum dye -0.47 L/ 367 @ M00 1, SW+RDL+COL+SL Max. Live dy = -0.41 = L/ 924 @ M00 1, 5W+R0L+C0L+SL BWB NUCOR BUILDING SYSTEMS Job M : 111100405A Job Name: BAYOU WELL SERVICE LEAN-TO Frame : FRAME LINES 162.1 Date : 8/25/2011 Designer: NBSUT\bblackmer File : F10.nfr CONNECTION SUMMARY Knee Connection - COLO1 Web ? Top Plate Roof Web fv/Fv Weld Well Weld Areq/A req/(W1+W2) Slope Mall Ratio W1 W2 W3 Ratio Ratio W3req/W3 Ratio Bottom Plates--?Horiz./Diagonal Stiffener--? Weld Areq/A W4req/W4 Stiff. No. Theta Axial W4 Ratio Ratio Mall Stiff. Degrees Ratio 0.95:12 W125 0.02 61453 65053 0.33 0.00 0.02 65153 0.02 0.02 0 1 width thick Fy I height depth length 1 1 width thick length Fy 1 Top Plate 1 5.0 0.1875 55.0 1 12.04 1 Stiffener 1 I Web 1 0.1250 55.0 1 10.59 12.00 1 1 Bot Plate 1 3.0 0.2500 36.0 1 12.00 I Knee Connection - 00102 Web ? Top Plate Bottom Plates-?Boriz./Diagonal Stiffener -7 Roof Web fv/Fv Weld Weld Weld Areq/A req/(411+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Mall Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio 0.95:12 W125 0.02 01453 6953 0.33 0.00 0.02 6953 0.02 0.02 0 1 width thick Fy I height depth length 1 1 width thick length Fy I Top Plate 1 5.0 0.1875 55.0 1 12.04 1 Stiffener 1 Web 1 0.1250 55.0 113.27 12.00 1 1 Bot Plate 1 3.0 0.2500 36.0 I 12.00 1 1 Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mall Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/080 F6.30 F6.38 8-0.625-5 28 0.0 0.12 0.12 1 -0.41 9.25 0.0 0.00 1 width thick length Fy 1 1 left right 1 1 size size 1 Left Plate I 6.0 0.375 17.63 55.0 I Top Weld 1 F8D3 FW03 I Right Plate I 6.0 0.375 17.63 55.0 I Web Weld 1 07613 WP13 I Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 81903 614D3 I Splice Connection - Moment Connection from RAF01 To C0L02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mall Mall Oty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/80E F6.38 F6.38 8-0.625-5 28 1.21 0.79 0.0 0.14 0.13 1 -0.41 -12.26 0.0 0.00 1 wrath thick length Fy 1 1 left right 1 1 size size 1 Left Plate 1 Right Plate I Stiffener 1 6.0 0.375 17.63 55.0 1 Top Weld 1 FW03 FWD3 1 6.0 0.375 17.63 55.0 1 Web Weld 1 WP13 WP13 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 FYID3 61903 1 Pinned Column Cap from CO102 to RAF01 Cap Bottom Cap B/R BOLT Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Mall Matl 05y/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4-0.500-5 Base Plate - COLO1 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tplregl/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mall Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.38 4-0.750 61053 01053 88053 0.44 0.02 0.02 0.04 0.06 0.02 F1554 0r.36 I width thick length Fy 1 Base Plate 1 8.00 0.375 12.38 55.0 1 Base Plate - COL02 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tplregl/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matt Qty/Size Weld Weld Weld Ratio Check 6 Uplift 5 Uplift Ratio Ratio Design F8.38 4-0.750 F9153 FWS3 69053 0.46 0.01 0.02 0.03 0.05 0.00 F1554 Gr.36 width thick length Fy 1 Base Plate 1 8.00 0.375 12.38 55.0 1 Splice Load Combinations: A2O6 Bw8 NO. ASR Cases 1 1.00 5W + ROL + COL + SL 2 1.00 SW + RDL + COL + RLL 3 1.00 50 + RDL + W1L 4 1.00 SW + RDL + W2L 5 1.00 SW 4 RDL + W1R 6 1.00 SW + RDL + W2R 7 1.00 0.60SW + 0.60001 + 1416 8 1.00 0.6050 + 0.60001 4 021 9 1.00 0.60SW + 0.60001 4 0813 10 1.00 0.60SW + 0.6081L + W2R 11 1.00 SW + RDL + COL + 0.7551 + 0.750811 12 1.00 SW + ROL + COL + 0.7551 + 0.751421 13 1.00 SW 4 RDL + COL + 0.7551 + 0.750810 14 1.00 514 + 801 + CCL 4 0.7551 + 0.75020 15 1.00 SW 4 ROL + COL + 0.75011 + 0.751411 16 1.00 5W + RDL + COL + 0.75011 + 0.751421 17 1.00 SW + 001 + COL + 0.75011 + 0.75010 18 1.00 SW + RDL + COL + 0.7500.1 + 0.75020 19 1.00 SW + 901 + W5B 20 1.00 SW + RDL 4 W6B 21 1.00 5W 4 ROL 4 W7B 22 1.00 SW + ROL + 088 23 1.00 SW + ROL + W5F 24 1.00 5W + RDL + W6F 25 1.00 SW + RDL + W7F 26 1.00 SW + RDL + W8F 27 1.00 0.60SW + 0.60RDL + 058 28 1.00 0.60SW + 0.60RDL + W6B 29 1.00 0.6050 + 0.60RDL + 0873 30 1.00 0.60SW + 0.60001 + 1480 31 1.00 0.60SW 4 0.60RD1 + W5F 32 1.00 0.605W 4 0.60RDL + W6F 33 1.00 0.6050 + 0.60601 + W7F 34 1.00 0.605W + 0.60601 + 080 35 1.00 5W + RDL + COL + 0.7551 + 0.75058 36 1.00 SW + RDL + COL + 0.755L + 0.751463 37 1.00 SW + ROL + COL + 0.7550. + 0.751478 38 1.00 5W + 001 + COL + 0.7556 + 0.75418B 39 1.00 SW 4 RDL + COL + 0.7555 + 0.75145F 40 1.00 SW + RDL + COL + 0.7551 + 0.75146F 41 1.00 SW 4 001 + COL + 0.7551 + 0.751476 42 1.00 5W + ROL + COL + 0.7550. + 0.7508F 43 1.00 5W + RC1 + COL + 0.75811 4 0.750858 44 1.00 5W + RCL + COL + 0.75010. + 0.751463 45 1.00 SW + ROL + COL + 0.75011 + 0.751478 46 1.00 SW + ROL + COL + 0.75911 + 0.751488 47 1.00 5W + RD1 + COL + 0.75061 + 0.75415F 48 1.00 5W + ROL + COL + 0.75811 + 0.75446F 49 1.00 SW + RDL + COL + 0.75811 + 0.750870 50 1.00 5W + ROL + COL + 0.75011 + 0.75148F 51 1.00 1.05506 + 1.05001 + 1.05COL + 0.70E01 52 1.00 1.0550 + 1.05001 + 1.05001 + 0.70EQR 53 1.00 1.04SW + 1.04RDL + 1.04001 + 0.1551 + 0.52801 54 1.00 1.04SW + 1.0400L + 1.04001 + 0.1551 + 0.52000 55 1.00 0.55500 + 0.55RDL + 0.45E01 56 1.00 0.55500 + 0.55000 + 0.45006 A207 BWB r�ucon BIJILDINOS GROUP A DIVISION OF NUCOR CORPORATION LeanTo Connections (AISC 13th Edition) Project No. : Description : Engineer: Date : A208 1111G0405A BAYOU WELL SERVICE BROOKS BLACKMER 8/26/2011 per AISC Steel Construction Manual (13th Edition) - Part 10-49 & Section JI0 Version: 1.3 (Date: 09/23/09) By DJE GENERAL INFORMATION: Design Method, (ASD / LRFD): SoRLmiit SSates: ;(Low ate Limit States: (Low.] 4d -Plate Weld Ratio: (Low Eave) olfLttutt States-. (lJigh Eave) d-Plategiinit States. (High Eave) nd Plate Weld Ratio: T(Hlgh Eave) 0.310- -,-0.762 0389 APPLIED LOADS: (Low Eave) Maximum Rafter End -Reaction: Allowable Stress Ratio, ASR: Required Shear Strength, V,: RAFTER GEOMETRY: (Low Eave) Section Designation: Web Depth, dw: (WF -Total Depth, d) Web Thickness, tw: Flange Width, br: Flange Thickness, tr: Section Material: Rafter Slope, (x : 12): BU12x13 ❑ Use Alternate Low Eave Connection (Bearing Connection). LEAN -10 RAPIER TO COLUMN CONNECTION LEAN—TO RAFTER TO MAIN COLUMN CONNECTION sr �s ire SEE •i 0 FRAME OUTPUT ___ p BOLTS I— FOR CAPPL BM1'eeG xot�ll 1 WT II II 1' BOLTS ENOPL I STFPA (NS/FS) Pil_ Pb T WELD DETAIL WELD DETAIL Nap flange weld shall use a minimum 3/16' single—sided fillet weld. APPLIED LOADS: (High Eave) Maximum Rafter End -Reaction: Allowable Stress Ratio, ASR: kips Required Shear Strength, V,: A572 Gr. 55 CONNECTION PROPERTIES: (Low Eave) Column Flange Thickness, tr eol: 0.251 End -Plate Information: End -Plate Thickness, tp: End -Plate Material: 'A' End -Plate Weld: No. of Bolt Rows/Connx, nr: Bolt Diameter, dA : Bolt Material: Standard Plate Dimensions: End -Plate Width, bp: Minimum End -Plate Length, 1p: Distance to 1St Bolt, Pr: Bolt Spacing, Pb: Bolt Gage, g: RAFTER GEOMETRY: (High Eave) Section Designation: Web Depth, dw: (WF —Total Depth, d) Web Thickness, C: Flange Width, br: Flange Thickness, tr: Section Material: (O.N.O.) None CONNECTION PROPERTIES: (High Eave) .._..0.251 .. in. Column Flange Thickness, tr eol: End -Plate Information: End -Plate Thickness, tp: End -Plate Material: 'A' End -Plate Weld: No. of Bolt Rows/Connx, n,: Bolt Diameter, db : Bolt Material: Standard Plate Dimensions: End -Plate Width, bp: Minimum End -Plate Length, !p: Distance to 1`t Bolt, Pr: Bolt Spacing, Pb: Bolt Gage, g: 025 in. A572 Gr.,551 2__... A325_ ❑ Manual Input! 5 in. 5.75 in. 1.25 in. 3 in. 3 in. Manual Input! kips in. in. in. in. in. in. in. in. 3 in. 3 in. BWB NUCOR BUILDING SYSTEMS Job 8 : U11G0405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : FRAME LINES 667 Date : 8/23/2011 4: Designee NBSUT\bblackmer File : F02.nfr FRAME DESCRIPTION Frame type : RCG Frame width : 80.00 Ft. Bay width : 30.00 Ft. LEFT RIGHT Dim to ridge 40.00 FI. 40.00 Ft Roof slope 1.00/12 -1.00/12 Eave height 34.00 FI. 34.00 Ft Girt offset 10.00 In. 10.00 In Purlfn offset : 10.00 In. 10.00 In Cal. spacing : 80.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: Typ. Girt spacing 5.00 Ft. Typ. Purlfn spacing: 3.00 Ft. WP1 Girt Brace Y Y Y T Y T Flange Brace 0 0 1 1 1 Location (ft): 4.0 7.5 12.9 18.0 23.1 28.2 WP2 Girt Brace Y Y Y Y Y Y Flange Brace : 0 0 1 1 1 1 Location (ft): 4.0 7.5 12.9 18.0 23.1 28.2 Other Braces: Column Left Brace Right Brace Location (ft): L OADING CONDITIONS Building Code 6 Year Occupancy Classification AISC Specification L 0 A 0 5 (Psf) : IBC 2009 : II -Standard Buildings : 2005 A50 Roof Dead load 3.50 Roof Coll load 5.00 Roof Live load 20.00 Roof Snow load 40.60 Floor dead load : 60.00 Floor live load : 80.00 Ground Snow load: 58.00 Ce - 1.00 Ss = 0.333 01 - 0.072 Seismic Design Category = C Site Class - D R = 3.00 Cd - 3.00 Sds - 0.340 Sdl = 0.115 rho 1.00 omega - 3.000 Wind speed 90.00 Mph Exp. : C Wind pressure 17.78 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.500 0.000 -0.510 -0.190 0.000 -0.110 WIL -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 0659 -0.270 -0.090 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.870 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 0488 -0.630 -0.710 -0.550 -0.550 0.000 -0.630 W8F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 30.00 WP2 30.00 RP1 30.00 RP2 30.00 P ROGRAM -APPLIED LOADS Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. 4,01 RP1 -0.105 -0.105 0.000 40.000 RDL RP2 -0.105 -0.105 40.000 80.000 COL RP1 -0.150 -0.150 0.000 40.000 COL RP2 -0.150 -0.150 40.000 80.000 A209 BWB SL 621 -1.218 -1.218 0.000 40.000 SR RP2 -1.218 -1.218 40.000 80.000 ALL 621 -0.600 -0.600 0.000 40.000 RLR RP2 -0.600 -0.600 40.000 80.000 WIR RP1 -0.272 -0.272 0.000 40.000 71111 RP2 -0.101 -0.101 40.000 80.000 916 9921 0.309 0.309 0.000 34.000 W1R WP2 0.059 0.059 0.000 34.000 Wit 621 -0.101 -0.101 0.000 40.000 WIL RP2 -0.272 -0.272 40.000 80.000 W1L WP1 -0.059 -0.059 0.000 34.000 W1L WP2 -0.309 -0.309 0.000 34.000 W2R RP1 -0.464 -0.464 0.000 40.000 W2R RP2 -0.293 -0.293 40.000 80.000 W2R WP1 0.117 0.117 0.000 34.000 W211 WP2 0.251 0.251 0.000 34.000 921 RP1 -0.293 -0.293 0.000 40.000 W2L RP2 -0.464 -0.464 40.000 80.000 W2L 921 -0.251 -0.251 0.000 34.000 W2L WP2 -0.117 -0.117 0.000 34.000 956 621 -0.272 -0.272 0.000 40.000 953 622 -0.272 -0.272 40.000 80.000 W50 921 -0.144 -0.144 0.000 34.000 W50 WP2 0.144 0.144 0.000 34.000 W50 RP1 -0.272 -0.272 0.000 40.000 W5F RP2 -0.272 -0.272 40.000 80.000 W5F WP1 -0.144 -0.144 0.000 34.000 W50 WP2 0.144 0.144 0.000 34.000 W60 621 -0.464 -0.464 0.000 40.000 W6B RP2 -0.464 -0.464 40.000 80.000 W6B WP1 -0.336 -0.336 0.000 34.000 W6B WP2 0.336 0.336 0.000 34.000 W6F 621 -0.464 -0.464 0.000 40.000 W6F RP2 -0.464 -0.464 40.000 80.000 W6F WPI -0.336 -0.336 0.000 34.000 W60 WP2 0.336 0.336 0.000 34.000 7178 RP1 -0.101 -0.101 0.000 40.000 978 RP2 -0.101 -0.101 40.000 80.000 W7B WP1 -0.144 -0.144 0.000 34.000 9973 WP2 0.144 0.144 0.000 34.000 W7F 621 -0.101 -0.101 0.000 40.000 W7F RP2 -0.101 -0.101 40.000 80.000 W7F WP1 -0.144 -0.144 0.000 34.000 W7F WP2 0.144 0.144 0.000 34.000 983 RP1 -0.293 -0.293 0.000 40.000 9980 RP2 -0.293 -0.293 40.000 80.000 7988 WP1 -0.336 -0.336 0.000 34.000 988 WP2 0.336 0.336 0.000 34.000 W8F RP1 -0.293 -0.293 0.000 40.000 W8F RP2 -0.293 -0.293 40.000 80.000 W8F WP1 -0.336 -0.336 0.000 34.000 W8F WP2 0.336 0.336 0.000 34.000 EQR RP1 0.044 0.044 0.000 40.000 EQR RP2 0.044 0.044 40.000 80.000 EQL RP1 -0.044 -0.044 0.000 40.000 EQL RP2 -0.044 -0.044 40.000 80.000 LRD RP1 -1.218 -1.218 0.000 40.000 LRD RP1 -0.508 -0.508 14.846 40.000 LRD RP2 -0.365 -0.365 40.000 80.000 369 RP1 -0.365 -0.365 0.000 40.000 RRD RP2 -0.508 -0.508 40.000 65.154 RRD RP2 -1.218 -1.218 40.000 80.000 USER -APPLIED LOA05 Load On Hor. Vert. Moment L00 Special Case Mem Kips Kips K -FL FL Load 7 Description FDL COLO1 0.000 -9.000 0.000 12.500 C-3 MEZZ VERTICAL FDL COL02 0.000 -9.000 0.000 12.500 0-4 MEZZ VERTICAL FLL COLO1 0.000 -12.000 0.000 12.500 C-5 MEZZ VERTICAL FLL COL02 0.000 -12.000 0.000 12.500 C-6 MEZZ VERTICAL EQR COLO1 14.200 0.000 0.000 12.500 C-1 MEZZ LATERAL EQL COL02 -14.200 0.000 0.000 12.500 C-2 MEZZ LATERAL L OAO CO MBINA TIONS ASR Cases 1) 1.00 6W+RDL+COL+FOL+FLL+NLL 2) 1.00 SW+REL+COL+FOL+FLL+NLR 3) 1.00 SW+ROL+COL+SL+SR+NLL 4) 1.00 SW+RDL+COL+BL+SR+NLR 5) 1.00 SW+ROL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLR 1) 1.00 SW+RDL+COL+0.755L+0.755R+F05+0.75FLL+NLL 8) 1.00 SW+ROLKOL+0.755L+0.758R+FDL+0.75FLL+NLR 9) 1.00 SW+ROL+COL+0.7531.1+0.75RLR+001+0. 75FLL+NLL 10) 1.00 SW+ROL+CO1+0.7511LL+0.75RLR+FDL40.75FLL+NLR 11) 1.00 SW+ROL+W1L 12) 1.00 SW+ROA-W21 13) 1.00 SW+RDL+W1R 14) 1.00 SW+ROL+42R 15) 1.00 0.6009+0.60RDL+WIL 16) 1.00 0.609940.60R0L+W2L 17) 1.00 0.6009+0.60RDL+W1R 18) 1.00 0.60S940.60RDL+W2R 19) 1.00 SW+RDL+COL+0.755L+0.755R+0.7591L 20) 1.00 09+RDL+COL+0. 750L+0.750670.75921 21) 1.00 SW+ROL+COL+0.7551.+0.755R+0.7591R 22) 1.00 SW+ROL+COL+0. 75SL+0.755R+0.75542R 23) 1.00 SW+RLL+COL+0.7SRLL+0.7SRLR+0.75W1L 24) 1.00 SW+ROL+COL+0.75RLL+0 JSRLR+0.75W2L 25) 1.00 SW+RDL+COL+0.75611+0.75RLR+0.7591R 26) 1.00 6W+ROL+COL+0.75RLL+0. 75613+0.75926 27) 1.00 SW+ROL+WSB 28) 1.00 6W+ROL+W6B 29) 1.00 SW+RDL+W7R+NLL A21O BWB 30) 1.00 SW+RDL+W76+NLR 31) 1.00 SW+RDL+W8B 32) 1.00 SW+RDL+W5F 33) 1.00 SW+RDL+W6F 34) 1.00 SW+RDL+W7F+NLL 35) 1.00 SW+RDL,W7F+NLR 36) 1.00 SW+R0L+W8F 37) 1.00 0.60314+0.60801+W5B 38) 1.00 0.605W+0.60RDL+W6B 39) 1.00 0.6058+0.6080144178+NLL 40) 1.00 0.605W+0.60RDL+W7B+NLR 41) 1.00 0.6058+0.60RD14878 42) 1.00 0.605W+0.60RDL+WSF 43) 1.00 0.6058+0.60RDL+W6F 44) 1.00 0.603W+0.60RDL+W7F+NLL 45) 1.00 0.605W40.60RDL+W7F+NLR 46) 1.00 0.6058+0.600014W8F 47) 1.00 SW+R0L+CEL40.755L40.755R+0.75W5B+NLL 48) 1.00 SW+ROL+COL+0.755L+0.7558+0.754450+NLR 49) 1.00 5W+ROL+COL+0.755L+0.755R+0.75W6B+NLL 50) 1.00 SW+RDL+COL+0.755L+0.755R+0.75W6B+NLR 51) 1.00 SW+RDL460L+0.755L+0.755R40.75W7B+NLL 52) 1.00 SW+RDL+COL+0.755L+0.7551+0.75878+NLR 53) 1.00 SW+RDL+COL+0.758L+0.755R+0.75W8B+NLL 54) 1.00 SW+R0L+COL+0.75SL40.755R+0.75W8B4NLR 55) 1.00 5W+110L+COL+0.755L40.755R+0.75W5F+NLL 56) 1.00 SW+RDL+COL+0.755L+0.755R+0.75W5F+NLR 57) 1.00 S9+RDL+COL+0.755L+0.75SR+0.75W6F+NLL 58) 1.00 SW+140L+COL+0.755L+0.75SR+0.75W6F+NLR 59) 1.00 S41+RDL+COL+0.755L40.755R40.75W7F+NLL 60) 1.00 SW+RDL+COL+0.755L40.755R+0.75W7F+NLR 61) 1.00 SW+RDL4COL+0.755L40.755R+0.75W8F+NLL 62) 1.00 SW+RDL+COL+0.755L+0.75SR+0.75W8F4NLR 63) 1.00 5W+RDL+COL+0.751,1LL40.75RLR+0.75898+NLL 64) 1.00 5WSROL+COL+0.75RLL+0.7SRLR+0.75W53+NLR 65) 1.00 514+RDL+COL+0.75RLL40.75RLR+0.75W6BaNLL 66) 1.00 SW4RDL+COL+0.75RLL40.75RLR+0.75W6BaNLR 67) 1.00 SW+RDL+COL+0.75RLLa0.75RLR+0.75W7B+NLL 68) 1.00 SW+RDL+COL+0.75RLLa0.75RLR+0.75W7B+NLR 69) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W8B+NLL 701 1.00 5W+RDL+COL+0.75RLL+0.75RLR40.75W8B+NLR 71) 1.00 SW+RDL+COL40.75RLL+0.75RLR40.75W5F+NLL 72) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W5F4NLR 73) 1.00 SW+ROL+COL+0.75RLL+0.75RLR40.75W6F+NLL 74) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W6F4NLR 75) 1.00 SW+RDL+COL4O.75RLL+0.75RLR+0.75W7F+NLL 76) 1.00 SW+RDL+COL+0.7519LL+0.75RLR+0.75W7F+NLR 77) 1.00 SW+RDL+COL+0.75RLLa0.75RLR40.75W8F+NLL 78) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.75W8F+NLR 79) 1.00 SW+RDWCOL+LRD+NLL 80) 1.00 SW+RDL+COL+LRD+NLR 81) 1.00 SW+RDL+COL+RRC+NLL 52) 1.00 SYI+RDL+COL+RRD+NLR 83) 1.00 1.0508+1.05RDL+1.05COL+0.70E00 84) 1.00 1.05000+1.05RDL+1.05COL+0.70E0R 85) 1.00 1.0408+1.04RDL+1.04C01+0.15SL+0.155R+0.52EQL 86) 1.00 1.0458+1.04RDL+1.04COL+0.155L+0 15SR+0.52EQR 87) 1.00 0.555W+0.55RDL+0.39EQL 88) 1.00 0.555W+0.55RDL+0.39EQR A211 BWB Job : U1100405A BAYOU WELL SERVICE WAREHOUSE NUCOR BUILDING SYSTEMS Date. 08-26-11 Frame: FRAME LINES 667 By : NBSUT\bblackmer "' DESIGN SUMMARY REPORT 3" A212 Page: 1 File: FOR Built Up Rafter - RAF01 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'1 Mat'1 Mat'l Comb L00 Kips Ratio Ft -kip Ratio Ratio Check Comb LOC Kips Ratio T/L B/R 1 F8.38 F8.50 W250 3 1 -26.9 0.11 -456.5 0.99 0.88 0.94 79 3a 44.23 1.00 1.13 1.30 2 F8.63 F8.50 W220 80 11 -17.4 0.07 430.7 0.88 0.99 0.92 3 7a 34.96 0.93 1.35 1.25 Chkpt 1 5 6 15 Depth 36.88 23.50 37.12 Section I 1 2 I width thick Fy I width thick Fy 1 T/L Flg I 8.0 0.3750 55.00 1 8.0 0,6250 55.00 1 Web 0.2500 55.00 1 0.2200 55.00 1 B/R Flg 1 8.0 0.5000 55.00 1 8.0 0.5000 55.00 1 Built Up Rafter - RAF02 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flom (k/in) Section Mat'1 Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.63 F8.50 W220 81 20 -17.4 0,07 430,3 0.88 0.98 0,92 4 24b -35.03 0.93 1.36 1.25 2 F8.38 F8,50 W250 4 30 -27.0 0,11 -457.3 0.99 0.89 0.94 82 28b -44.28 1.00 1.14 1.30 Chkpt 16 25 26 30 Depth 37.12 23.50 36.88 Section I 1 1 2 I width thick Fy 1 width thick Fy T/L Flg I 8.0 0.6250 55.00 1 8.0 0.3750 55.00 I Web 1 0.2200 55.00 1 0.2500 55.00 I 8/18 Flg I 8.0 0.5000 55.00 1 8.0 0,5000 55.00 I Built Up Column - COLO' T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'1 Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.31 F8.50 W188 3 35 2 F8.31 F8.50 W220 3 42 Chkpt 31 36 37 43 Depth 12.81 29.87 47.31 Section I 1 1 2 0.34 -230.1 0.86 0.71 0.97 3 36 -16.78 0.91 1.14 1.29 0.23 -483.4 0.92 0.84 0.98 3 43 -16.92 0.92 0.38 0.49 I Width thick Fy I width thick Fy I T/L Flg I 8.0 0.3125 55.00 1 8.0 0.3125 55.00 I Web 0.1875 55.00 1 0.2200 55.00 I B/R Flg I 8,0 0,5000 55.00 1 8.0 0.5000 55.00 I Built Up Column - COL02 T/L B/R T/L B/R Max SHEAR Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'I Mat'1 Mat'1 Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.50 F8,31 W188 4 48 -62.9 0.34 230.5 0.71 0.86 0.97 4 49 16.80 0.92 1.29 1.14 2 F8.50 F8.31 W220 4 55 -62.1 0.23 484.2 0.84 0.92 0.98 4 56 16.94 0.92 0.49 0.38 Chkpt 44 49 50 56 Depth 12.81 29.87 47.31 Section I 1 2 1 I width thick Fy 1 width thick Fy I T/L FIR I 8.0 0.5000 55.00 1 B.0 0.5000 55.00 I Web 1 0.1875 55.00 1 0.2200 55.00 1 9/11 Flg 1 8.0 0.3125 55.00 1 8.0 0.3125 55.00 I Frame Weight (lbs) = 6246 Deflections (in:: 10 yr Wind dx = -1.28 - H/ 285 WIND CASE 2 TO LEFT Seismic dx - -2.85 a H/ 128 SEISMIC TO LEFT Story Drift - -0.56 - 0.023H SEISMIC TO LEFT Drift Index - 0.02 1,04S5l+1.04RDL+1.04C01+0.15SL+0.15SR+0.52E0R Maximum dx - 2.04 - H/ 179 1 . 055W+1 . 05RDL+1 . 05C01+0.70E0R Maximum dy - -4.17 - L/ 212 @ MGD 1, SW+RDL+COL+SL+SR Max. Live dy - -3.33 - 1/ 266 @ M00 1, SW+RDL+COL+51+5R BWB NUCOR BUILDING SYSTEMS Job Y : U11G0405A Job Name: BAYOU WELL SERVICE WAREHOUSE Frame : FRAME LINES 687 Date : 8/23/2011 4: Designer: NBSUT\bblackmer File : F02.nfr CONNECTION SUMMARY Knee Connection - 0OL01 Web ? Top Plate Roof Web fv/Fv Weld Weld Weld Areq/A req/(Wl+W2) Slope Mall Ratio 81 W2 83 Ratio Ratio W3req/W3 Ratio Bottom Plates --Thor /Diagonal Stiffener--? Weld Areq/A W4req/W4 Stiff, NO. Theta Axial W4 Ratio Ratio Matt 5tiff. Degrees Ratio 1.00:12 W250 0.79 F90S3 19404 6454 1.00 0.00 0.81 88153 0.84 0.63 F3.25 1 0.000 0.00 1 width thick Fy I height depth length I I width thick length Fy 1 Top Plate 1 8.0 0.3750 55.0 I 46.66 1 Stiffener 1 3.0 0.2500 46.50 36.0 I Web 1 0.2500 55.0 1 32.25 46.50 1 Bot Plate 1 5.0 0.3750 55.0 1 46.50 1 I Knee Connection - COL02 Web ? Top Plate Bottom Plates -?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/181442) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Mall Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Mall Stiff. Degrees Ratio -1.00:12 W250 0.79 19453 F1404 FWS4 1.00 0.00 0.81 94153 0.84 0.63 F3.25 1 0.000 0.00 I width thick Fy 1 height depth length I I width thick length Fy 1 Top Plate 1 8.0 0.3750 55.0 1 46.66 I Stiffener 1 3.0 0.2500 46.50 36.0 I Web 0.2500 55.0 132.25 46.50 Bot Plate 1 5.0 0.3750 55.0 I 46.50 I Splice Connection - Moment Connection from COLO1 To RA F01 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mall Mall Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/885 F81.0 F81.0 8-1.250-5 2 -19.84 52.90 -456.5 0.81 0.81 2 -19.84 52.90 -456.5 0.77 I left right I 1 width thick length Fy I I size size I Left Plate 1 B.0 1.000 46.12 55.0 1 Top Weld I ENDS FWD5 Right Plate 1 8.0 1.000 46.12 55.0 1 Web Weld 1 WP14 WP14 Stiffener 1 0.0 0.000 0.00 0.0 1 Bottom Weld 1 FWD5 FWD5 Splice Connection - Moment Connection from RAFO1 To RAF02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mall Matl Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/86E 810.75 F10.75 8-1.000-5 2 -19.84 -0.17 449.9 0.94 0.94 2 -19.84 -0.17 449.9 0.97 1 left right 1 1 width thick length Fy 1 size size 1 Left Plate 1 10.0 0.750 46.00 55.0 1 Top Weld 1 F805 FWD5 1 Right Plate 1 10.0 0.750 46.00 55.0 1 Web Weld I WP14 WP14 1 Stiffener 1 0.0 0,000 0.00 0.0 I Bottom Weld I FWD5 0:105 1 Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right BOLT Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Mall Mall Qty/Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio 4/895 F81.0 F81.0 8-1.250-5 2 -19.84 -52.96 -457.3 0.81 0.81 2 -19.84 -52,96 -457.3 0.77 left right I 1 width thick length Fy 1 I size size I Left Plate 1 8.0 1.000 46.12 55.0 1 Top Weld I 5405 FWD5 1 Right Plate I 8,0 1,000 46.12 55.0 I Web Weld 1 WP14 WP14 I Stiffener I 0.0 0.000 0.00 0.0 I Bottom Weld I FW05 FWD5 I Base Plate - COLo1 Base T/L B/R WELD BOLT Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mall Qty/Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.50 4-1.000 68053 1053 17453 0.85 0.11 0.21 0.31 0.26 0.54 F1554 Gr.36 I width thick length Fy Base Plate 1 8.00 0.500 12.81 55.0 1 Base Plate - COL02 Base T/L B/R WELD BOLT Plate Bolt Flange Flange web tpfreq)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Mall Qty/Size Weld Weld weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design F8.50 4-1.000 FW53 90053 02)53 0.85 0.11 0.21 0.31 0.26 0.55 F1554 Gr.36 A213 BWB 1 width thick length Fy 1 Base Plate 1 8.00 0.500 12.81 55.0 1 Splice Load Combinations: No. ASR Cases 1.00 SW + RDL + COL + FDL + FLL 1.00 SW + ROL + COL + SL + SR 1.00 SW + RDL + COL + RLL + RLR 1.00 SW + RDL + COL + 0.75SL + O.755R + FDL + 0.75FLL 1.00 SW + ROL + COL + 0.75RLL + 0.75RLR + FDL + 0.75F0L 1.00 59 + ROL + 910 1.00 58 4 ROL + W2L 1.00 SW + ROL + 91R 1.00 SW 4 ROL 4 1211 1 1.00 0.60SW + 0.60100 + 611 1 1.00 0.6059 + 0.60100 + 120 1 1.00 0.6059 + 0.60100 + 916 1 1.00 0.6059 + 0.60100 + 621 1 1.00 SW + ROL + COL + 0.75SL + 0.755R + 0.75110 1 1.00 SW + ROL + COL + 0.755L + 0.755R + 0.75W2L 1 1.00 5W + ROL + COL + 0.75SL + 0.7551 + 0.7511R 1 1.00 SW + ROL + COL + 0.155L 4 0.755R + 0.7512R 1 1.00 SW + RDL 4 COL + 0.15600 4 0.75106 + 0.75910 1 1.00 SW + RDL + COL + 0.75RLL 4 0.75616 + 0.75921 2 1.00 SW 4 RDL + COL + 0.751LL + 0.75616 + 0.7591R 2 1.00 51 + ROL + COL + 0.75RLL + 0.7SRLR + 0.75921 2 1.00 SW + ROL + 950 2 1.00 SW + RDL + 963 2 1.00 SW + RDL + W78 2 1.00 SW + RDL + 95B 2 1.00 SW + RDL + W5F 2 1.00 SW + RDL + W6F 2 1.00 BW + RDL + 97F 2 1.00 SW + RDL 4 WBF 3 1.00 0.6059 + 0.60ROL + 953 3 1.00 0.605W + 0.60100 + 963 3 1.00 0.6059 4 0.60RDL + 97B 3 1.00 0.6059 + 0.60600 + 986 3 1.00 0.6059 + 0.60100 + W5F 3 1.00 0.6059 + 0.6060E + 106E 3 1.00 0.605W 4 0.60100 + 916 3 1.00 0.6059 + 0.60100 4 98F 3 1.00 SW + RDL 4 COL + 0.755L 4 0.755R + 0.75153 3 1.00 SW + RDL 4 COL + 0.755L 4 0.755R + 0.75963 4 1.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.75171 4 1.00 SW + RDL + COL + 0.75SL + 0.7551 + 0.75181 4 1.00 SW + RDL + COL + 0.75SL + 0.1551 + 0.7515F 4 1.00 SW 4 RDL + COL + 0.155E 4 0.155R + 0.75W6F 4 1.00 SW + RDL + COL + 0.75SL + 0.7551 + 0.75417F 4 1.00 SW + RDL + COL + 0.1551 + 07551 + 0 7518F 4 1.00 SW + RDL 4 COL + 0.751L1. + 0.75611 + 0.75956 4 1.00 SW + RDL 4 COL + 0.75110 + 0.751111 + 0.75966 4 1.00 SW + RDL + COL + 0.7513LL + 0.75111 + 0.75911 4 1.00 SW + RDL + COL + 07561E 4 0.75116 + 0.15980 5 1.00 SW + RDL 4 COL 4 0.1561E 4 0.75111 + 0.75956 5 1.00 5W + RDL + COL + 0.751LL + 0.751LR + 075W6F 5 1.00 SW 4 RDL + COL + 0.75RLL + 0.75111 + 0.7597F 5 1.00 SW 4 RDL + COL + 0.15100 + 0.75116 + 0.7598E 5 1.00 SW + ROL + COL + LRD 5 1.00 SW + ROL + COL + PRO 5 1.00 1.05SW + 1.05ROL + 1.05001 + 070EQ1 5 1.00 1.05SW + 1.05600 + 1.05001 + 0.70EQR 5 1.00 1.04SW + 1.04100 + 1.04001 + 0.15SL + 0.1551 + 0.52E01 5 1.00 1.04SW + 1.04100 + 1.04001 + 0.155L + 0.1551 + 0.5260R 6 1.00 0.555W + 0.55100 + 0.39EQL 6 1.00 0.555W + 0.55RDL + 0.39EQR A214 BWB Version 1.2 (04/01/04) By 113E CC 0 LI J Date: 8/24/2011 J 0 0 Z W W 0 W O Z 0 Column Ma c rTi X T c Y Y m _ 0 0 .0 a 5 U U . L L N u _a c c .E co co N 0 CO C C J J J • CO0) J J t U • 0 LI • 0 0 > OI CO CO y 1] .0 0 0 cc a J D" W W E a w N o 0 U x Y 2 X Y N a a) -J c C C C • N n 0 y( a t x a) r o 9 Y 0 ~ ❑ w 0 f N c m o CO CO 0 LL LL U 0 J 0J O O Dead Load O O Y Y -o II II a a II EL + c 90 o L2 co c 0 ro re o E J E m al 0 y N m m L 0.c rn a Q J d' X -Axis Eccentricity : e Du*Lu'DRI*LRT o0 O N r N O J K O O O 0 0 0 0 tf) N N m 0 0 J 0 0 (O O N N N 0 m 0 0 0 0 N (O N O 05 0 0 O 0 (0 J o p c n oa- cU F- II „a N ro a O c J W m 2 0 N LL o L 2 to -'E c.E Mezzanine Colum»W).xls L V E W 0 N IBaseplate Inform CC w U R m .1 N O V) +/231 v Y N 310 O Di q9 - K m CO O y N Z ® o Q. w rn 0 c O +CO- d $ c c c c E 0 • o Q rn wc c E w 2 c o 'm U W 0 m• U LL d C a o C • O Oin fa Q j O a • a o m Q. 0 +03 • c • 0' o 0 ✓ C N O zo N aN Wo m ~6 H u in " o m I^ Z u° 2 O J E,co A 0) C 0 J EL E8 K 03 0 0 N a m as a J N T60 Q • Q 0 O C E U C CO N a L y 0 C O. C03 0 0 E E > = O O 0 0 0 E 0 0 0 a 0 LL N N L_ O L OI 0. a d t 3 m rn m c m o O o. y w• m i a - N a E 3 " O P rn 0 C C w W N • n CO N W O a Use 1/2 in. baseplate C z 1 • Required baseplate thickness : tp Mezzanine Column (9th).zti N ea A217 • BEAMCOLI]GU405A.-: -0 L" R,� ` t --s1`` .:a.•r• F, , BU1221 BU1221 #N/A Load Combinations Span and Loading Conditions Member Length Unbraced Length - Major UnbracedLength - Minor L Ibx Iby ft. in. in.t(1;00v; 12.000 DLt+LLt+DRI . 7 5004;' 150.000 DLt+nRi+LRt .0,.1250 a 150.000 DLt+I1t+ RI+ RT na12t50Q,0 150.000 0.000 Cbx Cby in. 6.000 1.75 1.00 1.75 1.00 1.75 1.00 1.00 1.00 Member braced against joint translation? in. 0.375 0.375 0.375 Cmx Cmy tw in. 1000 .V,"'1.000* j 000' ;1.000 1 t,00 1:000_'. s': Kx Factor Ky Factor Kx000 Ky 21.05 21.05 y( 00Q.,,_„ Total Flange Wt. (lbs.) = 191 191 #N/A .xlnput'slraded ells! Applied Loads 72 #N/A Final Design Loads X-axis Uniform Load (+ Dn) Y-axis Uniform Load (+ Dn) kip/ft kip/ft kip/ft kip/ft Mx ft -kip 0.00 0.00 Axial Load (+P= C, -P= T) P kip " ,I-C4118'.263.4 42.263 0.00 Mx End 1 (+=Ten. on Bot) Mx End 2 (+=Ten. on Bot) Mx Interior (+ =Ten. on Bot) 0.00 ft kip ft kip ft kip 21000 i ti , 2 , � � � j 9000vj k� �• -. t 21.000 : -� ;: C"L.: My End 1 (+=Ten. on Bot) My End 2 (+=Ten. on Bot) My Interior (+=Ten. on Bot) 9.00 ft kip ft kip ft kip � .-� .,�..-i, -- L ,�-� . ,'; o- , . ,; .,,.., Shear V kip '�v"_<:. jai.. ..�:.T �i h.. i -;( r'i'.`.;.: •xz Stress Factor 0.00 0.00 rT.,n.1000..; ..._.-.1.000.,,, L. _.3 1`.000 ,.... .r,,, W,...is( kip Design Results 18.26 O.K. O.K. O.K. #N/A Material Information Maximum CSR 0.934 0.398 0.934 #N/.4 Section Built -Up (Y/N) Fyw ksi Y•,Y_ ::iY. If Hot -Roll, F = Section Sizes: Enter Wideflan e Section Built -Up input: Fy = 55.00 36.00 36!- ' .:38:' .'. 36 • i , 55 ,? :: , U-55 : "55 Total Depth Flange Width Flange Thickness Web Thickness d b tf tw in in in. in. !i f 12000 � �1 000 t b150" 'r 0,250,,.,, �l 000 ,, ,t0.150�., �:a as Design Section Used for Final Design: BU1221 BU1221 BU1221 #N/A Total Depth d in. 12.000 12.000 12.000 #N/A Flange Width b in. 6.000 6.000 6.000 #N/A Flange Thickness tf in. 0.375 0.375 0.375 #N/A Web Thickness tw in. 0.150 0.150 0.150 #N/A Wt. (p11) = 21.05 21.05 21.05 #N/A Total Flange Wt. (lbs.) = 191 191 191 #N/A Total Web Wt. (lbs.) = 72 72 72 #N/A Final Design Loads Simple Span Moment Mx ft -kip 0.00 0.00 0.00 0.00 Simple Span Moment My ft -kip 0.00 0.00 0.00 0.00 Maximum Moment Mx ft -kip 21.00 9.00 21.00 0.00 Maximum Moment My ft -kip 0.00 0.00 0.00 0.00 Shear Va kip 0.00 0.00 0.00 0.00 Axial Pa kip 42.26 18.26 42.26 0.00 Material Yield Flange Yield Fyf ksi 55.00 55.00 55.00 36.00 Web Yield Fyw ksi 55.00 55.00 55.00 36.00 Deflection Results Simple Span Deflection Ax in. 0.06 0.03 0.06 #DIV/0! Simple Span Deflection Limit I/_ 2502.42 5838.97 2502.42 #DIV/0! 8/24/2011 Mezzanine Column (9th).xls BWB to or0 0 BROOKS BLAC 0 m Version 1.2 (04/01/04) By DME a 3 2 0 U W 2 W 2 2 CL W 0 2 N a C N m Column Mark: D. C 0 X T c Y Y m _ _ .0.0 c U 0 .c LL LL N c c E tT OI m m CO c c J J J 0) J J s._ 0 a n m Eh 2 0 8 J C C D 4r � > > Www O 0 0 m Q Q U X > X> J C C C N J 03- a o m a x co L O U Y ®H ❑ ai m F m c c .0 '127 @ F -LL LLm 0 CO 0 J o; 0. Dead Load 0 0 O W Y Y V as a a ++ m c o O c 0 0• m C v m Ceti) C E m E m w 0 O m w m N 6 _rn < J K X O r O N 06 c N J ❑ ❑ 0 b n 0 O o 0 0 M N N IO M O O O o o + + ❑ Ot- 0 O N 00 n N t0 r-- N N N 10 0- G' 0 U v' to 0 N 0 Y Y Mezzanine Column V).xls U E W N w U11G0405A O co .c a O . ) n = a E E O 0 O 0 m a 0 IL N 0 t N t m a 'O N c J >- 00 00 0 m m O. O. O. O 0 • 0 0 CO m m N N Use 112 in. baseplate c O N O 49, N N C U Y 0 m a v a a d cr 0 Mezzanine Column 2(9th).xls E 0 N 03 I�ILJCCR BUILDING SYSTEMS GROUP A DIVISION OF NUCOR CORPORATION BEAMrCOLUMN B.S. (AISC 13th Edition) MAIN REPORT: DESIGN SUMMARY Spreadsheet Revision Number :A224 3.2 Latest Revision Date : 4/19/2011 Project No. : Description : Engineer: Date : U11G0405A 2U WELL SERVICE WAREH Brooks Blackmer, 8/30/2011 GENERAL INFORMATION (ENTER DATA 7N GRAY SHADED CELLS!) Span and Loading Conditions EW EC MEZZ BEAM - FL 7 COL COL i. MB1 Remarks Member Length Lbx R. 36.00 12.50 - 20.00 Assumes Lbx = L Unbraced Length - Minor Lby R. 5.44 12.50 4.00 Consideration of' Tension Field Action for Shear FALSE FALSE FALSE FALSE <= See cell comment & Chapter G. Clear Distance between Transverse Stiffeners a in. <= See cell comment & Section G2. Lateral -torsional buckling factor Cb 1.000. 1.000 : 1.000 1.000.. <= See cell comment Kx Factor Ky Factor Kz Factor Kx 1.000 1.000 1.000 I' 1.000 <= See cell comment Kr 1.000 1.000 1.000 - 1.000 Kz 1.000.'.. 1.000 1.000 : 1.000 SEcnonGEOMETRY x axis - outside flange - - - Y -axle (011 hof -0' d Select Wide -flange or Built-up Section: BU BU BU None Section Description: BU16x28 BU12x19 BU18x24 -- Enter WF -Section: --)r• rassras tof Total Depth d in. 16.000 12.000 18.000 -- Web Thickness t,. in. 0.150 0.150 ' 0.188 -- Outside Flange Width bar in. 8.000 6.000 6.000 - -- tw Outside Flange Thickness tar in. 0.375 0.313 I. 0.313 -- Inside Flange Width b;r in. 8.000. 6.000. 6.000 -- Inside Flange Thickness t,r in. 0.375 0.313 0.313 -- t L t if Linside Dan c(IF) ll if MATERIAL/NPORMATTON Material Strength Fy ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 :'. 29,000 Standard for steel shmvn Shear Modulus G ksi 11,200 11,200>. 1L200 11,200. Standard for steel shown Flange Yield Strength Fyr ksi 55 55 55 55 Web Yield Strength Fy,y ksi 55 55 55 55 Ultimate Strength Fa ksi 70 70 70 70 APPLIED LOADS Factor of Safety (Allowable Stress Factor) Sr 1.000 1.000 '.. 1.000 '.: 1.000. Axial (compression => + pos., tension=> - neg.) Pa kips 45.211 42.263. 15.000 Shear (absolute value) Vx kips 6.460 24.850 Major Axis (x-axis) Moment (outside flange in compression=> + pos.) Mx fl -kip 79.840 21.000 112.180 Shear (absolute value) Vy kips Minor Axis (y-axis) Moment (absolute value) My fl -kip Design Results: ASD OK OK OK -- Remarks ASD Combined Strength Ratio CSR 0.855 0.983 0.975 -- Eq. HI -la or Hl -Ib ASD Shear Strength Ratio (x-axis) Vra/VC, 0.371 0.000 0.833 -- Major Axis (x-axis) ASD Shear Strength Ratio (y-axis) V,y/VCy 0.000 0.000 0.000 -- Minor Axis (y-axis) Deflection Results (Major -axis) OK OK OK -- Remarks Deflection Limits (about x-axis) L / 180 L / 180 L / 180 L / 180 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about x-axis) A,,ax in. 2.400 in. 0.833 in. 1.333 in. ###### Member Deflection (about x-axis) Ax.axs in. 1.564 in. 0.139 in. 0.742 in. -- Aa.., <Ana, Deflection Results (Minor -axis) OK OK OK -- Remarks Deflection Limits (about y-axis) L / 180 L / 180.. L / 180 '; L /180 Limits as numerals (i. e 360 = L/360) Maximum Deflection (about y-axis) Aa„x in. 0.363 in. 0.833 in. 0.267 in. ###### Member Deflection (about y-axis) Ay_axs in. 0.000 in. 0.000 in. 0.000 in. -- A..a.;, 5 A,e, Page I of I BWB Main Report riucore BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION Mezzanine Beam Clips (AISC 13th Edition) Project No. : A225 U1IG0405A Description Engineer: Date : OU WELL SERVICE WAREHC Brooks Blackmer 8/26/2011 GENERAL INFORMATION: Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: APPLIED LOADS: Required Shear Strength, V,: CLIP INFORMATION: Select Angle Size: Angle Material: BOLT INFORMATION: No. of Bolt Rows/Connx, n: Bolt Diameter, db : Bolt Material: Standard Clip Dimensions: Distance to 1'I Bolt, Pro: Bolt Spacing, Pb: Bolt Gage at Support Member, gs: Angle Gage, gsc: (Short Leg) Angle Gage, gLL: (Long Leg) SECTION GEOMETRY: Column / Support Rafter: Section Designation: Web Depth, d: (WF = Total Depth, d) Web Thickness, tw: Flange Width, be: Flange Thickness, tf: Column / Support Rafter Material: per AISC Steel Construction Manual (131/. Edition) Version: 1.4 (Date: 01/25/11) By KAW Manual Clip 3 in. 3 in. 4 in. 1.75 in. 3.75 in. LEFT BU 12x 19 Shear Ratio (Bons): Bearing Ratio (Angle): Bearing Ratio (Beam): Bearing Ratio (Column/Support): Shear Yielding Ratio (Angle): Shear Rupture Ratio (Angle): Block Shear Ratio (Angle): 0.391 0.451 0.701 0.210 0.325 0.377 0.387 Block Shear Ratio (Coped Beam): 11111 0 BEAM—TO—COLUMN (FLANGE) • One Vert: AISC DIMENSION CRITERIA: Minimum End Distance, Minimum Edge Distance, /h : Minimum Bolt Spacing, S: Mezzanine Beam / Other: Section Designation: Web Depth, d,,,: (WF = Total Depth, d) Web Thickness, tw: Flange Width, br: Flange Thickness, tf: Mezzanine Beam / Other Material: Two Vertical 1.25 in. 1.0 in. 2.0 in. Cope Beam! (Single Cope RIGHT BU 18x24 A572 Gr. 55 BWB NLC0fl BUILDINGS GROUP A DIVISION OF NUCOR CORPORATION Mezzanine Beam Clips (AISC 13th Edition) A226 Project No.: U11G0405A Description :OU WELL SERVICE WAREHC Engineer : Brooks Blackmer Date : 8/26/2011 BOLT LIMIT STATES: Bolt Pattern in Beam Web: Bolt Pattern Shear Strength, Pr: No. of Bolts in Beam Web, nb: Shear Strength Load Eccentricity, e: Horiz. Dist. to most remote bolt, c,: Vert. Dist. to most remote bolt, cy: Moment of Inertia, 1,: Moment of Inertia, ly: Polar Moment of Inertia, ID: per A ISC Steel Construction Manual (1311: Edition) Version: 1.4 (Date: 01/25/11) By KAW Prl 24.850 kip. 3 in. in. ONE VERTICAL ROW TWO VERnCAL ROWS in. Concentric Force, rpy = Pr/ nb: in? Radial Force, rmx = (Pr e cy) / IP: in? Radial Force, rmy = (Pr e c,J / IP: in? Resultant, r = Vrmx2 + (ruv + r,„ )2: 8.2833 8.2833 kip. kip. kip. kip. Bolt Shear / Bearing Results: OK Remarks Required Bolt Shear Strength, f: kips 4.142 f /Fv f,.=r,/(No.ofAngles) Required Angle Bearing Strength, fa: kips 4.142 f,/F, f,=r, / (No. of Angles) Required Beam Bearing Strength, fb: kips 8.283 fb/Fb fb=ru Nominal Shear Strength, (Fv) kips 10.603 0.391 Bolt Shear: R, = F,,,. Ab Nominal Angle Bearing Strength, (F,) kips 9.176 0.451 Bolt Bearing: R,= 1.2 L, t F, < 2.4 d t F, A= 0.75 (LRFD) n= 2.00 (ASD) Nominal Beam Bearing Strength, (Fb) kips 11.813 0.701 Bolt Pattern in Support Web / Flange: Bolt Pattern Shear Strength, Pr: No. of Bolts in Beam Web, nb: Shear Strength Load Eccentricity, e: Vert. Dist. to most remote bolt, c: 24.850 kip. Polar Moment of Inertia, IP: 6 Concentric Force, 1p = Pr/ nb: -- in. Radial Force, rm� I= (Pr e c) / IP: in. Resultant, r, =1(r + ,2: in.2 4.1417 kip. kip. kip. 4.1417 Bolt Shear / Bearing Results: OK Remarks Required Bolt Shear Strength, f.: kips 4.142 f /F, f,.=r,/(No.ofBeams) Required Angle Bearing Strength, fa: kips 4.142 f,/F, f,,=r,'VP, Required Support Bearing Strength, f: kips 4.142 fb / Fb fb=r, Nominal Shear Strength, (Fv) kips 10.603 0.391 Bolt Shear: R,,. = F,,, Ab Nominal Angle Bearing Strength, (F,) kips 9.176 0.451 Bolt Bearing: R,= 1.2 L, t F, < 2.4 d t F, Nominal Support Bearing Strength, (Fb) kips 19.688 0.210 0= 0.75 (LRFD) (2= 2.00 (ASD) ANGLE LIMIT STATES: Shear Yielding, Shear Rupture, and Block Shear Rup ure Results: OK Remarks Required Shear Strength, f: kips 24.850 f /Fv t..=v, Nominal Shear Yielding Strength, (Fvy) kips 76.500 0.325 R,= 0.6 FF AP; 4 = 1.0 (LRFD), 0 = 1.5 (ASD) Nominal Shear Rupture Strength, (F„) kips 65.930 0.377 R,= 0.6 F, A,; Q= 0.75 (LRFD), 0= 2.0 (ASD) Nominal Block Shear Strength, (FVb,) kips 64.230 0.387 R,=O.6F,Am.+F, A„<0.6F,Ae,.+F, A„ 4 = 0.75 (LRFD) 0 = 2.00 (ASD) COPED BEAM LIMIT STATES: Shear Yielding, Shear Rupture, and Block Shear Rupture Results: OK Remarks Required Shear Strength, f„: kips 24.850 f / F, t. = Yr Nominal Block Shear Strength, (Fv) kips -- -- R,= 0.6 F, Am.+F,A„<0.6F,Aav+F,A,, 4, = 0,75 (LRFD) 0 = 2.00 (ASD) BWB BUILDING SYSTEMS - UTAH, LLC P.O. Box 907 1050 No. Watery Lane Brigham City, UT 84302 PROJECT: JOB NUMBER Ut\Gowost. 4- 3 - 0 -wired L eix.in pair = a 9.5 K : � is- K 4- S ha r--{- 5 fait (IJ I" I) Cor -oro 1 o(ro pA raw o(es ,i 1-1./Sr 15.59' O. 41.z klc @ 41-.0"0.C.) zzoc, aleck 7) ( 0p1 -c } 91/ z ei 36/4 4s4tner) 36" . slight C. hex_ k Qe -k. irea- •Asfesron ASso-e, c6s4-e on 0-c- 3 Q'- o I' - s '- r' 2 5 o " I1 -1-33K Z9.5 _> 3o - 114 c,34,e'•s Beard Zs - 5o 1-11131 pcskar ) Se o•5 Chew/Le-0) 4 5o +Irl As( s �orsf=ib:. "Zia rsfi ts4 t K �5 = 0.iZZ K/30fs•1 I G s0 r545 C�[o_ta p _Ce I Z e C so) A227 Sheet I Of Date gfrslU( By AWS Ldiduf X-EISNk 2 Z 1,n0•1Z �se-c{ v„ je rs-I +hrccr,ess C 0•zo5"C Ldp &o:d) 07. ct BWB rig uc 1050 North Watery Lane Brigham City, UT 84302 R BUILDING SYSTEMS GROUP Ph: (435) 919-3100 Fax: (435) 919-3101 R1 Version 2.7 (6'24/11) by TLA /DJE Page: R1 of R8 Date: 9/14/2011 GENERAL INFORMATION FOR COLUMN BASE REACTIONS Q FOR REVIEW Q FOR CONSTRUCTION Project Name: BAYOU WELL SERVICE WAREHOUSE NBS Project Number: U11G0405A Customer: J&M STEEL SOLUTIONS, INC. Nucor Engineer: Brooks Blackmer Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked "FOR REVIEW" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z (+ to right) (+ upward) (+ counter -clockwise) — . +X T +Y +Z Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. M B M"1 Excellence from the ground up "d?/ ACCREDITED AC472 BWB NUCOR BUILDING SYSTEMS Job 4: U11G0405A Frame : FRAME LINE 1 By: NBSUT\bblackmer Job Name: BAYOU WELL SERVICE WAREHOUSE *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** 37.3 ftfrx 15.00 25.00 0 25.00 Page: Date: 09-14-11 File: E01 15.00 Y 1.03 12.00 3 ------------------- 34.00 COLO]. COLO2 y E C0L03 12.00 COL04 C0L05 X 2 Member (kips) (kips) (kip -ft) 1 Member (kips) (kips) (kip -ft) 34.00 LOAD CASE COLO1 COL02 C0L03 COL04 COLOS 1 - DEAD 0 1 0 0 3 0 0 3 0 0 3 0 1 2 0 LOAD CASE 8 - WIND CASE 2 TO LEFT COLO1 0 -2 0 COL02 0 -6 0 COL03 0 -6 0 COL04 0 -10 0 COLDS -1 -4 0 LOAD CASE COL01 COL02 C0L03 COL04 COLOS 2 - COLLATERAL 0 1 0 0 3 0 0 2 0 0 3 0 1 2 0 LOAD CASE 9 - LONG. WIND 1 TO BACK COLO1 -1 -2 0 COL02 -3 -10 0 COL03 -4 -8 0 COL04 -3 -10 0 COLO5 -1 -3 0 LOAD CASE 3 - ROOF LIVE COLO1 0 2 0 COL02 0 9 0 COL03 0 7 0 COL04 0 9 0 COL05 1 5 0 LOAD CASE 10 - LONG. WIND 1 TO FRONT COL01 1 -2 0 COL02 3 -10 0 COL03 4 -8 0 COL04 3 -10 0 COL05 1 -3 0 LOAD CASE 4 - SNOW COLO1 0 3 0 COLO2 0 18 0 COL03 0 14 0 COL04 0 18 0 COL05 1 15 0 LOAD CASE 11 - SEISMIC TO RIGHT COL01 0 1 0 COL02 0 1 0 COL03 0 -1 0 COL04 0 -1 0 COL05 -1 -1 0 LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO1 0 -1 0 COL02 0 -7 0 COL03 0 -5 0 COL04 0 -3 0 COL05 -1 -3 0 LOAD CASE 12 - SEISMIC TO LEFT COLO1 0 -1 0 COL02 0 -1 0 COL03 0 1 0 COL04 0 1 0 COL05 -1 -2 0 LOAD CASE COLO1 COL02 COL03 COL04 COLOS 6 - WIND CASE 1 TO LEFT 0 -1 0 0 -3 0 0 -4 0 0 -7 0 -1 -3 0 LOAD CASE 13 - ALTERNATE SNOW 1 COLO1 0 2 0 COL02 0 23 0 COL03 0 12 0 COL04 0 6 0 COL05 0 1 0 LOAD CASE 7 - WIND CASE 2 TO RIGHT COLO1 0 -2 0 COL02 0 -10 0 C0L03 0 -6 0 COL04 0 -6 0 COL05 -1 -4 0 LOAD CASE 14 - ALTERNATE SNOW 2 COLO1 0 1 0 COL02 0 6 0 COL03 0 12 0 COL04 0 23 0 COL05 0 2 0 R2 BWB NUCOR BUILDING SYSTEMS Job 0: U11G0405A Frame : FRAME LINES 2-5 By: NBSUT\bblackmer Job Name: BAYOU WELL SERVICE WAREHOUSE *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y Z 3 X 80.00 Page: Date: 09-14-11 File: FO1 1. 00 12.00 37.33 34.00 Member 12.00 1.00 COLO1 COLO2 Y 2 X Y E (kips) (kips) (kip -ft) 1 Member (kips) (kips) (kip -ft( 34.00 LOAD CASE 1 - DEAD COLO1 3 8 COLO2 -3 9 0 0 LOAD CASE 11 - LONG. WIND 2 TO BACK COLO1 -2 -18 0 COLO2 2 -20 0 LOAD CASE 2 - COLLATERAL COLO1 2 COLO2 -2 6 7 0 0 LOAD CASE 12 - LONG. WIND 2 TO FRONT COLO1 -2 -18 0 COLO2 2 -20 0 LOAD CASE 3 - ROOF LIVE COLO1 8 COLO2 -8 24 27 0 0 LOAD CASE 13 - LONG. WIND 3 TO BACK COLO1 1 -4 COLO2 -1 -7 0 0 LOAD CASE 4 - SNOW 1 LOAD CASE 14 - LONG. WIND 3 TO FRONT COLO1 16 47 0 1 COLO1 1 -4 0 COLO2 -16 59 0 1 COLO2 -1 -7 0 LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO1 -13 -14 COLO2 -5 -3 0 0 LOAD CASE 15 - LONG. WIND 4 TO BACK COLO1 1 -12 0 COLO2 -1 -14 0 LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 5 -1 COLO2 13 -15 0 0 LOAD CASE 16 - LONG. WIND 4 TO FRONT COLO1 1 -12 0 COLO2 -1 -14 0 LOAD CASE 7 - WIND CASE 2 TO RIGHT COLO1 -13 -22 COLO2 -5 -12 0 0 LOAD CASE 17 - SEISMIC TO RIGHT COLO1 -4 -3 COLO2 -4 2 0 0 LOAD CASE 8 - WIND CASE 2 TO LEFT COLO1 5 -9 COLO2 13 -24 0 0 LOAD CASE 18 - SEISMIC TO LEFT COLO1 4 3 COLO2 4 -4 0 0 LOAD CASE 9 - LONG. WIND 1 TO BACK COLO1 -2 -11 COLO2 2 -13 0 0 LOAD CASE 19 - ALTERNATE SNOW 1 COLO1 13 48 COLO2 -13 27 0 0 LOAD CASE 10 - LONG. WIND 1 TO FRONT COLO1 -2 -11 COLO2 2 -13 0 0 LOAD CASE 20 - ALTERNATE SNOW 2 COLO1 13 27 0 COLO2 -13 48 0 R3 BWB NUCOR BUILDING SYSTEMS Job N: U11G0405A Frame : FRAME LINES 657 By: NBSUT\bblackmer Job Name: BAYOU WELL SERVICE WAREHOUSE •" DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE •" 12.00 80.00 37.33 34.00 Member 12.00 Page: Date: 08-26-11 File: F02 1.00 COLO]. COLO2 X Y E X Y Z (kips) (kips) (kip -ft( 1 Member (kips) (kips) (kip -ft) 34.00 LOAD CASE 1 - DEAD 1 LOAD CASE 12 - LONG. WIND 1 TO FRONT COLO1 3 8 0 1 COLO1 -2 -12 0 COLO2 -3 8 0 ( C0L02 '2 -12 0 LOAD CASE 2 - COLLATERAL COLO1 3 COLO2 -3 7 7 0 0 LOAD CASE 13 - LONG. WIND 2 TO BACK COLO1 -2 -20 COLO2 2 -20 0 0 LOAD CASE 3 - FLOOR DEAD COLO1 1 1D COLO2 -1 10 0 0 LOAD CASE 14 - LONG. WIND 2 TO FRONT COLO1 -2 -20 0 COLO2 2 -20 0 LOAD CASE 4 - ROOF LIVE 1 LOAD CASE 15 - LONG. WIND 3 TO BACK COLO1 9 26 COLO2 -9 26 0 0 COLO1 1 -5 COLO2 -1 -5 0 0 LOAD CASE 5 - FLOOR LIVE COLO1 1 13 COLO2 -1 13 0 0 LOAD CASE 16 - LONG. WIND 3 TO FRONT COLO1 1 -5 COLO2 -1 -5 0 0 LOAD CASE 6 - SNOW 1 LOAD CASE 17 - LONG. WIND 4 TO BACK COLO1 17 52 0 1 COLO1 1 -13 COLO2 -17 52 0 1 COLO2 -1 -13 0 0 LOAD CASE 7 - WIND CASE 1 TO RIGNT COLO]. -11 -13 COLD2 -2 -4 0 0 LOAD CASE 18 - LONG. WIND 4 TO FRONT COLO1 1 -13 0 COLO2 -1 -13 0 LOAD CASE 8 - WIND CASE 1 TO LEFT COLO1 2 -4 COLO2 11 -13 0 0 LOAD CASE 19 - SEISMIC TO RIGHT COLO1 -14 -5 COLD2 -5 5 0 0 LOAD CASE 9 - WIND CASE 2 TO RIGHT COLO1 -11 -21 COLO2 -2 -12 0 0 LOAD CASE 20 - SEISMIC TO LEFT COLO1 5 5 COLO2 14 -5 0 0 LOAD CASE 10 - WIND CASE 2 TO LEFT COLO1 2 -12 COLO2 11 -21 0 0 LOAD CASE 21 - ALTERNATE SNOW 1 COLO1 14 52 COLO2 -14 29 0 0 LOAD CASE 11 - LONG. WIND 1 TO BACK COLO1 -2 -12 COLD2 2 -12 0 0 LOAD CASE 22 - ALTERNATE SNOW 2 COLO1 14 29 COLO2 -14 52 0 0 R4 BWB BROOKS BLACKMER w w z 5 z w U11G0405A JOB NUMBER: JOB NAME: YOU WELL SERVICE WAREHOUSE ENDWALL WINDrCOLUMN &.MEZZ COLUMN REACTIONS W Qco U' z MEZZ AXIAL MEZZSHEAR DEAD 1 R: Y w— v v n CO C m i- r Yid 0 T E w w w w o cS6b 0 a c n r r n J 1 N d Y a 4 v v ill S c o ° U w— LL 1) c n J m i- NUCOR BUILDING SYSTEMS Job N: U11G0405A Frame : GRID LINES A&G @ FL 3-4 By: BWB Job Name: BAYOU WELL SERVICE WAREHOUSE *�* DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** 34.00 C0L01 COLO2 34.00 Page: Date: 08-25-11 File: F98 X Y E X Y Member (kips) (kips) (kip -ft) 1 Member (kips) (kips) (kip -r1) LOAD CASE 1 - DEAD 1 LOAD CASE 9 - LONG. WIND 2 TO FRONT COL01 1 2 0 1 COLO1 0 0 COLO2 -1 2 0 1 COL02 0 0 0 0 LOAD CASE 2 - WIND CASE 1 TO RIGHT COLO1 -5 -9 COL02 -4 9 0 0 LOAD CASE 10 - LONG. WIND 3 TO BACK COLO1 0 0 COL02 0 0 0 0 LOAD CASE 3 - WIND CASE 1 TO LEFT COLO1 4 9 COL02 5 -9 0 0 LOAD CASE 11 - LONG. WIND 3 TO FRONT COLO1 0 0 0 COL02 0 0 0 LOAD CASE 4 - WIND CASE 2 TO RIGHT 1 LOAD CASE 12 - LONG. WIND 4 TO BACK COLO1 0 0 0 1 COLO1 0 0 COL02 0 0 0 ( COL02 0 0 0 0 LOAD CASE 5 - WIND CASE 2 TO LEFT COLO1 0 0 COL02 0 0 0 0 LOAD CASE 13 - LONG. WIND 4 TO FRONT COLO1 0 0 0 COL02 0 0 0 LOAD CASE 6 - LONG. WIND 1 TO BACK COLO1 0 0 COL02 0 0 0 0 LOAD CASE 14 - SEISMIC TO RIGHT COL01 -6 -12 COL02 -5 12 0 0 LOAD CASE 7 - LONG. WIND 1 TO FRONT 1 LOAD CASE 15 - SEISMIC TO LEFT COL01 0 0 0 1 COLO1 5 12 0 COL02 0 0 0 1 COL02 6 -12 0 LOAD CASE 8 - LONG. WIND 2 TO BACK COLO1 0 0 COL02 0 0 0 0 R6 BWB NUCOR BUILDING SYSTEMS Job 81: U11G0405A Frame : GRID LINES A&G 8 FL 6-7 By: BWB Job Name: BAYOU WELL SERVICE WAREHOUSE *'* DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE Member 34.0 1 3 Y. Y COLO1 COLO2 .00 Page: Date: 09-08-11 File: F99 Y 2 X Y E (kips) (kips) (kip -ft) I Member (kips) (kips) (kip -ft) LOAD CASE 1 - DEAD COLO1 1 2 0 1 COLO1 0 0 C0L02 -1 2 0 1 COLO2 0 0 LOAD CASE 10 - LONG. WIND 2 TO BACK 0 0 LOAD CASE 2 - FLOOR DEAD COLO1 1 COLO2 -1 2 2 LOAD CASE 11 - LONG. WIND 2 TO FRONT 0 1 COLO1 0 0 0 0 ) COLO2 0 0 0 LOAD CASE 3 - FLOOR LIVE COLO1 1 2 COLO2 -1 2 0 0 LOAD CASE 12 - LONG. WIND 3 TO BACK COLO1 0 0 0 COLO2 0 0 0 LOAD CASE 4 - WIND CASE 1 TO RIGHT COLO1 -3 -7 COLO2 -3 7 0 0 LOAD CASE 13 - LONG. WIND 3 TO FRONT COLO1 0 0 0 COLO2 0 0 0 LOAD CASE 5 - WIND CASE 1 TO LEFT COLO1 3 7 COLO2 3 -7 0 0 LOAD CASE 14 - LONG. WIND 4 TO BACK COLO1 0 0 COLO2 0 0 0 0 LOAD CASE 6 - WIND CASE 2 TO RIGHT COLO1 0 0 COLO2 0 0 0 0 LOAD CASE 15 - LONG. WIND 4 TO FRONT COLO1 0 0 0 COLO2 0 0 0 LOAD CASE 7 - WIND CASE 2 TO LEFT COLO1 0 0 COLO2 0 0 0 0 LOAD CASE 16 - SEISMIC TO RIGHT COLO1 -16 -17 COLO2 -8 17 0 0 LOAD CASE 8 - LONG. WIND 1 TO BACK COLO1 0 0 COLO2 0 0 0 0 LOAD CASE 17 - SEISMIC TO LEFT COLO1 8 17 COLO2 16 -17 0 0 LOAD CASE 9 - LONG. WIND 1 TO FRONT COLO1 0 0 0 COLO2 0 0 0 R7 BWB NUCOR BUILDING SYSTEMS Frame : FRAME LINES 162.1 Job Name: BAYOU WELL SERVICE LEAN-TO Job 41: U11G0405A By: NBSUT\bblackmer DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE Member 11.00 15.83 0.9S 12.00 COLO' COLO2 Page: Date: 09-14-11 File: F10 12.25 X Y E (kips) (kips) (kip -ft) 1 Member (kips) (kips) (kip -ft) LOAD CASE 1 - DEAD 1 LOAD CASE 10 - LONG. WIND 1 TO FRONT COLO1 1 2 0 1 COL01 1 -2 0 LOAD CASE 2 - COLLATERAL 1 LOAD CASE 11 - LONG. WIND 2 TO BACK COLO1 1 1 0 COLO1 1 -2 0 LOAD CASE 3 - ROOF LIVE 1 LOAD CASE 12 - LONG. WIND 2 TO FRONT COL01 1 3 0 1 COLO1 1 -2 0 LOAD CASE 4 - SNOW 1 LOAD CASE 13 - LONG. WIND 3 TO BACK COLO1 1 11 0 1 COL01 1 -1 0 LOAD CASE 5 - WIND CASE 1 TO RIGHT 1 LOAD CASE 14 - LONG. WIND 3 TO FRONT COL01 -1 -2 0 1 COLO1 1 -1 0 LOAD CASE 6 - WIND CASE 1 TO LEFT 1 LOAD CASE 15 - LONG. WIND 4 TO BACK COLO1 1 -1 0 COLO1 1 -2 0 LOAD CASE 7 - WIND CASE 2 TO RIGHT 1 LOAD CASE 16 - LONG. WIND 4 TO FRONT COL01 -1 -3 0 I COL01 1 -2 0 LOAD CASE 8 - WIND CASE 2 TO LEFT 1 LOAD CASE 17 - SEISMIC TO RIGHT COLO1 1 -2 0 I COL01 0 1 0 LOAD CASE 9 - LONG. WIND 1 TO BACK 1 LOAD CASE 18 - SEISMIC TO LEFT COLO1 1 -2 0 1 COL01 0 -1 0 R8 BWB NLJ - BUILDING SYSTEMS A DIVISION OF NUCOR CORPORATION NOTES AND SPECIFICATIONS BUILDING ERECTION NOTES PROJECT NUMBER: U11G0405A PROJECT NAME: BAYOU WELL SERVICE WAREHOUSE PROJECT LOCATION: RIFLE, CO COUNTY: GARFIELD CUSTOMER: J&M STEEL SOLUTIONS INC LEHI, UT PRIMARY AND SECONDARY STEEL PRIMER COLOR: RED ROOF SHEETING, TYPE: CLASSIC 1) THE GENERAL CONTRACTOR AND/OR ERECTOR IS RESPONSIBLE TO SAFELY AND PROPERLY ERECT THE METAL BUILDING SYSTEM IN CONFORMANCE WITH THESE DRAWINGS, ROOF PANEL CLIP TYPE: ®N/A ['TALL OSHA REQUIREMENTS, AND MBMA STANDARDS PERTAINING TO PROPER ERECTION. THIS INCLUDES, BUT IS NOT UMITED TO, THE CORRECT USE OF TEMPORARY GAS AND BRACING WHERE NEEDED FOR SQUARING, PLUMBING, ANO SECURING THE STRUCTURAL AND SECONDARY FRAMING. SECONDARY WALL FRAMING MEMBERS ORM OR BAR JOISTS) ARE NOT DESIGNED TO FUNCTION AS A WORK PLATFORM OR PRCMDE SAFETY TIE OFF ATTACHMENT IN ACCORDANCE WITH OSHA REQUIREMENTS. SECONDARY ROOF FRAMING MEMBERS (PURLINS OR BAR JOISTS) ARE NOT DESIGNED TO PRCMDE SAFETY TIE OFF ATTACHMENT IN ACCORDANCE MTH OSHA REQUIREMENTS. 2) ALL HIGH SIRLNGTH BOLTS ARE TYPE ASTM A325 AND ARE TO BE INSTALLED TO THE "SNUG -TIGHT' CONDITION AS DEFINED BY THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS 2004 EDIT1014, SECTION 8.1, UNLESS NOTED OTHERWISE ALSO, NOTE 11 -AT BOLTS IN STANDARD HOLES 00 NOT REQUIRE WASHERS PER THE @4115, SECTION 6. Haw • i .: IA. .1 115.80 c GE 3) ALL A307 MACHINE BOLTS ARE TO BE BROUGHT TO A "SNUG TIGHT' CONDITION TO ENSURE THAT THE MATERIALS IN 111E JOINT ARE BROUGHT INTO GOOD CONTACT WRH EACH OTHER. 4) WASHERS ARE REQUIRED AT ALL SLOTTED CONNECTIONS AS FOLLOWS: =HOLE TO SLOT CONNECTION, ONE WASHER REQUIRED ON SLOTTED SIDE. -SLOT TO SLOT CONNECTION, IWO WASHERS REQUIRED, ONE ON EACH SIDE OF THE CONNECTION. HOWEVER AT LAPPED ZEE MEMBERS, WHETHER PURUNS OR GIRTS, NO WASHERS ARE REQUIRED IN THE 8 -BOLT LAPPED REGION. 5) THE METAL BUILDING SUPPUER SHALL BE NOTIFIED PRIOR TO ANY FIELD MODIFICATIONS. MODIFICATIONS SHAT BE APPROVED BY TI -15 METAL BUILDING SUPPLIER BEFORE WORK IS UNDERTAKEN. 6) All WELDING MUST BE PERFORMED 8Y AWS QUA11FIED WELDERS FOR 111E WELDING PROCESSES AND POSITIONS INDICATED. ALL WORK MUST 8E COMPLETED AND INSPECTED IN ACCORDANCE Willi THE APPLICABLE AWS SPECIFICATIONS. WELD ELECTRODES USED FOR THE SMAW (OR 5110K) WELD PROCESS MUST BE 70 KSI STEEL AND LOW HYDROGEN CONTENT. 26 GAGE, FINISH: TBK ['SHORT ❑UTILITY ❑FIXED ❑FLOATING THERMAL BLOCKS: DYES ®NO SEAMING METHOD (FOR CFR ONLY): ❑"NUCOR [NUCOR ❑"NUCOR REFER TO THE DETAIL PAGES FOR ADDITIONAL SEAMING INFORMATION COMPOSITE ROOF DECK, TYPE: N/A EPS FOAM SPACER: ®YES ❑ NO ROLL LOCK"58 VISE LOCK" n' VISE LOCK 360"TM ROOF DECK ONLY, TYPE: N/A CLASSIC MID CFR GUTER HANGERS ARE PROVIDED IN GALVANIZED COLOR ONLY. VR18 GUTTER HANGERS ARE AVAILABLE COLORED. GAGE, FINISH: GAGE, FINISH: ROOF LINE TRIM, PAINTED: TBK EXTERIOR WALL SHEETING, TYPE: CLASSIC WALL 26 GAGE, FINISH: TBK EXTERIOR WALL CORNER TRIM FINISH: TBK EXTERIOR BASE TRIM, PAINTED: TBK FRAMED OPENING TRIM, PAINTED: N/A FRAMED OPENING COVER TRIM, 7) COMMON ABBREVIATIONS: o) IYP UN0-TYPICAL UNLESS NOTED OTHERWISE b SLV-SHORT LEG VERTICAL c LLV-LONG LEG VERTICAL d NS & FS -NEAR SIDE AND FAR SIDE e OAL-OVERALL LENGTH f) SIM. -SIMILAR h�1410-605 SL-STEELI UNE CONTRACT 1) N/A -NOT APPUCABLE j MBS -METAL BUILDING SUPPLIER 8) CONSTRUCTION LOADS SHALL NOT BE PLACED ON ANY STRUCTURAL SILL'. FRAMEWORK UNLESS SUCH FRAMEWORK IS SAFELY BOLTED, WELDED, OR OTHERWISE ADEQUATELY SECURED. 9) PURUNS AND GIRLS SHAT NOT 8E USED AS AN ANCHORAGE POINT FOR A FALL ARREST SYSTEM UNLESS WRITTEN APPROVAL IS OBTAINED FROM THE METAL BUILDING SUPPUER. 10) PURLINS MAY ONLY DE USED AS A WMJONG/WORKING SURFACE WHEN INSTALJNG SAFETY SYSTEMS, AFTER ALL PERMANENT BRIDGING HAS BEEN INSTALLED AND FALL PROTECTION IS PROVIDED. 11) CONSTRUCTION LOADS MAY BE PLACED ONLY WITHIN A ZONE THAT IS WITHIN 8 FEET OF THE CENTER -UNE OF THE PRIMARY SUPPORT MEMBER. CFR BUNDLES SHOULD BE PLACED DIRECTLY OVER THE RIGID FRAMES. 12) ALL LIFTING DEVICES MUST MEET 0511A OR MSHA STANDARDS AND IN NO CASE IS IT ACCEPTABLE TO USE STRUCTURAL MEMBERS SUPPLIED BY THE MBS AS A SPREADER BAR OR LIFTING DOICE. GENERAL DESIGN NOTES AND MATERIAL SPECIFICATIONS 1) ALL STRUCTURAL SILLL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE W111 THE PSC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN', NINTH EDITION, OR THE MSC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS', THIRTEENTH EDITION, AS REQUIRED BY THE SPECIFIED 81AIDING CODE 2) ALL WELDING OF STRUCTURAL STEL 15 BASED ON AWS D1.1 'STRUCTURAL WELDING CODE', LATEST EDFI1ON. 3) All COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH MSI "SPECIFICATIONS FOR THE DESIGN OF COW FORMED STEEL STRUCTURAL MEMBERS', LATEST EDITION. 4) ALL WELDING OF COLD FORMED 51LLL G BASED ON AWS 01.3 'STRUCTURAL WELDING CODE - SHEET STEEL", LATEST EIXTION. 5) IF JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF THE SYSTEMS -ENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1926.758 OF THE OSHA SAFETY STANDARD FOR 5IEEL ERECTION, DATED JANUARY 18, 2001. MATERIAL BMIFICATON4 PLATE AND FLANGE MATERIAL: 5'-12" WIDE & THRU 1' THICKA529, GRADE 55 OTHERS A36 BUILT-UP STRUCTURAL WEB MATERIAL _A1011 SS (OR HSLAS CLI) GR 55 HOT -ROLLED STRUCTURAL A36 OR A572 GRADE 50 OR A992 GRADE 50 STRUCTURAL TUBE STRUCTURAL PIPE COLD -FORMED STRUCTURAL RPB ROOF PANELS STANDING SEAM ROOF PANELS R -PANEL AND A -PANEL SIDING ROD BRACING CABLE BRACING WELDS HIGH-STRENGTH BOLTS MACHINE BOLTS 2C". ,,COR 3ur..CI.7, SYS,EMS A500 GRADE 8 (46 KSI) A500 GRADE B (42 KSI) A1011 OR A1039 SS (OR HSLAS 011) GR 55 A792 GRADE 80 A792 GRADE 50. CLASS 1 A653 GRADE 80, CLASS 1 OR A792 GRADE 80, CUSS 1 A529 GRADE 50 A475 COATING CLASS A, GRADE ENS, 7 -WIRE AWS D1.1 LATEST EDMON A325 TYPE 1 HEAVY HD( OR A490 TYPE 1 HEAVY HEX A-307 GRADE A HEX PAINTED: TBK WALL FRAMED OPENING, SIZES: (7) 3'-4 1/4"x7'-2 1/4" (9) 16'-0"x16'-0" (14) 3'-0"x4'-0" (3) 6'-4 1/4"x7'-2 1/4" INTERIOR WALL SHEETING, TYPE: CLASSIC WALL INTERIOR CEILING LINER, TYPE: CLASSIC WALL INTERIOR WALL TRIM, PAINTED: TBK YES NO DU DU 0 DU 26 GAGE, FINISH: TBK 26 GAGE, FINISH: T8K ❑ DOWNSPOUTS PAINTED: TBK GUTTERS PAINTED: TBK ® WALKDOORS, QUANTITY: PAINTED: ® WINDOWS: PAINTED: O INSULATION (NOT BY NBS), ROOF: 6" BATT WALLS: 6" BATT ® CRANES (SEE CRANE PLAN FOR ADDITIONAL CRANE INFORMATION) ❑ MEZZANINE (SEE MEZZANINE PLAN FOR ADDITIONAL MEZZANINE INFO) ® WALL TRANSLUCENT PANELS, LENGTH: QUANTITY: ® ROOF TRANSLUCENT PANELS, LENGTH: QUANTITY: INSULATED PANELS YES ❑ NO 9 ® PIPE JACKS, SIZE: QUANTITY: ® ROOF FRAMED OPENINGS, SEE ROOF FRAMING PLAN FOR SIZES ® ROOF CURBS (BY NBS), SEE ROOF FRAMING PLAN FOR SIZES J RIDGE VENTS, 10'-0" LONG X ❑ 12"9 9"THROAT. QUANTITY: SINGLE UNITS ❑ CONTINUOUS UNITS 0 • THIS BUILDING CAUSES SNOW DRIFT ON EXISTING BUILDING THIS BUILDING IS IN SUCH PROXIMITY TO ANOTHER BUILDING OF LOWER EAVE HEIGHT, THAT A POTENTIAL FOR SNOW DRIFT ON THE EXISTING BUILDING HAS BEEN CREATED. THE PROJECT ENGINEER OF RECORD (NOT METAL BUILDING SUPPLIER) MUST INVESTIGATE THE EXISTING BUILDING TO ENSURE IT REMAINS STRUCTURALLY ADEQUATE FOR STRENGTH AND STABILITY CONSIDERATIONS WITH THIS POTENTIAL SNOW DRIFT LOAD. THIS PROJECT INCLUDES NO PROVISION FOR DYNAMIC LOAD CRITERION (VIBRATIONS) AND ITS EFFECTS ON MEZZANINES. METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBIUTY FOR THE PRESENCE OF DYNAMIC LOADS. IT SHALL BE THE RESPONSIBIUTY OF THE "ENGINEER OF RECORD" TO DETERMINE THE IMPACT OF THESE VIBRATIONS ON THE STRUCTURE. YES NO 0 ® FASCIA, PROJECTION: FACE PANEL, TYPE: BACK PANEL, TYPE: TOP OF FASCIA HEIGHT: GAGE, FINISH: GAGE, FINISH: CAP TRIM PAINTED: BASE TRIM PAINTED: 0 CLOSED SYSTEM, CLEAR UNDER SOFFIT TRIM: SOFFIT PANEL, TYPE: GAGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: ❑ OPEN SYSTEM, (NO SOFFIT PANEL PROVIDED) CLEAR UNDER FASCIA: ❑ IRI PARAPET SYSTEM ❑ STRUCTURAL PARAPET ❑ NON-STRUCTURAL PARAPET ❑ NOT BY MBS TOP OF PARAPET HEIGHT: BACKER PANEL, TYPE: GAGE, FINISH: ® 0 CANOPY (LIGHT GAGE), PROJECTION: 5'-O" QUANTITY: 6 AT EAVE LINE 9 BELOW EAVE ROOF PANEL, TYPE: CLASSIC 26 GAGE, FINISH: TBK SOFFIT PANEL, TYPE:CLASSIC 26 GAGE, FINISH: TBK SOFFIT TRIM AT BUILDING LINE PAINTED: TBK CLEAR UNDER CANOPY BEAM: > 4'-0" CJ ® BOXED -OUT CANOPY, PROJECTION: ❑ AT EAVE LINE ❑ BELOW EAVE ROOF PANEL, TYPE: GAGE, FINISH: FACE PANEL, TYPE: GAGE, FINISH: SOFFIT PANEL, TYPE: GAGE, FINISH: SOFFIT TRIM AT BLDG UNE PAINTED: CLEAR UNDER SOFFIT: BASE TRIM PAINTED: • EAVE EXTENSION (CONCEALED BEAM), PROJECTION: SOFFIT PANEL, TYPE: GAGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: ® RAKE EXTENSION, PROJECTION: SOFFIT PANEL, TYPE: GAGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: ® PARTITION WALL SHEETING PANEL TYPE: GAGE, FINISH: PARTITION WALL TRIM COLOR: FOR OCCUPANCY CATEGORY I OR II BUILDINGS, IBC ALLOWS FOR SINGLE STORY BUILDINGS TO HAVE NO OMIT FOR SEISMIC STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALLS SHOULD BE DETAILED (BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT. SEP 14 2011 FOR BUILDING ERECTION THIS IS NOT AN APPROVAL SET. YOUR BUILDING IS BEING FABRICATED NO CHANCES CAN BE MADE MBMF1 47- M E M B E R CSA W47.1 ACCREDITED AC472 BUILDING LOADS DESIGN CODE: IBC 2009 ROOF LNE LOAD: 20 PSF REDUCIBLE PER CODE GROUND SNOW LOAD: 58 PSF BUILDING END USE: 3B MBMA OCC. CLASS: II - STANDARD BUILDINGS SNOW EXP. FACTOR, Ce: 1.0 SNOW IMPORTANCE FACTOR, Is: 1 WIND: 90 mph WIND IMPORTANCE FACTOR, Iw: 1.0 EXPOSURE: C WITHIN HURRICANE COASTUNE ❑ YES MI NO UL 90 ® YES ❑ NO Classic Roof -Const. No. 161; Classic Roof w/ Translucent Ponel-Const No. 167 CFR Roof -Const. No. 552; CFR Roof w/ Translucent Panel -Const. No. 590 Composite CFR Roof -Const. No. 552A; VR16 II Roof -Const. No. 332 SEISMIC INFORMATION Ss:0.333, 51:0.072 Design Sds/Sd1: 0.340/0.115 Site Class: D Seismic Imp. Factor !e: 1.00 Seismic Design Category: C Analysis Procedure* Equivalent Lateral Force Method Basic SFRS: Not Detailed for Seismic NOTES' 1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, UGHTING, FNAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED PROM ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 200 POUNDS, OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE. ROOF DEAD (PSF): PRI. COL. (PSF): SEC. COL. (PSF): SNOW CL SNOW Cs: ROOF SNOW (PSF): WIND ENCLOSURE 0Cpi: SEISMIC R: SEISMIC Gs: BUILDING BUILDING Warehouse Lean -To 3.50 7.50 5.00 5.00 5.00 5.00 1.00 1.00 1.00 1.00 40.60 40.6 Enclosed Enclosed +/-0.18 +/-0.18 3.00 3.00 0.079 0.079 BASE SHEAR (KIPS): 54.0 2.0 ERECTOR NOTE: ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING. 2" WALL FASTENERS HAVE BEEN SUPPLIED FOR WALL PANEL TO GIRT ATTACHMENT. WHERE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, H1045 or H1047 FASTENERS HAVE BEEN SUPPLIED. ERECTOR NOTE: ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING. 1 1/2" ROOF FASTENERS HAVE BEEN SUPPLIED FOR ROOF PANEL TO PURUN ATTACHMENT. WHERE DRAWINGS INDICATE AN H1030 STRUCTURAL FASTENER, H1035 FASTENERS HAVE BEEN SUPPLIED. ERECTOR NOTE: ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING. WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, H1047 (2" WASHERED WALL FASTENERS) HAVE BEEN SUPPLIED. ERECTION MANUALS REQUIRED (ERECTION MANUALS ARE SHIPPED WITH THE BUILDING IN A WAREHOUSE PACKING CRATE) 0 CFR ROOF ❑(H9600) OR 0(H6250) ❑ SINGLE CURB (H9850) ® CLASSIC ROOF ®(H9420) OR 0(H8201) 0 DOUBLE CURB (H9800) ® WALL SHEETING IN(H9430) OR 0(H6300) ❑ VR16 II (H9925) 0 JOIST BRIDGING PACKET (SENT SEPARATELY BY JOIST MANUFACTURER) DRAWING INDEX COVERSHEET C1,C2,C3 A/BOLT DWGS F1, F2, F3 BLC0-9-11-2180 Bayo well services, LLC amendment A 28730 HWY 6 &24, Rifle 0 0 0 0 .4- 0 0 CO CO CO m rn I.i 0, z 3 w m U 3 c3 3m 0 0 0 0 0 01 0 01 REV. 2 APPROVAL ANCHOR BOLTS APPROVAL DRAWINGS MEZZ. CONFIRMATIONS PERMIT DRAWINGS CONSTRUCTION ANCHOR BOLTS 1 0 u 3 PROJECT NAME: BAYOU WELL SERVICE WAREHOUSE 0 U 1. it J&M STEEL SOLUTIONS INC J JOB NUMBER: U11G0405A SHEET N0: C1 of 3 THIS SEAL PERTN 5 ONLY TO THE MATERIALS DESIGNED AND SUPPLIED BY NUCOR BUILDING SYSTEMS, A DIVISION OF NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR BUILDING SYSTEMS. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILOING SYSTEMS AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. q NLI -R BUILDING SYSTEMS A DIVISION OF NUCOR CORPORATION MAOEVARK 2COA. NUCOR BUT. NC SYSTEMS PROJECT NUMBER: U11G0405A PROJECT NAME: BAYOU WELL SERVICE WAREHOUSE PROJECT LOCATION: RIFLE, CO COUNTY: GARFIELD CUSTOMER: J&M STEEL SOLUTIONS INC LEHI, UT STRUCTURAL TESTS AND INSPECTION: 1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC 1704.3 AND IBC 1705 2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. 3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. 4) PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER. A. STRUCTURAL STEEL: 1. MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE) 2. SAMPLING AND TESTING OF SPECIMENS B. WELDING: 1. ALL STRUCTURAL WELDING (INCLUDES DECKING AND WELDED STUDS), EXCEPT WELDING IN APPROVED; SHOPS PER IBC 1704.2.2 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AND FIELD WELDS. 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING C. BOLTING: 1. HIGH STRENGTH BOLT A325SC AND A490SC (TORQUE VERIFICATION) 2. HIGH STRENGTH BOLT A325N AND A490X (PER COVER SHEET NOTES) 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY YES NO N/A ❑ IN 0 O IN 0 • 0 0 0 • 0 • i ❑❑ ❑❑ 0 • 0 MBMR MEMBER W \ \ \ \ \ 0 M M h aD o0 a0 CO m IJ � a 3 o m m U M 03 CO 05 03 CO 05 3 E. la5l 0 0 05 D u 3 E BUILDING' SYSTEMS O PERMIT DRAWINGS CONSTRUCTION ANCHOR BOLTS BAYOU WELL SERVICE WAREHOUSE 0 0 J 00 JOB NUMBER: U11G0405A SHEET N0: C2 of 3 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED AND SUPPLIED 8Y NUCOR BUILDING SYSTEMS, A DIVISION OF NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR BUILDING SYSTEMS. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. STANDARD WELDS AND LEGEND ....._ W \ .,___ \ ,__ \ ,_ \ ,_ \ Mat. Joined Weld FWS$ - FILLET WELD, ONE SIDE 0. 5 3 5 5 Thickest 51/7 FW 3 $ FILLET LEG NEAR SIDE WELD: FAA SIDE WELD: FWSS 3/113 0 CO CO CO 53/4' FW 4...au....au.....�...3 >3/4' FW-5 __ I 5 5A6• 8FILLET $FILLET ENLARGED DETAIL I ! FWS4 FG-5= Y n n 0 o v -a n ' z 0FwSx . 1 iFWD$ FWS4 FG-5 -FILLET $-FIILLET WELD, BOTH SIDES rwcs FILLET 0 0 0 o aFC5JI$ 0 +FG-5 LC-G 3/16' FWD$ 5C#5• FW$4 3 OR ITS$ FWS4 FG-5 4 i!4' FWD$ PILLET o3m 1 , FG-5 ,5 5(IGco ce0 P59• 3 lx EAVE STIFFENER CJa1 Knee J ` _ai FG-5 FWS4 FWR -Full length fillet on near side with •(Max. D15 or 3') fillet return + w a z x REFERENCE EAVE Notch PL — at both ends on opposite side of plate- a In z 2_ rn lx STIFFENER DETAIL I I t'l� FILLETLEGFwR$ D - o 3 z z FOR WELDS FWS3 FG-5 Mil 3 $ (Mm.DSa3') 0_ o ri n FG 5 FWD4 F�wrTs DR / $ ��' FG 5# Typ Stiffener Detail Section A A s : SEE DETAIL F.S. ,III.�� I , F-WS4 FG-5 5/16• N �i p�p�� 4 [may U. U. w tL o U FG-5 W N.S. I WP1$ - Full length fillet on near side of web with 3' of fillet past inner 0 0 FW Ty eir most hole in from each flange along the opposite side of web. 0 0 II p. 7 O $ FILLET LEG aasxtToe w,el.wsr w O FG5 WPS7 Column 3145 OR / $D HOLEMFRd)FAa,RA1K,E Z0CJP1 Fwil# FWS3 Structural 4 3. 5 5/16 r WPS9 ` <-0 TO 3SWS 10. WATERY CITY UT (435) 919- 435) 919-, o II:1 2FR FWS4 CJP1 - COMPLETE JOINT PENETRATION, SINGLE BEVEL WELD 3-cwPS4 H/ NEARSIDEWELD FARSIDEWELD: CJP1 p� C.faP$ IP CRACK GOUGE .-JG,-!BACK GOUGE / - \ .CK GO.GE 450U4E c�nu°O'io£n •curl II SYSTE W#: RANGES FROM FWE3 TO FWD5 PER ENG. FG 5 WP 2FR FWS4 FG-5 FWS4 45° 1 WP##: WELD SIZE PER ENG. FULLLENGTH FILLET NEAR ® 3 BEVEL SIDE -.-EErE. SIDE OF WEB WITH 3' OF FILLET PAST INNER MOST HOLE IN FROM EACH FROM FLANGE ALONG THE OPPOSITE SIDE OF WEB. FG-5 rG-5 G � WELD FWR# FWS4 u = wv I Pipe or Tube Column •THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN. PURLIN/GIRT /CHANNEL EAVE STRUT O D 1PAL 1 Tube Bracket 3 Lr Thickest Mal. Joined Weld ,-SSHAPE •r fz 51/2' FW 3 5 ala' QTY SHAPE '1 ,SLOPE E m . co a- 5 N-5 (2) 08C060 (2) 8E2075 Perpendicular Knee Column Typical Column Structural Details YTHICKNESS j THICKNESS See Weld Standard sheet for WPS description See Weld Standard sheet for WPS description See Weld Standard sheet for WPS description SIZE`1070 SIZE 1000 Lu Thickest Mal Joined Weld oX ++ HXXXXXXXXXXXXXXXX X X XXXXXXX XXXX XXXX X Q z 0 0 (d = •—r _ II 53 FFWW3 O a X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X LLJ MI „ >3/4' FW 5 X X X X X X X X X X X X X X X X X X X X X X Z CJP1 *WPS9 C X X X X X X X X X X X X SOLUTIO C s 1..” F.S. SEE DETAIL O co a X X X X X X X X X X X X X X X X X X X X X X X X X X U 1„Pr N.S. A FWD# ti X X X X X X X X > FG-5 p 1/4 4' -12' FG-5 1/4 4' - 12' o g4 .« « B $ $ 8 8 8 $ a - ? r 0 m 0� - D G d . & a dN oS ti 0 N 0 die •dO, W Pi FG-5 FWS3 .%I 4 '� .- x d o d O g e E 0 0 (f) U i „t4 d. ' li '._3 i n o 1 0 0 o g g g 5 o� g `g ;OJECT NAME BAYOU WELL RIFLE, CO JSTOMER: J&M STEEL LEHI, UT DETAIL 'A' - LL 'LL 0 0 0 0 N - 0 0" 00 0 05 05 was! a Typ. Flange B ace Clip Runway Beam - - - - - - FWS3 /� y J 'Li ^•N U' LL ° (5 N .- N .- N .- 9 ° (7 (. o LLQ N r 0 U' 0 C7 g °- !- 0 0 U' g F 0 (7 N % N (2 n J LL LL G 0 3:3: 0 5 6 O ]: 2 O S IL O S ES O = Q O S O 3 7: S O S O E x K O = K O S _ _ — Q . 3?,,j)c7 RV Preq K 0 K 0 O OC O 4 O 0 O Vl w n W kr w Vl IM q N O O O O Q O 2 O OC O O :Or OC 2 p2 g c7 i. ccs I—. i- O O a O n O O. O O. a O. O. a a a g g r r r >a i 0 Ii7 d s a a a a a a E- IGFG rd sheet foi Process W (0.3750.500' Web spice) SAW (Amowelder Weld) AW (Flange to endplate weld) .MAW (CF seem 3141ch weds I GMAW (CF lee Inlet weld) GMAW ICF lee Met weld) (galvanized) ga 3GFG u Q FG-5 Fws3.3 min WPI) 3 i I I / ;d JOB NUMBER: J 0 I1 .S FwD� q ag $ 9 = 8 g - n g a ^ $ 2 1 a P 3 a„ a 8 t t L- E m e � $ U 1 1 G0405A 1SWS Q CJPtI A FOS S ~`3 , R �m -s. t .i: 1 - R 3 3^ 9 S 1 i 1$ I _4 : $ - ii 3E 63 2- RI SHEET N0: p 3SwS W WP59 O §- 3 i i' - § o o a g' go 33g g ;v 1 3g O O 3 3 1 / u 3 - 3 C3 Of 3 0 v, CL Ws FG-5 FWD o g a a A 0 u 3 A a u 3 LL S o n Vigo 0 a 03 Interior Wide Flange Fixed Base Plate Crane Stop a� m a 8 8 8 _ 8 8 8$ 8 8 8 8 8 8 8$ 8 a 8 o 8 a 8 a 8 o 83 o S a S �, a S a S a SESS 8565 M SSSS 5 5 5 o S a o 0 ,� to 'd p �(� o <) a a N a a W a o N a o' N a a N a s N 3 a o N a a In a a N 3 a o N a 0 N a o < a a < a a N 3 a N 3 aNN N a N a N a '' a N a < a 3 a N 3 a N a N 3 a N a N a N 3 a ,n a N a In s < a In 3 a _20 W LLWW iZF 13-3 T) To L L L LQ L N 1 8 i�S�Fy B h it n L PC LL 6 � O 4) 4) C . 0 3 vt = . 3 a m u mm y o. v a ... n'� -. �t J -o ?2 Thyy 34 O 4 '.-o N ti 'N �� A Da_ g �y D0 A oE,l pSpS V O- Ao c 1 0 w �j i J mo .O N R a y o' aN n- kg o .2 _ o _ c oa G 'r, NL b n S m N m •a O r rr) A 2 O m n� LLa� a W W I() fn FG-5 FWD4 /�•ll f�L •` N N N 6 A - d 0 c d N c�'vo �- O. ,•)'t �. N o, �1 M' O E ^ O b U E A E N� R y 9 3 N 7,,,-; d U 3'- d N N c c C N VI VI Uopp.-. C y 0 CNm 6 A �i -y ami N df'l i U N 2 0,_U° N 3 O ZQ FG5 n m .- a 0 @ m 2, ,z-7-, 0 0. 0 $,0 08 D• rn � ON o D- w DN rn = cE N _ w 5> E E" §a E o 8 �� N � 0 m N� 8- -o - , zN THIS SEAL PERTAINS ONLY TO THE 8' o LL WLL] ww ti, o w2O (1 0i 0. Y d c, Runway End U 0 _ E �' a c Ae m through o -Ir, - o rls N _ M v c vim. a �� o w a N u -o H a y N �o h a m o �' .a Rod to plt m no in a_ pipe splice f 0.51 N - flange to wE autowelder usin flange to WE autowetder usin complete perm for tee cont = > E 0 LL a o E � 8 LL v 3 3 O Cold-Porin sea R yvl -& g m -. 0;0 HN p0 '^ vai 0 8 E `0 0- Is' Is' E 0 y" d s a E o. 0 w w"w w 6a �' E a 0 y E a - m E o aN A y E w O •' o.N 2,:t Eo 0 N MATERUaS DESIGNED AND SUPPUEO BY NUCOR $UILAING 515TEMS, A DIVISION OF NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUILDING WHICH THEY REPRESENT N 2 O -J Ow¢ = ~ W o c ¢ 0 N 3 m 3 U O e, `� P. 0 v 0 vo 0 �o 0 -,6, v . -a a PARE .0 NUCOR. BUILDING THSYSTEM5u THEFREGISTERED PROFESSIONAL ENGINEER WHOSE 33 a,�, �,. A. 0 2 a a0. SPECIAL DETAILS N 0 0 0 ro (5 (4) (/) (/) 5) l0 (p r- coOD 05 N N m M coo n SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING AND NOT AS = u) ~ 3w3 2 See Weld Standard sheet for WPS description ] C7 LL 20,,R(.9_2(.,., ( (4 N g3 M cq�7 V N CC N 0 m LLL d $i d d 73 d d d 5 co 5 d 5 a_ a 5 o_ G. 5 a_ 01 9_ 5 0. >j CO 5 0_ }j d 5 a. 9_ 5 Q. S�ORMREPRSS ENT THE PROJES ECT ENOITEBE CONSTRUED AS SUCHH. w z J z J O In 0 co 0 STEEL LINE 165'-0" STEEL LINE 133'-8" 31'-4" 23'-8" 25'-0" 25'-0" 30'-O" 30'-0" 0 Ii LOW EAVEI 0 LEAN-TO STEEL LINE • O HO HBO • STEEL LINE 30'-0" 25'-0" 25'-0" ROOF SLOPE N WAREHOUSE ROOF SLOPE 25'-0" O- O 0= OH 30'-0" 30'-0" 0 N 0 0 N —e 0 0) 0 N o 0) co 1' T 165'-0" STEEL LINE o CI b al al CI STEEL LINE ANCHOR BOLT PLAN GENERAL NOTES 1. THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 GRADE 36 UNLESS NOTED OTHERWISE. ANCHOR ROD MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING THE STRENGTH REQUIREMENTS SET FORTH ON THESE DRAWINGS MAY BE UTILIZED AT THE DISCRETION OF THE FOUNDATION DESIGN ENGINEER. ANCHOR ROD EMBEDMENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION DESIGN ENGINEER. 2. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN IS THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR WITH LOCAL SITE CONDRIONS. 3. ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY METAL BUILDING MANUFACTURER. 4. THIS DRAWING IS NOT TO SCALE. 5. FINISHED FLOOR ELEVATION = 100'-0' UNLESS NOTED OTHERWISE. 6. 'SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE "TOES" TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE. 7. THE ANCHOR BOLT LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN OF THE MATERIALS SUPPUED BY THE METAL BUILDING MANUFACTURER. PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE REQUIREMENTS DEPENDING ON THE DETAILS OF THE FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS NOT WITHIN THE METAL BUILDING MANUFACTURER SCOPE OF WORK, IT IS THE RESPONSIBILITY OF THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION TO MAKE CERTAIN THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS OF THE FOUNDATION DESIGN. — CROSS BRACING 3OTTOv1 OF BASEPLATE ELEV. = 100'--0" AT FINISHED FLOOR ANCHOR BOLT SCHEDULE QUANTITY SIZE PROJECTION 88 3/4" 3" FROM BOTTOM OF BASE PLATE 48 1" 3" FROM BOTTOM OF BASE PLATE 0 1 1/4" 3" FROM BOTTOM OF BASE PLATE THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO BE PLACED, BUT ALSO THE FOOTPRINT OF THE METAL BUILDING. R IS ESSENTIAL THAT THESE BOLT PATTERNS BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, THE METAL BUILDING MANUFACTURER MUST BE CONTACTED IMMEDIATELY, BEFORE CONCRETE IS PLACED. M M 7-7 CO CO CO Ql K 5 CO CO 0 CO 0 CO CD 0 0 0 W 0 W 0 U' REV. 2 APPROVAL ANCHOR BOLTS APPROVAL DRAWINGS 1 0 u 3 E 44 W F. 44 44 41 ItJ MEZZ. CONFIRMATIONS PERMIT DRAWINGS CONSTRUCTION ANCHOR BOLTS CV O Z p i c I >- CD I W ==) C3- ,-- T0) >- LC) • (:) U W 3 a BAYOU WELL SERVICE WAREHOUSE 0 0 J JOB NUMBER: U11G0405A SHEET N0: TH15 SEAL PERTAINS ONLY TO THE MATERIALS OESIGNEO AND SUPPLIED BY NUCOR BUILDING SYSTEMS, A Dw1510N OF NUCOR CORPORATION. THE DRAWINGS ANO THE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR 'JADING SYSTEMS. THE REGISTERE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR 8ULMNG SYSTEMS AND GOES NOT SERVE AS OR REPRESENT THE PRGIECT ENGINEER OF RECORD AND SHALL NOT 8E CONSTRUED A5 SUCH. f 1'-1" 0 CO � 0 CO — "t co 8,T W .- o 0re, r 2” 2" 0 \ CO CO 0CF11. 22"„2'°:- \ //MT viii c3 N I I 1 I f f a f" r Mk i 11 (� ' ` N �_ 4 2 co m 3 m 3 m 3 COLUMN �,*�. CLR. OPENING I.�K�, VARIES ' I SY " i "-, v = m " - 4.1611 -QIJ -_ 1 1 \ .J m Z FINISH (USE (2) 444 (2 3/4"-3 5/B� I/2' ON EXPANSION BOLTS PER COLUMN) 1 1 y` (� 1 1 a v a o o a FLOOR 1 I 4 -"O N 4 ■ ■- N ISSUE REV. 2 APPROVAL ANCHOR BOLTS APPROVAL DRAWINGS n o z v nj s PERMIT DRAWINGS (CONSTRUCTION ANCHOR BOLTS GIRT DEPTH + 2' i o / MI� W 'o • ANCHOR BOLT v° <• 'A SECTION A 2 f ,. L 2" BPFFNG (RECOMMENDED) OHDFO BU4BX BU4TX BU4TX BU4LX TYPICAL COLUMN BASE PLATE DETAIL TYPICAL OVERHEAD FRAMED OPENING DOOR(4) A 3/4" BOLTS WITH 0 ANCHOR A 3" PROJECTION B (4) 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION C (4) 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION D (4) 1' BOLTS ANCHOR WITH A 3" PROJECTION 1 —5" 8" 8" SIDEWALL 1050 NO. WATERY LANE BRIGHAM CITY UT 84302 PHONE: (435) 919-3100 FAX: (435) 919-3101 2.2" o y 2 � 4" 4" \ 8" 2" 2" � 6 1/4" 4 { IR rSTEMS , 1 , / i \ 14 I I 1 r I 1 1 (REFERENCE MOMMLI FRAME COLUMN J ONLY) �i N N L— - / / C� i - — 4 iii .i °°0 / 0 f — (.I r 0 -- Y - + % >; — — N —� —�i—�i IIII CO N I I I I \ \ I J I \ \ C 1 r 10 1 4" 4" PORTAL FRAME 2.,J L2" COLUMN PC44TRX BU4RX BU4BX BU4TX BU4BX E (4) BOLTS/WITH 4- 0 ANCHOR A 3" PROJECTION F (4) BOLTS 'WITH A 3C PROJECTION G NCHOR (4) BOLTS (WITH AA3" PROJECTION I V BOLTS WITHA 3"PROJECTIONK COLUMN (4) 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION j// WE: 1 WELL SERVICE WAREHOUSE :0 STEEL SOLUTIONS INC SIDEWALL SIDEWALL SIDEWALL 1 /4" 4" 1 �" 4 1 /4 4" 6 1 /4" is 6 2 —0" N 2'-0 6 y 1'-8 / f I N I I (REFERENCE M. ��M�' FRAME COLUMN ONLY) •i N f / ivy 41 FRAME COLUMN (REFERENCE ONLY) / iv AM Ilk ii-I►i�i FRAME COLUMN (REFERENCE ONLY) iii .i oAli o ii ii' N Mli'M 11141WIPMa y WW1) PORTAL FRAME COLUM 4" 10 1 4" 0 m - o w 10 1 4" 4" PORTAL FRAME / PORTAL FRAME COLUM 4" 10 iii 1 4" Air--.._ COLUMN PC44TRX PC44TLX a 0 PC44TLX L COLUMN (4) 3/4' 0 ANCHOR BOLTS WITH A 3" PROJECTION ��� ///// M PORTAL COLUMN (4) 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION 4 N PORTAL COLUMN (4) 3/4' 0 ANCHOR BOLTS WITH A 3" PROJECTION j/ /� JAB U 11 G0405A 10 1/4" 4" PORTAL FRAME PORTAL FRAME 4" 10 1 4" SHEET N0: F2 of 3 I COLUMN COLUMN M iii i N / iii MM ;ii FRAME COLUMN (REFERENCE ONLY) I.— 'MN. lie= -03 Co e / a =Mill IV � FRAME COLUMN (REFERENCE ONLY) THIS SEAL PERTNN$ ONLY TO THE MATERIALS RESIGNED AND SUPPLIED BY NUCOR BUILDING SYSTEMS. A DIVISION OF NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUILDI00ICPRODUCTREPRESENT APE THE UCO BUILDING SYSTEMS. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS I5 EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOSIRS NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD ANO SHALL NOT BE CONSTRUED AS SUCH. , N I 1'—$ " r A.� 1 '-8" I 6 1 4" 4" 4" 6 1 4" SIDEWALL PC44BLX SIDEWALL PC448RX P PORTAL COLUMN 4 () 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION j // n `,( PORTAL COLUMN ( 4) 3/4" 4 ANCHOR BOLTS WITH A 3" PROJECTION //� FRAME COLUMN (REFERENCE ONLY) iii4r--- t 10 1/4" 4" PORTAL FRAME COLUMN 2'-O" 6 1 4" It SIDEWALL R PORTAL COLUMN PC44BRX (4) 3/4' 0 ANCHOR BOLTS WITH A 3" PROJECTION S PORTAL FRAME COLUMN FRAME COLUMN tREFERENCE ONLY) PC44BLX PORTAL COLUMN (4) 3/4' 0 ANCHOR BOLTS WITH A 3" PROJECTION T (4) 3/4' 0 ANCHOR BOLTS WITH A 3" PROJECTION U (4) 3/4' 0 ANCHOR BOLTS WITH A 3" PROJECTION IQ M - O O M M 0 tai 5 w 3 m CO CO 0 CO m ""- 8 0 Z 0 fl BU4IN L. REV. 2 APPROVAL ANCHOR BOLTS APPROVAL DRAWINGS MEZZ. CONFIRMATIONS PERMIT DRAWINGS CONSTRUCTION ANCHOR BOLTS a 0 0 3 L 44 ti 44 44 BUILDIN9 N O I V) r OI:L W O7 O U z .1c w x oc2o< m� a 0 BAYOU WELL SERVICE WAREHOUSE 0 0 J 0 Z 60Z 0 H J 0 J W W 1- (H 7 J U J08 NUMBER: U11G0405A SHEET NO: F3 of 3 THIS SEAL PERTAINS ONLY TO THE MATERIALS DESIGNED AND SUPPUEO BY NUCOR BUILDING SYSTEMS, A DMSION OF NUCOR CORPORATION. THE DRAWINGS AND THE METAL BUILDING WHICH THEY REPRESENT ARE THE PRODUCT OF NUCOR BUILDING SYSTEMS. THE REGISTEREC PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY NUCOR BUILDING SYSTEMS AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. SCALE: 1" =100' w 0 >- co Z 0 0) w cc 0 z O CT) z x w CIA 0 w C O Q m M CD co CO co w 0 O o W 7 n Z Q^op aosm zN.- 0 03 0 m x N LL U �• :A IN .. laS DATE: 09-01-11 :1 BIN PERMIT JOB NO. 11084 SHEET 1OF1 MEMI‘9'J f7V3S 3IHdVelO l3 133149 18095 'pN 801 11-e Z•3 131tl0 1l112Eld ONI01If18 NOISNVdX3 3SfOH3?!VM f OAV8 • ZC - A.4 006 00158350 34397607 07(45103 48 8'330 tiN 13886140 30rN1480 7(u5W x• • \ . • `115501 307901 431•141 0115$43 1 )l1 69'8435.050(\'. \.1\ \\� 4 \ \ \ 135445(40 P10800 41 �- >✓ 4.1 .77.41 6Nr8 014 ti •- 117>:. 175 .0004 ! ! - J T 1 � -11* 41 l/ 6 g 0 l g 1L 12' 7341 5111 C3,0618 35 04 131510 9'3 S,LNV.L'IfIS NOO 11AI31 0 ro z i1 z 8 53 70)31158 015003110353801-1 3'31341181+735 03504094 305b01550115 00506006. 308013Ar00 03604004 31380503 03508004 3..)0130010 9N'1SA3 313031100 0515103 170(350071151X3 5615 30 38 35053 3131 01015013 93:374 0813313 0(115153 82135 5 00 01115313 331109315M 055553 1M'9OA53914 ON 1553 3104 534006 07,15013. 3915 ($1135t1115103' 30:14141161 53/135 051553 40135 996•6900 51615,93 -0 3009:350.1543 - - - - 3011A130360917101509 - - - - 5500501601130740 0791553 .- •..... ... 00133130V3393700415(03 .... .. ....... _. _..._ 110331741530134037N115003 _.. ... .•: ._._ 010150005115133 ON3031 458311,41N3613005 10 -50443A 018 -956 31W/550530 01 5/00145 A1109, OW 07191374 0 39 51035 31_ 301874 v 105 51 5 33045 MAMA 90094 59.0301084 5 3703 5 ON 1x9541101 5437935144117804473-I-77747)0 530113111 . SS • 03301039 530545 ON 91051 0055:34 S3+rd5On_x9re 101 a 00771 i 5605( 07.7390 3300530V5 11:01 • 4553 51. 551509 5 397 355014 19 VN 535 NW i 5000 01 •575X09 0315, 311013810 9510 033 5007453030337745.13714510501. 9/104517 IS 30005 3!'.31010101 3 50001.0(365 03931 00146013A 319308103506006 05 350030.0040950)133.140 13/131 13031510710330305(d 35 000 0.05505 YAW 301330 0111503 '35 000 3 538 30,45103971035 051154 3545001388M 35 047 934 33840 1 03510034 UNARM 331330 SNOIIV'InOIVO 30VdS 0NI)RIVd .19'6155 113 600(3 01 dr MNIN005 075 8'839 x91.6 80536 3115 01035340034 015101170530740334 700100310301. 94 031559 35'7.031410 553TY1)013Y917103 3113011935094 311310730 7105133600d 315 NO 0900539 511311 TV 14 •1.134054 0350d51039115545Ore 9010591140339130 AMA 5610•15 30139011100017034031593130517)93155533733110 -95 'A1000 341 01/5335/00 1O5301N37930733717400 150591sone" IH 31190353311A01 31011 11305(4 00 3.113116 117 131(511311459017591403 51 'AYM00114995 715914 34 1093 550117511593 9350 310 1,4354003 117 360533 155 5013 381100 341 N060393.504 03013aSn5 300 550110934011011308151031431.4 5300 934015 OW 9900 5630 1073 30 013 3141 10.501011014139071 1070404. 53/614516-63-11991S 3110nd 3)1 01 035015 30 17655 15354003 410 15 531.107 01 _ 6341 13'.043 1 035(614'84 8 90:..9.3 m x59 '00 601 NAM 10650 x 1•90 0016.53, 153 1,50 6.4,446 Vows, L264-ZZ6-008-1 00080110 30 9315'0 000.04006 1111410 '''•0 010 noA 380338 11V3 541100 A8 57530 3053A A18ro35 77015,11 01 800:091407 l! 00 -4811 (1734441 ) l X768 135 .0001 _ .r_: /3 1 , ; . • • AO3401 0 015991 014593 13N5ti1V.1[74v9pN 55050X3. I 4 601 10 0600133 901,93435 06456'00 '41'15"3 4:09 300(015 70 • 0149' 6053314033 910 S031010 18 115(530 3303} 11100130 1101400 01 *0.7v41M73- (5,..5 1450 C6. 3300'.3877 20�(i407 N *Me :8(38 03501'794 4 4 x731• .0004 ❑ 0- 0 'AVM -304010 71158 31/95310 00110031004934 7539 Sl 4,901*793011530301101, 711514 311 01 71(150» 31500300 3400 01 450553335 397 1015. 57630 058 541011 39319879 03350A N001911/.1 117.05 110115 8030091103 311 01 1N313A0d7054SY 0740313)7(03 51053 101411750515911405539,74^.7 064 700004703 50 (83150141411311.00 170 11460 3634 01 9 30010 301 115 13910 1110153064 3 5111153/ 5 9415'7 3:147105003116( 100.3581( 03311 01 5709447 030 51.193d 91311 51 030010530d 55'530030310153751530008301.0 39 030500 34 55050369M 01,1071.000031043191:09035391.5391010591803351 11 '401130 001308466355515 716 3011.35Y09Y 01170775351505004503 01 '51Y331Y5035065101178033115.505510 WAD 01315.95161005 803 319110 745 38 3, 11105501008170710831435341 6 '0100000W 053910/1304 033110784 7101100915003 0340541 153/60 110113/815 7 03 1505011119041173655113415014083109,0713133400d 3411003130451530114115 90091.4.114.000A 041011)5 x80,.117 '5,353.0036 15010,1038 YH 5'010933913 11511108 A44107111'HS S501178330110115/403936340.017.0811083111. 3414410500W31µ 509091,0035941.34 OW .113305 108333401031013'111)09001531051300911001 110 01 5543110206 15900434:r15C*34 11•Ms 3017e111.100 -6603530 35 9 .1� 3713/ 3464 8966 010 003 593510 18 59535 37531 1157435 11613)0 01 80.105.18 4+07 -1' 53741111,10 3116 10 39 1505 51170533 116 30 A600 va313.11400 5.3530 3111 .1111119 55045311 .101 351 34 1110) 59101038 3900 35 01 13795333035334M31130 Olt 511,11405 391051104397 501170441' 31105.064334 1(5783479083335 351 00114(11301 550117510351783131310 '3471010001155161115603155453)10 x408 313140000141119341004533341164101401115416117691507 593530 35 "4 '314157 0410091510338d 511 01 10003 31715 v 01 031:101530 34'09141 1115 0 15 1015101100015N000851003001N3N3005dM03155015303413015101057 0005,5113013559190 AW 3000(0500303 7 18 3030011651 0 310 50153 0 0/11 305100 R1011003 511115403 0.13340041043105'104538 313 17015 01071176,3150331130341 1 11313.1911103 311 A3 095650 530441135 3014011.df8031N1961 0130001013(5 904 319611 0010 3105506SW 30 070135 1013100557311 0035347011719111003911113 341140400091410013835 0Il0/9111910351038471510113011055 003151300 0410008305193403 5331141113534 91518 35371 NO 5319518 00504004 115 010 111*005106 S35111111 01615103 176 044015531111110 0511533 1103050173109401051010J013410331011104539351154590130515035135303911 0 '515653151 1004.117 300 51110490303503064 'C 51551318 1003 1 16 300 59001000040503 '3 53451 110 10 3115 )0 51143196000 501171515503 03/403d4030137413037(119115 59013591103405 007 51/01710/1400 110 '1 :S310NNOIJ. fl J.SNO31' 3N30 f 1143:01 'a e, at- -' t 8 807 0.3 ti 4: 01 '931 80/7081007 VC05704 36 01 593019 314 .1 ON401x3 3 '4 S 0000'01.73384 03504054 '3 5 40916 •5300 03911030 95151•11 0 5 605 060.0300 0713973 951153 0395 00.3903 3/01143 341 301St 7 57 30780159087 03910039 SNOI1VIn3IV3 V3?JV 30VdJ01S MONS GENERAL NOTES GRADING AND DRANAGE NOTES 7. ME CONTOUR MTERYAL Of 1100 YAP N5 1 FOOT. 1. ME CONTRACTOR SMALL CONTAIN INS CONSTRUCTION OPERATIONS TO ME 51711 BOUNDARIES ME CONTRACTOR SHALL NOT OPERATE OUT SDE 2. ALL UTIUBES BOM UNDERGROUND OR OLERHEAD. SHALL BE MAINTAINED 1X15 AREA M11HOU7 ME PRIOR EXPRESSED CONSENT OF ME OMNER OR IN CONTINUOUS 5ERMCE MRCUOLOUT ME ENTIRE CONSTRUCTION PERIOD. DEVELOPMENT REPRESENTAIMES. ME CONTRACTOR MALL BE RESPONSIBLE AND UABLF FOR ANY DAMAGE TEL OR OITERRVPOIOV OF. SERVICES CAUSED 80 ME CONSTRUCTION. 2. ENSURE MAT SURFACE DRAINAGE 1 AWAY TRW ALL STRUCTURES IN ALL DIRECTIONS MAINTAIN P09n0 DRAINAGE 111M A 0INIMUI7 SLOPE 3. MESE UnUBES AS 5HOrm. YAY NOT REPRESENT ACTUAL FIELD AWAY FRO* ME (81FwOR WALLS OF WI ME FIRST 10 FEET ON COKRTIONS IT IS MC RESPONSIBILITY OF ME CONTRACTOR TO LANDSCAPED AREAS AND r IN DE FIRST ID FEET ON PAVED SURFACES. CONTACT ALL unurY COMPANIES FOR FlELD LOCATIONS OF UnUnfS PRICK TO CONSIR0Cnd4 3. IF REWIRED. FOUNDATION DRAIN CONNECTIONS SHALL BE TO STRUCTURAL OR GE01ECHNICAL ENGINEERS SPEOFLCAnONS 4. FASTING CONDUN0NS BY SOPRIS ENGINEERING DATED 6/28/2007. 4. CONTRACTOR TO IERIFY GRADES ACROSS THE SITE TO INSURE THAT ME 1NSTALLAn4N OF ME DRAINAGE WPROVEYENES ARE IN COFPUANCE MM ME INTENT OF THE 0E9d RECOMYENOADONS ON ME STCRMWATER YANAGEYENT AND DRAINAGE PLAN. S USE TEMPORARY MEASURES WRING CONSIRUCIIW TO PROTECT DRAINAGE STRUCTURES FROM COUECTING 5/LT, 5EOWENT AND ANY OMER DEBRIS PREVENT ANY OFFSITE DISCHARGE OF SEWi4EN7S f] 0 \ \ 6. ALL PORK PERFORMED SHALL 8E IN ACCORDANCE d ORDANCE MTM THE GARFELD 1 COUNTY INTER0E51AND CONSIRUCEON STANDARDS.. \ C 7. Cd7RAC7OR TO UTIU211 'BEST MANAGEMENT PRACTICES TO . n m Er wv \` CWINOL \ � \ ` 914 BENCH MARK EROSION AND SEDIMENTATION WRING CONSTRUCTION. DRAINAGE 10 OFF • REBAR AND *100008 517E AREAS SHALL 8E PREVENTED. • AP LS. /9009 ARE FODND TO 60 DIFFERENT 5004 FROM MOSS - -- - d. • " %" ! • I p PR0PISRC: L/NE BASIS OF AR/NC , +. \ EV. SJ79AT 8. 6 OR $UE 001 REPORT. �' IN GEOTECHNICAL REPORT• SMRIS ENGINEERING SHOULD BE NORFIEO - 41 8 0 0 89.11 18E = 1�� ;T. a_ �•s ou _-- ` L-- 1 _ - - ----J---� TO EVALUATE THE EFFECT IT NAT HAVE ON ME PROPOSED DRAINAGE • Imo- ` EA 15' CUP `II _ _ g 7 -- -_ -,.__�-_ - _ _ -__-.._----"-..---•-. .. _ -_ /_E 7781 `\\' \ \ 51STEY. - .8 ^': r / FASTING BARB DRE FENCE N `PROPOSED pip! ` \ / `\� - INV . PROPOSED did \ 1 \ PROPOSED Dm. \I::>.\ `' \ ` ISI \ c > m x 3 v / , I / /, .. FRi7PO5f0 DITCH .'' / 1�\ LEGEND • np " 2 q•. vI Oj i fI I , /' / _.\ t • EXISTING CONTOUR • ' / ' ! . ' IP 1' !! ... - EASTMi fAMOUi INTERVAL nV - EASTYNO OVEMEY) ELECT.c h - \ - EXISTNG uNDEROROUA GAS L3J / /•yLi / / ..\ TA''... - - - FASTING PROFFRTY LINE 1- FASTING SET6AIX •� / �.\. �•6 \ y - •. .• . -- EMSTNOVARE FENCE ! / : / ,. Nn _ \ i .. EA S7NG OWN OW FENCE P,, -,L -( 0.,C,�V'\ '16 en sumo SEPER MArtpLE I �6 / . c�` \ .1 (Ji \may •a 7 865,60 OW Yn0LE /• N _ rI9 ./.'"'-'\ /_�.\ Z. Y \ E%i5NN3 POWERFQE ! U� • N .4/-. •t s - `� LLS / Emir!. FIRE HYDRANT / DAq dT LINE AT -c v_ Tey I / J.-„ ., \ EASnNG GRAVEL \ I EASTWO 04S NETER 1 / 3V SURFACE r �HP I Ea5iiN00A3 RAFTER OA 5 • •F' - NP )9 _ 79.85 / �' - Er5`wG ELECTRO DETER { • 1 ,J G1• J dTd�� EASTMG TELEPHONE PECESTAL [CIVIL CONSULTANTS 502 MAIN STREET CARBONDALE, CO 01825 1070)701-0311 FAX: (970)-704-0513 >� 4 . 1 DJC .... 7.: ' ' (.3 - 5 h BC J-80J5 1,V\ .; \ :•0 EAB•IND ASPHALT w 11 1 • / - Qry x - / - ... • 4 \ .... • .\ Y6 \ `\Cx - EXISTM8 COICRE+E N 89'39')-5" E 597.01' GREEN LANE (COUNTY ROAD 22/) JR 1 / y� 79 CR '- /// FLOOR N)RAN$ CAN N01 DE _0 7080 677.7-+ - IN . )1.75W . N a OJCZ� 1' y� 75 ze `--\ , •N • ,E%iS"1NNG GAAVf1 Ot:vE i \ 75.1] 5 `I p PROPOSEDCONOIE'E m 1� L' I II ,• U - �F 1 + ' I L - • TIED TO ME STORM SYSTEM OR CMS r el j--.. f1D 5C 90 , 4 010 -� PROP'JSCa , SEP . ) c+ l I _ y .. D PRJPDSEDGMYEL DRIVE -.:�f '\ Z'LG ,•- PROPOSED SNOW STODGE Y .V....•"...77. .,: 1 ,‘.t. - ... ... . . TANK ' \ _ / ' _ PRGPOSE, N . CUR, FENCE 1. 1 •1 1 - H 1 II 1 79 R 1 5 1 H 1 I 5OR Y 1 I I-L I - T '. PPOPOS(IIf METAL BJ:dM1G - (CMCE,' WARENWSE AND LURE DAIS) PROPOSED nwSH FI.00R. n :>) 4) JDy PROPOSED c m• fW ® PROP cort, i, I DRAINAGE (XVI r. 22 - 1 '\ _° A TA 1 ,! Lr a leJ: '..Pr ` 1 \ �n' F ' I. • ii I B`SL \I L rl . 1 I ! 1 I L i / / \ 1 I i 09-I'tt l 11' ! �D� ;...;',,,,:-TIC,...., �\ SC T 480 NV . )S A_ 4 SIR / _ 0.- 3380.65 OHL ARC TECTURAL OD'0" /FA T T P. A A ! C C f' F [[ A•I;, ✓ • P -( ,,. IL \ - /-F._ • .FI•- CR1...",•22,1L- 1' `, Y PF (..L (f h. ��f:W R. r4 ,, 0, /! J �\.� 1 It, :%3 1 •� / / .'d• 5 LPsA C .IL . \ 1 ,A / ..80 5• LI G0A(IN/ TO FASTING - + f \ / I \ : I (5 - J UR p £L SURFACE / . : r i �\ ;� s'-4.••.\. -\ .\ - ' P 11 Il 7, -�---l'/ 1 / R ! r - B ]3 e-AOS N-r.-.......4.7.{5 J._ ,': uar N 1a /`\ \ / 4�'� / '' EX GN 472.13 0 0C 2:.' •804 7999 l , r ;4,, l� .. \ M �\ .� (/ � 4E,,, •se - J V yl .\ _` / `L' z i•` aF 'y II 11 11 V) } 1 , J Lf O O y: SLD: f L 1I 1' 1 ` FLOOR LEVAnd - 7999 1 •'I 7 ✓ 1\`\ y� tiff`/ "� / ` 'I $E�RCPfNM /, f.� \ / , ({ \ 1l '•.\ '• • 7[.iti•• I '8Y"OA44•�/`�` �`�\ y •,\_ III V C I Pe!: ALL PRET •. I .'.�'' ` \� L PVL ]ENS j -1� 50 1 '5, i ,. I '-P.ETALL SSrZ'Y•r ,] pp yj I.N�, 4 p: 3J' 1 �� !f� I .•\-.° A' -vt� �`\ 1 EX t,V r.+{' f ,`�� z 1 fff �I%" I :�Lr O H7 C 6600 ]] EX INV . 61.60° Er. INV E# I I 841 1 t { •I I ,;• `h \ f T. 7:-e5 , • /-IPRcrOSEO pIM ' l ' // 1 yi DAYUT2NT TO EASTIN6- ` I t 'AWL SURFACC HP \ 1 J >� \\ j 1 .39.44• ?{ ' 1 1 ; 31 Fi. I i / I • - I �Ii�S�� tj_ 4^S N \ I r 0 / ' jla 54 4CFE� I I jj 7 L\ r�8 i.r LF s .I. •_`\ L [`1Nv�. f!f .a I I y" / JJNj1' tr y . • , f ':::.: (pI !i j 1' 17 \ I 9 !� • J I 1 , .•••••• 11 \ `'a��s �j �� 1 \` '.• 1 14. f y: !' It; �ay \I 4}tfr"/,L .,,• y . 1 ll (,IL II II! \ � ��I t1 �.`� \ GRADING & DRAINAGE PLAN BUILDING PERMIT • .� 5 ', 8 1 EXISTING FINISH FLOM /� ...T D ax `R. •. t _ xJl', �1 i / ! f / I I '•. ARCHITECTURAL -Too o• 1 , 5::.: . I .!, `� 76,_,47 fl„ I I I:•: :•:: • - . J y • \ EXIS 6FOCtyC%1 O?A XL fr 7 I/ `� I \I r - II Q �:i::: --ssrs- aq� r ' HOUSE E UNTY, CO • �?rOTrm�.. �C + \ \ �. _. •\:•j _ _ I L• .... �>(J PRD?O)[D Dr - - i'. 111 M1: TILL Sr:Ru 4H • :'Y: IRRIGATION A ' <.6' _ ��--�-L ` _ t -� OPOSfO pi I �;�,f 1 I aArucrlr wld ` i \ LS0 Z+ . t A N ..P'TTT-LLL���`� Y I I. , �' qJ I I Ord fI 1 N �176 75 I • . \ \•` I 6 - )IF_ p` ��\\r ��__� f��, 16 A-ITL»' P I __ ��►_ Nr �7' tr - -' - --gam -', 's5 `.. _ f iL =-� -- _ _ _ - -'' �N 02'?I'IS" ,►' ' 1f3L79' -- Rp�p-_-- _ r r �_ \ ` I h� p 6R?F L/N6- \ _ - -"a. _ -" �._.._ 7 O. CALL BEFORE YOU DIG s. _ - _ MR GAOd CHANNEL - --__ -y .414.3_ -.MP- -41.1. " (,X.\.5� GRAPHIC SCALE 'CALL. inure NOTIFY-ATOM - -,L ` r -- - - _ - �x CfRTER or C0.0RApO - FASRNG BARB IR ` _ - -- - - - • - ----� " Ex LID �1-800-922-1987 �- --- -- __REFS„(r 5 Ne INPte a, a . N e-NIe _ -- , LI M.nouL ma.. eons EAsn„G CONCRETE p1ER510N 80x 60r CCw. 7.8167[80 8.M N w%M%% XV 4 725 DATE: 8-4111 WOW (D FEET) T n w 8 1 Ince 4 40 7L TSF JOB NO. 7108r SHEET C2 TT in 75014 MRS D,.ign Row 005 5 DI. design 2500 y Cticaaled for the subject ac2ilea as atom in the Ia01e above based on usage Y. .x01445 A10 s6T4UMI( 9041 COf0 0 w STATE NO descriptions awl per capita Row rates horn Ne 51,1' L S 0. 5. 70010Nr1* axon 0.0100,4 1..G 09'0501 5.53N (dos) 7LUAA1IONL Th• .anmrri0 bu2.6 9 includes office. Nap ono manle"once Faciil,•L TN* Onsite W.1tew0ler u system wK be upgraded to Needle two OeVLulion',Meme Nal sera the existing rest Yoe s Nr a M "r..c? r d M O.AAOfp1 it '0070'7 N[ ocilties fed the proposed mall side Facet. �ON5T 1010ANES 109 /IDP lOG.419r5 a ,NMS 0aM 10 �� Rtav1104 The tela/ awope Row (Regulatory Design CapacllY) iso • 7510 gild. 4713 VASS [S TD M sa.-ys 18670 w D • 501.25'alpha x The Iola/ PM now (Peak Dole Design Slee) 00 • 2280 god. • $7[DID 90114 M 50203E w RVG PR MOOFO x ZtldET[0 NA.'s The comb.. system F cone.l of N• existing 111.1 eat septi' lank, (3107l'an system and canal. Leal. NOR* WAIN% 5ANI and Ina new 7000.0 East aider MI. lank Of Vbuion system and and0 held. TM two eeporote 4. MOUS • 1110-1.4r DEAN OUT M ME 51A011 LAX Mew M MIMING cdNclOn old lank delenlion7ystem. dirha01 .1Ruent to 17.0 respective secondary treatment o0saplion (kids. Tao •.ising (14 OA M rae0ded ID occmmodols pop*Nd mar... in 4309.. S M MIT.GTdf 9041 7919E ALL SLK* IRIS AM 1170[ 7AxK .RE The Weft 3Hlem no. a projected pert design no. 00 • 7725 000 111090. how150C IEN05 SNAIL Or 000AstE0 70 0100 CA.S900 IATA RI. Eo., system no. a pro tried pea. dear 00. 9. Od • 1.07.5 4 PIOWO M 5713 MR. No ROCK ORM. 9011. 6C FLNIMo m 575,810The (0,0,poj can0i0ed sptrlle eeted 70040 O1SN• Bor 04 • 2240 gild. M avec 70001 S•4* M *014100 LL1R 0, 4••ClW VAIN. .5r44 • 07194 .0/ ROSS AS FCCESSAAr TO 000041. 0100 00 1. 010 ACLS Galin Talk asi91 foxy iv M 1342C0 SLAT fa ROAD. The 4lane9K cap«019 Is based on 1253 of peak design Rom Y • 031.25 SANlART BNII[ TQ 4 1E00.00 0.M 0,,00 iAlr .4FI AT0 0.00, W.7 Side 00 - 772.5 gad • 1.75 dap • 966 salons. 7. a 9Ct41 M 10*1 AM 001!0 TEES 7710* ATN Al A (09000 TO ALLO. Carr Th. ...41k11,00 gallon 0100,04. Md 0079010001 13974 7004 i1 1.0.0401•. ens Aro .ANRNANM V wee mai M TOM 251010 Eos( Sid. 04 . 1507.5 god • 7.55 00(1 • INN gasone. NE MCOACIO M NSIALLAIKN OF A 4' (!10111 nose corm. er M Use a 2.00 gallon concrete. ad cornowlment stalk tont • ...Mx ASM IEE 0 M ST01. 14 h1(93M .45,3c.. 90.45,3c.MAT 91* 0251 *00 00 0 01 073IK71A RuaM .AxrO0. AND Wm. LLOA. yrp Srrnsce Con61:Ons and Tesln9: 0271 M TN01 a F(RODICAY PINKS aA AS KSMT.CFARO. A Perca0tin 1•3Ing N. Pefamed by A.5.54.347 10. SW 07c, LLC. A .....9 00 rote of 9AI4RE MM.:. a M WES WIN A CMOS N SE obex B• IMPS M 32 mkwlH per nen has Den reported n N. bc017an of N• •uffnq dna proposed ACCESS W Irootmnl/0509106025 Fobs. M 11141300/00007.07 K0P wsT er 7 47 PROTECT, N 00�ainal17 1 fooinuntkolOn t el lop •een 00 ove*oya9 ni/boned by T I 5 Int of sandy 7 .06.0.0 Dlhornp300. 150 70. 0,0•770 7 aa9y Ind. .. R4lpT OAUAM How 04.000, AN0 IMMIX 000 007250. 1 n Y M 1001E M0704001 (IDP 110010 .1157 0 M-1[(07017* rd 94700E to 0 depth of 14 feet explored Fin 000404 .0710 005 000Yeed 01 8 l0 14 feet 10. (MVO COWS. Elge. N-ash/C0ot00M• Sand For (as F.) 7,00700) SAW, 20*30 M MA12T17 FID* 9A7AM 0010 r 070+400 10 00701 501.7 170,0001 Th. Commercial leciity vB naw 009X• dais Rows t0feol1y lower than 11e ao)eel.* 000091 11, mr.O. MOM M MOCKS Th. 4s• el a angle pos. 700017 5''0161(7 Inealm•n1 a7lrn is (0001400004 doe 10 In. M 0.4190015 9070(07 M PCw 00000* H00*41 0100 000 0900*7M groundwater cn0line and Nm rea7a17 high 010091 hast. cede from N0*nr • c0eid 3*. Ob1A1CCS 707 M01 0Ca1017 s lac01 M Oa 770MT3T 100 9(41 70 10154010000 WWI MN M POSCRA730 IL 101410 MT 1a0WS .4510400 4001 M 77 a CAIN Roo ',400 FOR to MMD 974LL M [000100[* TO MOM FLAGMEN, a M 9KM93 EOM 7 5Aro RRA .•1004 M SOTTO 51/rA0 Arg 503.015 M ne ERumldr a M EC SC . 0i(0 010 00100 AS *0755001 MDR 10 1. IS 0003 TREAVVENT KIP 7740 v84,0 pro O Amo AROILIC MW7TC alts 0-050.5 07075 w 100 M TOP SWAM IE\R 0 Me ow, M 17•-0000401 5000 AND Peen... . DSIn*10°. 71E1743 901[ M 0(14190 WIN OTA FAX. IE. M IMear OMR GOA M TOP Or Met-04AN 9314 9IAU. M to e•029 NOT TO 0700 w•. M MSI 42-N77 Cr SAah1 0107 M 050 10*5 Went K SOAK* 3-001e•M5 4PORE Dt 501E640 NAm( 0.71414 MCE 0' E30S54.6 00(6 1025[. TO 01900.0 8A0171 4.17104 DIAa40 700070(100 70 5111(4 MOW TO PACs nu. A SIAM t' 0040 MOS. 6 TO M 7L0D A90. M /00091 W M OWN 9x000 DRAPE Iy09x000 KRIS WALK .1044!0 02 M PEA0AAT4 05,76,1,70 Fax u M 00'1007 EMS M EA00 Foe TSO Sop h0E ym03'tt0 00*TOMD *7005 974E SE ..0001 Born 005 OEM 00110 SAS Tom) 10009.196 710. M 007101 M M SAAR 00.70 To M 700 M M O7M0O1o( LATEX.. IL1AW ODI M -d2. 0 O NLL M w COF OMN4 NITS M ...FAEROES NxKx M1STA1[ATR0C1 1S 7. ITC AL0 TA. MID 97ML M 05041!0 fA M 4700005[400000270.X5 70000 5[40000 sem Yen mypwM 25 s0tm&nee 0•P4 M 200 wt van Yon eslNvew M'F•p 30 NM Aden an, W01r . Won, 30004 OS7W,n0t 51511 NOTES 07744W110008 THE Wert Mot 001 05000140 A A 05004101 BOK M 0170/1101 5K9* FAIL 4 05:•uE0 10 ALLOW FON 0774(07 TO M ECU.LLs 03007122 00 *044.410 0010000 TO M 701000e am 0140101 4' *97707700 025 00+231(0 TO M 970007 D M EAd 00-0 00: SCd, FL0f00A40 05000112501 Not. 1 7700 1 Tiff Ka 3410/ Pt Owa�,3rM ROPEO00, 9OF IRITCC 0504AaL IRC 1070 01[ ro M ASl10. 05 /Ox 9.41 9741 M warodED AT •.400 000 IS Therefore Ile c0mbned ala deo eik be 587 5F. • 7014 SF. • 7595 Sr. os stated wove. SyE M Wr*P,4 aSieRunCN I72S 9741 M e5N4Eb et A 02500 mine tura caro,ned erten con Ids the eopoem, To treat up t0 2300 goo. 71¢rti07e 3451 T•ONO 819700 Lou, a3ACO.'. TIOROFOn M SKILL An. rewind for . 014501600 0101 and row..DsorPNen system moy a OFp1epnetely educed by 0.00 0 srondery Neolmnl CV treatment 0.4 system. Th. mammon, reduction is 5071 however ore deapn Glows fce only 0 100 ,04001.11 mar a conventional system. 000 011CAen 101ili4s ore ndu4ed N the focMbes- Usr,q 0 design percolation rate of 32 mnulea per re, .1171 0 Design Row of 2260 god. The standard absorption sea vouch n yads A (.0 • 00_1.0 where A • Mea 5 1 • tin. n minutes or 1C15.32my7 0d • bow Spa • 220 god Use 2500 974 A . . 7080 • 10 • 2502 S.F. 5 Apply sizing all reduction of 401 To. use of sn*4 pas s•candary geol•.12e son./ 1317 (051) secanday treatment System.A(aedit reduction). 00•.0 • 7 2560 • .6 • 1548 SF.0. (*eh N -ban nil or. (W) s 2 n wide by 4 Fl long (8 S.F. horizontal wens. area) O 11. a ...dna rale (LR) of 25 ed. or S1 of C.S.F. Nu00er 01 E7)01 N -pan onits 7e7V0ed ewa0 *0.190. Glow O4/1.6/Av. / nits 2285 S.F. / 8 SF,/2.5 gsf • 114 unit. Use 116 Iota 0103 ncudingy 1113 26 ,mita N Ina ousting West side dad. Th. total IoW M.0 N be appro.not07 60x of a ca•en4On0 110:0 ase. 101 Fidel ,wuoee 2101 aF nth •001 reaction - 1548 515, Th• The luta/ clasp, e0 the Ne sca0 (0 0700000 CSF 601 is 1595 51 Nat Is W05 • (70 09 62x 0 Na s, .1 a 000)00 ions spun. *00 000 ea01 00 to and trey 15. 70.250 ea. 19 epteme inastaa 03trb4tin 00.30 nd r.'as .A b. ,Mded to teat the no. from men arlem. The West Arum 04 • 772.5 sod N -Pon lnlb 04/1.7./Ave / ni1R 772.5 016 / a 5.7/2.5 oaf • 39 arta Use 00 26 units oast ewe 0 told sand Dose area of 371 5.0. In two 3.5' .0d. R SF long tenches. 00 na con.l0xln9 on 0411000 G3 Bed an the *mi. nM of the System. The Bed .i15 canto. 14 N -Pan units N Iwo ruwe AI 7 over 030' Ina by T 300. Dad wiln 216 SF. Of Friona sand Doll aro. Therefore Ow ata rw rf be 511 Sf. The East System 04 • 1507.5 pod N -den .0,13 00/17 /Au. R Toni 1.00.5 god / a S.F./2.5 921. 25 0050 000 70 We recommend /11n.d coneaten o Gin Bed System now • ...Inc 1ystn1 The 8.4 .A 1257925 76 n -clan un,ls n leu+ rewa of 19 unite .aa0 ow o 7d.' lona by 13' tae Dad AKA o total 1174 SF. of fora WN wren P TOPSOIL LATER 4111 3' AERATED SOL ZONE FILL 115ER OF WPM0 OR NATIVE SOL F0U,st0e7 Farr votn *345.Savo Trull, 1.1.emn4K• Enc•Ooes' ,"254.03 ash Go.. Jooa•11Ftm 090 Ga., Gov Caner. Transom M.0 24sa03 Easing Proposed TOY / P trap,' 90450dnp Aa Axe 906 Poona FauxOD 0.19, 906 WEST EAST Caromed COI. son.* Wks Id 21 15 315 s5 472.5 110100x405016 Nr0MVre Tempos' 5 1s 60 hies Deh TreesW Im.S9u00 In•AOxN shop ('0.a Dna," Guest ...Nor 13 20 2 U 9s n 20 520 15 180 517E 0(NCN MARK ROAR AND ALUMINUM AP LS /9009 IEV. 537942' 510 15 655 10 12 5 60 15 90 De,ah 0 3 15 15 225 E1 sin9 • Prom. 50 1520 15 2280 r FP,POSE:/@T_M -CON1FA.:TOR 14) INSTALL SC OM TrFENCE 91 DIMERS :A7, 7.05(.0 0 ICH-. • 909 j 3 4' 000410 UNE FROM BUILDING' 20 TANK 0 271 AME INSTALL 1010-907 / • :CLEANOUT w/ RISER AND CAP 0 Fl09(0AADE 5310 PROPOSED 2000 GAL 2-00MP CLWCR(7E SEP21C TANK W/ EFFLUENT FILTER. 4NSTALL 40040IrNM 24' OAMEIER (70100ETE RISERS 01ER ACCESS OPENINGS 70 TANK CHAMBERS ALL RISERS TO HAYS TRAFFIC RATED RING AND COVER UDS AT ME SURFACE, TANK. PIPE CONNECTIONS AND RS TO BE 841(409067. LEGEND EXISTING CONTOUR _.__ __44') _- -- EXISTING COMpIRINTERVAI ....... .... ..... .._._.. 1.5710.0 UNCERGROU10 GAS - - EXISTING PROPERTY Let - - - - EXISTING SETBACK ........ ... ..-...r.......-.. E0STIIIGW4000PKE . - r EXISTING OU1NEIN) FENCE \y- E0150010 SEW 00.67» LE �•- EX, STWG GUY WIRE EMISTRN2 POWER POLE EKSTWG FIRE NYOR4NT E*STWG WATER VALVE COSTING 005 METER E0STING ELECTRIC NEVER EXISTING TELEPHONE PEDESTAL EXISTING ASPHALT EOSTINOCONCAETE E05n30 GRAVEL CRVE PROPOSED CONCRETE PROPOSED GRAVEL ORNE PROPOSED SNOW STORAGE ri PROPOSED SECIWTY FENCE SLI PR0P05E0 CONTOUR PRMOSEO CONTOUR INIEIN4 PROPOA Kra, eu -'4.G (01073' wa.R[HL1.'SE+•.. 17!8E 9:.5)' 100._`. .C.: - .' 00019 NOTES: NOTES: I. ALL UTILITIES DOM UNDERGROUND OR OVERHEAD. SHALL BE 4AINTA1N0 N • CONTINUOUS SERVICE THROUGHOUT ME ENTIRE PROD. D. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FOR ANT DAMAGE T0, 00 w7ERRu900N Cr, SERVICES CAUSED BY THE CONSTRUCTION. 2. MESO UTILITIES AS SHOAL MAY NOT 9090(0EN, ACNAL FIfLD CONDITIONS 1115 THE RESPONSOU00 OF THE CONTRACTOR TO CONTACT ALL VOUTY CCMPAMES FOR FIELD 0.0000 NS OF UTILITIES PRIOR TO CONSTRUCTION. 0 r b E 0 Pr•.11 11 ME 5F-015 M UNITS 04 2 TRNECH(0 MM 73 INSTALLED AT LEVEL GRADE ' OVER 2' M SELECT FILTER SAND. PROVIDES 319 Sr EXISTING ATM(NT/AB50RP1T0N AREA TREATMENT OF 525 G70. 4' EFFL4(N/ UNE TO 0-601 USE 500-20 CASKET 7,9E INSTALLED AT 401. IX WES'i SYSTEM (RCP- OMIT 650 EXPANSION 'INSTALL 26 (110 N MAIN UNITS IN 2 00SF BED. INSTALL AT LEVE GRADE OVER 12' Cr SELECT FILTER SAND. PROWOE5 270 $f. M *009047. 7REATMEMT/AB509PROV AREA FOR TREATMENT Cr 250 GPO. 4' SOLA 500-35 PVC ... cONNECRNiRO0TOEWFOAIE DISTRIBUTION LA -'Ar ST SYSTEM EXISTING 04- SF -INSTALLED 26 EL.EN 105PEC0ON P•' d 7b GET ' .J(y(YAFILTER (CSF) . ' ON/BEAAMENF 8EE00 / E 0 LY1. F- 50 fi..st •1:,:' 3- LARGE (474000rr1BURCx 800 W/ RISERS TO ASCE;BLE U0 SET 6' ABO6 SU ACE < 4'-500* SOR-35 \ ES '1C 0)5B1BLJRON .- LATERALS._ '� 4' OBSERVAi9ON PEl20METER\ Y 87009 IM57ALL 0ROM 80010• ,. __ 1 Ea_, Of SANDUTE* USE A' PVC - W/ M0(46(2 CAP, 540 - SLOTTED RERFCRARONS TO TM C OP 50040 (IIP.) 5OR-35 PERFORATED TION *IRE X5741£0 070 ME ) �• R M 771E IN-ORA10 UN.T5 ' FULL I1NC759 OE EACH h \, PERFORATIONS DOAN* 'J 70,04'057'p GP01FL 01` tZ EY . Eb0 7(01 ZOTIETER INSPECTION Ep57N0 DIYER90N 80 nIC TER FABR (se. tin 4.104 PERFOR4 TED PVC DISTRIBUTION PIPE OT -DRAIN LIM? SBAPANG (25a41E0 PLASTIC CORE NON -MOWN FILTER FABRIC 70JJ' SEf 04(9 RI= 111111 WARinigillii0Netingirliow OM 171 TER SAND LAYER USE CLEAN CONCRETE SAND NATIVE SOIL VARIES 12' 419. INSTAU.0TIP0 NOTES 7. ME BED SHALL BE EXCAVA70 LEVEL 12-18 INCHESa DEEP. PLACE FILTER SAND AND 111DRO COMPACT. REPLACE ANY O014976 LE 500. OR BOULDERS MTM SAND ANO/OR PIT RUN. 2. THE WON M THE EXCAVATION SHALL BE UMITEO TO MACE THE IN -DRAIN UNITS AND A 4 -FOOT WOE BASAL AREA OF SAND MAINTAIN A 41314304 6' mom M SAND BACKFILL AROUND INE TM PERWETER OF THE IN- DRAW UN15. 3. DOM M M NE BENCH SHALL BE FREE OF ORGANIC MATERIAL AND ROLLS 0770* 3-I1406 004NE7ER. IRE BOTTOM OR 751E BENCH SHALL BE 5CARIAED OR RAKED, REPLACE SOL M ROCKS AS NEEDED. 4. ME IN -GRAIN 0MIS SHALL BE INSTALLED LESEL 000 TO END MIN ME PAN7E0 SB7P FACING' UP. S INSTALL PERFORATED APE OSE* THE TOP M THE 100-ORAN UMTS OM CENTER ARD SECURE WIN ONE (LEN CLAMP PER WATT ORIENT PERFORATIONS 00*004RD AT 5 B 7 O'CLOCK. 6. INSTALL FILTER FABRIC OVER PIPE AND TOP OF IN -DRAINS AND DRAPE DOWN ME 50(5 OF ME SAND LAYER. 7. BACKFILL N -MAN SYSTEM OVER FABRIC MN CLEM 3-NC74 MINUS AT RUN MATERIAL AND SUITABLE EXCAVATED TRA. TREE OF ROCKS OVER 3 INCHES IN DIAMETER ASCPO EXCESSIVE COMPACTION OF FILL, AVOID 00*76(rON DAMAGE TO 0157004 ATM (XGAVA00* EQUIPMENT B FINISH CRADE TO PREVENT SVRFACE P4,401f(G. 72' MIM 9(7064TA7E XM APPROPRIATE GROUND COVER AND PROTECT FROM EROSION. IN -DRAIN -SYSTEM DISPERSAL/ABSORPTION/TREATMENT BED N.T.S. xm NIC.PLAN AND DE.0 1.4 SEog, , OM h ` rr� TRANSF Y XC(L EN)050 ER NT TO BE ELL. VERIFIED St (� 17 MS ,ENERGY AMMO ENDRECa Ep57N0 1000 GAL. 2 -COMP CONCRETE SEPTIC TANK '.A]' ;1 T InEE.n J ;,5 • :, W/ (0010EN7 nom INSTALLED 24. 2A0E1ER y63 CONCRETE RISERS 4 FEET DEEP OVER ACCESS [7(10x55 TO TANK 04100(405. INSTALLED BAFfit �' RATED RING AND COVER UDS AT ME SURFACE .- -�`.f-7 El 12 7.1 2 X WV . LO 10' SETBACK 5370-0 (� FROM 10E11 PAC*' ._D GR•lai APER . +ay r0,u`n 1 Or,N 0 4' TALLE0 AT TRIM/110N . 18' ABOVE ADE0 CAP EXCAVATION TO ENGNEER 70 CNECR 4100 7010510E ADC7770V4 DAWNS ANO/O7 00dfICADONS TO DK TREATMENT FIELD DESIGN. PROPOSED GRADES AND Of5 LA TOUT TO BE VERIFIED BY M£ CONTRA/70R AND INSPECTED BY THE ENGINEER ALL OWS INSTALLATIONS. MATERIALS AND BACKFILL i0 BE APPROVED Y 124E ENGINEER CZE , `EJISRN-: NEIL • 'y TR*,-T,'P 70105:011 _ 701rt 7(e1LC 4.'(76 Bl Off -VS \ 2 6" 4 01111ER VALI. TO COURSE CONCRETE TALL • LATER OF SAND OR EOU7ED SEE !WEN 04-0005 DE5444 AND INSTALLATION IASNU4 FOR DETA15 TYPICAL CROSS SECTION 14.7.5 :00,001,:04 CH.:h1EL �.ti �•,: r•Nr 1.':M: �Oa'J( C'.Ef:.Y 6:t 4' EFFLUENT LN FRAM SEPTIC TANK GRAPHIC SCALE (N PEST ) 111054. 40 K WO RISER SECTION NVER M TWO WAY CLEAN OUT DISTRIBUTION BO% W/ RISERS AND LID AT ME SURFACE PROPOSED GRADE 4' PERFORATED 015 TRIBUTIOM LATERALS INURE 015PECDC\V PORT EFFLUENT MTER CUTLET TEE PE1204EIER NSOECDOY RISE SOX PVC GRANTY f08*050RPTOHPIPES LATERALS DISTRIBUTION BOX DETAIL (TUF-TITE SKEMATiC) HT.S 7750400004 LINES AT MINIMUM 23 SLOPE CROSS SECTION SLOPE DETAIL N.T5 U£NT DRAIN UNE AT MWI40M 2x SLOP0 FFLUE5(1170 TATA( CALL BEFORE YOU DIG '104* T DISCHARGE SL UNE CALL ,DUTY 0070011104 T YWY i O.SS SLOPE CENTER OF COLGIADO TWD WAY CLEAN OJT �\ INTER4FDIATE YINI4W 1-800-922-1987 EVERY 10' O7 AT BENDS 111405 MID 4-374 7.44.79. MALMO Mils 0014 0164Css 0.K w 0000 Nina Oe(30. 000h0.Ort� aME 1.1.101111 400110 r1. Oo 0 01 0 w p w U (n- O z w 0 CC0 LI w a Q m (F, UTILITY & OWS PLAN BUILDING PERMIT DATE: 0.23-11 JOB NO. 71094 SHEET CA 12 MINIMUM WOODEN OR FENCE POST ON 8' GENRES -III-111-11111 111��II-111111 111 tl II-IIIi�l1 1=11111I.11T-1 TRENCH OROS. A• E A• 6• (MM'S) ROCK 0R RECYCLED COVCRETE.6• (MINUS) ROCK TYPICAL SILT FENCE CROSS SECTION 8911 • EX 079 - 81.80 EX 102 82.20 EX e ' l3 MIN. M(RAE1 E155TW0 FABRIC; NOTES. MADE 1. ALL ROCK TO 8E REMOVED UPON COMPLETION OF C01ISLRUCTION. 2. PUBLIC 1115111 -0E -WAY TO BET.BEPT CLEAN AND FREE OF MUD. DIRT AND DEBRIS AT ALL TIMES 3. ROOK TO BE REPLACED OR ADDEO TO AS NECESSARY 10 PREVENT TRACKP5 VEHICLE' TRACKING CONTROL 14.1.5. N Q )1 H 36' .1fes CMP 0.17 r EX Base0 C IL88 P 8)51 Piu&' 0:so0r7DN EX750NC BARB RIPE FENCE N / / / 11111' I1 � ' 1 ) I I rl / r 4- AL•: N A1ER' JI1'' .75.5 CtPE 1' �� T \ I \RW 1 6 ;?L'. 01 N -R, T LF 3 ;C :K: RING RING r:1 030.0 - -4-- NOTES Lam. 1. ME MANHOLE STEPS SHALL BE SWILAR N40 MAL 50 ALCOA LLLL AIUUIN1 [TND. 126C.O& 1 PRECAST SECTIONS TO CONFORM i0 ASIY C-478. / �jGp p ^C LLLLLLLLI 3. GROUT PIPE WtM NON-SHRINK GROUT _LLLLLLLLL .LLLLI_LLLL C I-1 1.25' LLLLLLLLL .ILLLLLL. LLL-LL' WORD 'IRRIGAnSf ON COYER SOLD GRATE AA5HT0 14-25 RATED M 24'0.1. M.H. •.-GRATE 122,0-r �� j RING 8 COYER - d 1.3' ��r MATERIAL: DUCTILE MON DUALITY: MATERIAL PULL 1 \\\� I055 18' �� \\\ CORM ��� 3 R MFMWCLO CONCRETE GRADE STANDARD 420470 N-25 RATED CONFORM 10 ASTM 048 - CLASS 300 �� 9 RINGS (YM.) 48/6' WALL YARlES '14 S S PAINT: CASTINGS ARE FURNISHED MM ABUCK PAINT • ' 24' CA51 MOH OR ALUM. MANHOLE STEPS P0541N1N 4000 PS CONCRETE S - O 24" NYLOPLAST DUCTILE IRON GRATE 36'illik. OYER SHELF W VERTICAL UNE Ai 15' IN MAX ECCENTRIC CC1f ' Fi MM FIBER MESH SLOPE PER PUN p m m v N. T.0. 1 li (AS -C i38)T rD' i PRECAST CONCRETE iI=Liu , •--� C 0 U SECTIONS FLL109tt PLASTIC 5GUNG COMPOVNO (RAM-HEK) Ai_•ALL _1 I Pr-01 J5N75 _ l•_ ` - _. .YARiAALE w -�v _ S-y Y d .=s _4' 5• CUSS 6 AGGREGATE BASE PRIS ENGINEERING, ] ICIVIL CONSULTANTS 502 MAIN STREET CARBONDALE, CO 81623 )970) 709-0311 FAX: )970)-709-0313 ��� W—\ CAN EC AMOUNTED ON ANY NGLE00� 035 12'II/I 07µ04D POCiON TO 95)< um ANGLE 8' CUSS 3 AGGREGATE BASE �L- JJ�� SEWERFon ADAPTORSof SIIDP ALL fO5814 SLARKY AND RECOYP514 COURSE STANDARD A PROCTOR. OF 8' pEPM TO 9514 STANDARD STANDARD PROCTOR. YIRIF! 180X 0 PPACI£D 70 95Y PROCTOR ON—SITE CONCRETE PAVEMENT 7-9 DETAIL PRECAST BASE SECnON BEDT. 14.70 T. *5141 SPACING SHALL BE NO GREATER MAN Y BASE DEBAR- /4 O 12. OC DUCTILE IRON 1-20 RATED GRATE EACH NAV. 3 CLEAR "+GM rr TYPICAL. MANHOLE SECTION W BON 048[[14005 1{� .,II 24' } 1 NTLOPLA$T "CATCH-Ir IIt TYPICAL IRRIGATION MANHOLE DETAIL STRAINER BASKET W/ 1EOTEKTILE L N.T.S.4EPLACEABLE M MER BAC OO o 00 0O Do O O COD OttOZTC:go .30- VARIABLE INVERT VARIABLE INLET MO OUTLET HEIGHT CLASS 6 OR 1' OF TOPSOIL ADAPTORS AVAILABLE /-- / 1' MRV 24' VARIABLE OVERALL HEIGHT 2 K) f 6' CUSS 6 AGCRE ALE BASE COURSE `— L COMPASSED 10 9514 STANDARD PROCTOR ' I ') 4'-24' •C24'OL CLASS 3 STRIP44ALL, 11P55L SCARIry COMPACTED AND BALL TO CT 0140941E A M% Cr 8' OEM 10 AGGREGATE BASE COURSE TO 951 STANDARD PROCTER llIN. MIRIFI 180X 951 TO STANDARD PROCTOR. l ^i r 6' MINIMUM 6 VARIOUS ,El n` T �A�T�a$ l .. ON—SITE GRAVELS CTION TMP. -7. SOQ 508-33 SEVER CORRUGATED POYEMYI.ENE SCHEDULE 40 OWY 1* '(2) U40142510IN. 12' I RECOuuENO[D OVERALL HEIGHT 10' Y C ! :'..) .1 • '} ',3 N.T . tI11 SELECT MATERIAL COMPACTED TO 95X STANDARD PROCTOR CORRUGATED PVC RIBBED PVC 24" NYOPLAST DRAIN BASIN VANES l�Yr1•�. / '. . 5;P NYLOPLAST DRAIN BASIN .;; BEDDING OF CUISS B EIEMAAIEDOU 1 12' . ,•. • • . 12' AGGREGATE BASE COURSE ,_ _ GRATET YN%OM 8 000 PSI CONCRETE MM FIBER YESN r _' + lf. 'l F�:b BAYOU WAREHOUSE EXPANASION GARFIELD COUNTY, COLORADO DETAIL SHEET BUILDING PERMIT MMEEIMATE WICIEASN D 00. At NOTES .--. + n 1) BACKFILL MATERIAL SHALL BE PLACED W LAYERS AND COMPACTED AS —_ ..4 � /. • t/ �. IT YK .. -T �y�'. DIRECTED IN 5PECFICATION 022210. SECTION C.1 ARO C.2. CR AS IRECIEO ' BY TME CEOTECHxMAL POKER I `�/f� ,N,� ��° TRENCH CROSS—SECTION FOR //4`'jtfi+�'�J 881 \ �. �� •L _ .. - t J. LIGR MVWxla �� 44990x!1 {!s'9/ FOR IRRIGATION & STORM LINE �A�TDAm PM/GINO OM �y,,, __ r� „ H.T.S.79121 0.461.'ar A®RKARNA'. 4' COMPACTED 3/4' SCREEN ROC( CLAY MATERIAL ���`�� BEDDING AND COYER ,80 . YIN IRENCTI MDM OR ON-91E 3' ECT... KRAL � / '3e L " / yM08104#40PM I FOR PIPE 9RE IB' AND LARGER Uff ELBE DYED APPROVED TRENCH SACKFUL. MATERIAL BY EH0NEER �"�';�. —1rYNCRONG COMPACTED W 8' UFTS , 4YNCHr•24' axr•sGWMY6 1C MY coon UNDISTURBED EARTH> IRRIGATION DITCH CROSS—SECTION j rYNENW VAROIa41FE01 WET CUTLET AYA 14.-4'-LrFOR(YRNLGMEDHPE i=� PDSA12103 SN]EWNLL HWDDR0.WWA1.7 � - 1/4' Bc. 1' YIH SIR 1493140 W . CORRUGATEIAR®EDPVC MOIL NMDA. BOOR AgW . t' TO 1 1/2' ROLL �`� �_ CCM STROME 4V1L 8EASI DL7H fL1M1121.00.00)S7 ICORGMY6 AIDE ARCD V'1k.MTNIiLfTbNO . NOMINAL Ilrr DIAMETER MIX. TREx2' MDM AT A PSHi 12' ABOVE PIPE WngmPn pw+ I OXXr..11AIm MTPE N101W5 � �— A —� CCNAC EJTOAYMOFSOY 33 d 54ALlER LARGE SfOHES L' CSyCRCTE 76' 8 IMCER Bd . 8e + 16' B4 Be ♦ JO' J �J! - K� ETC. of EfC. IF RFO'0 2 1. r.BOMW1aaCD.w00MLiserNA .111.1N1®01ML.. f r.C.Icwkr•PRP aw:IIMCI2 MnNYM11MENA Lxbi I. NAM.,. 9lci EGO 400,86. M8OASIN NO7£5 1 BELL Eh EXCAVATED A7 S bW.w ttM[rnafr nM a > mLmlmam mll B4 PI^E OD ALL BELL . SPIGOTBJOINTS .sRalm.1%EA 9./ LAI RW. IOU. Kt ' m cg I 'Y°14INIALI KO... ���46� UNSTABLE SUBGRADE 4' COMPACTED CONDITIO$ CLAY MATERIAL A IMI. . GPATEOPlICB A ma . GRATE 04.040 Ww4 00 UM. OR ON-L1E r sew M 11M ., Ir wag! Anrw . Pwn , n. ' - A� RE aaxRl iP MOM .1.1 SELECT MATERIAL 70 BE APPROVED R^~ • .Aa. • d" ";,E Ky1 T 1 • st ; —,,,,,r,- I 11 CLASS 'B BEDDING REQUIREMENTS Or ENSNEER I v Esa ; r IMaa r M I n'.. IA ,,,,„a,Y,� .. FOR IRRIGATION & DATE: 8.2317 - r ..... bitlf•,�r OM w• STORM LINE DITCH CROSS—SECTION .NoimoY,, ,,, aeml A AGYE m ANTE, Lal Monte tw... N'�m EY 4 H.T.S. N.T.S. JOB NO. MU SHEET C6 III 11I1 y> y / / / 5 `\\\ \ LEGENDCONouR /� 1 IO 11:1 111 11 1 1 I- ( _' ./..:' /1 // ,/ ' //. •.: ....1 5�, ( / / / / /.•'•\ \ \• II EXISTING ` EPSTWG CONTOUR INTERVAL 1 //.? T�, I _ EAST BER GS /y��6 • �5/ �/ �/ /• / / y3"9 .\ \C''', / t / 55 / •/ OAILeU,r L,N( PT S_ I 1: f \\ _- EAST,RO SETS4O( / / A E+'611,, CRAPE!. / 0� \ II EASiwG WIRE FENCE nn8 Surer ACE ��. I N➢ ( / \ / EASTwG OWNl11X FENCE / 5J / ...` NE )Y ," \)9 E5 A• •�.\ rR' `. --/—,----/--)--ERSTE* SEVER MANGLE E6STWG �9UYIMRE 11: i 1 /. • 1 \ OXERP EASiING POV.ER POE / .e I . - v 531 V si'➢-x0 o ICH y, / 111 { / 17� / / 11:13!. ! � :A. /' \\\\ EMIG. PRE HDNM '75. _ / l� / - - y r _ : l• •••.. / :.i\ nF1 \'\... E%ISTWG WATER VN.�,E ! I I. - • ./ /�.) _ I / / 1I )C. 5,/ / ! _ `•'=7R=�Fy>,AN NOT EF . D r J.a: Fr_FN •l: `�V I 'C ' /// IO ' \• 'J� G • FASTING WS METER .10'' '` ( f •. \(/ --. ''•• •� J +C FASTING ELECTRIC METER I r •..\ 'S 2' .. '� ECSTItYu TELEPHONE PEDESTAL INITIALS DATE OESIGNEDBY OON 8.23.11 ORAWN BY DON 8.23.11 CHECKED BY IN '� t 3 I 1 1 ' [ ,; II, If{ / 1 1 ` / 1 1 t \ 7J _ 1 1 ` sc_ r I I 0 I n' .LL AL 6 iD.N ,AFFICE x OL JE +:Y CP{%fG R 5 FCCP I• :_•G'� _"' S: a `c � PRP. I I ��'•t�•,\ ` /l�• � EASiING A511U1T ' SEPD 7ANN I \ \ � N , Ei15DNG O0KT¢TE I _ f oF: WcEO :\ > ' / G, - . •�•i EAST/NG GRAVEL [ME �Ol 1 ttsl'�a'I O: I:N � . T PROPOSED CU+CAER / �' \S PROPOSED GRAVEL CWVE lD 'i \ 4• PROPOSED SNEER STORAGE III 1/ j/ I 'I\1 / �. A• 1 •i31 // 1, Ill /1 1 -\ / II!1 1 I (,- r f I• / _� (UL \ II • 1 / ® PROPOSED GONTOUtIN1ERJAl \ \, f� �--Cc+rLrT �C:`E'reu; \�\ 1' .'' \ \\.j\ I \ 11101" \ ,..--....., ....,-.7 • E)GAS-0.n EY CA S.,t ;P E2 ,� .1.00. 1 I}fW 1 1 T r. 1A 5 �J -' - 1 ' 1 >• , 1' + ! •1 .04 If r9 406-W I v R =n 80 _ PROPOSED , 1 SEPTIC FIELD \ 1 lI iii l lli�'•�- -'- ilii\,_ 14 - . rD I \�\ • \ 7111 h \ '1\ .I, eI ,.. - 11 &OPE gD !1 — 1 ( \ TF 79 91 - - m Cr GAS-PM EF 23 54 4 .... \ 1 .4-:,:,..' �� {.�� ... I— / 0111(0 f - -- - 1 . \ ` E IXfAN 4.14,6.s:0177,. =� .. - Imo f4� . Q: Y +.. Galitig r.. Amp -\ \ -\ A, ;�'_ t ./Jt� _.� \. o_.cr.; _ --. —. J �/1 � 4211 �'' Ir...1 B �—.`-, I- \ c7 \ \• 65 f II 9 ADS-N12 i ' O 030; ROPE v\ \\t \ ex_ `� t \ 6.57.17 �> `\- ` �Ti \ \. V FA `.:-r, I+LL \1z , i= .- _ —.---_ -ice '- 1\ E - f ,-Eu 1- __+.. BT V"N_. l nOf . - _ - !TZ .� ma =_ _ ._ � I V 6071F 17•I AOS-M12 5'9 MANHOLE +61.73 55380.95 t`�` !(� \ _ • • -0.5011 SLOPE_ \ + z+,•......,...........7-.--.7- P - _ .� r'FP .,.t OCV VnU.lCL Ft)�.•.12:/Y RIM: CALL BEFORE YOU DIG — — �= /` — ` r — -77.--"--••••••" we 637596 CALL MY( NOnTICAT10N _ `-- `_�`--�4� --rte~......;--7-76-"=-. CENTER CF COLORADO GRAPHIC SCALE 800-922-1987 •• '4'.&_E ---..-r.„.....,.. =-......- * " ---� STA. a+niai no 92-1 / '• !irif 5179 12+43.33 o Is800 m Kms. ra IPM, a ())1- V- $37212 •, •�. / f NY. 53729] AVIA 5312.60 M WORE MR IMM OROZ OR MAYA. _ i(d 33971 4 FEET 1 Tu. eR WORK ulurcOr s 1 166/9 - 40 R `. :1:;47 4'• �'/ —mac YAJJw•1 " BAYOU WAREHOUSE EXPANASION GARFIELD COUNTY, COLORADO IRRIGATION PLAN BUILDING PERMIT PREEN LAIC SO«y IIN COIT RO. 221 0a 3 3388 i i RELOCATE 880S8 E1WS PROPOSEO-c-VMWC GR lAE und. 330" COSER CENRRUNE Pr LRRlWRON LDC • ,�O OF 1•71CARRw UNE WtinnMg OppQ{ ,UNE a;Yh?y SOY I.LL• S34 to.r s� fASRNC E� InGffE �; i•S yy FlMSN L TE INE g` SJ81 36 NOMA �' Cr URRM.AD(w UNE EA$RNG GRADE y•EIN/SHED • GRADE Or ERMGAUON LINE I O DEHffA609 34114.490N UNE j MINX GRADE 5380 109Z/' 17i A ` \\V e CYIIILRIINC Of URRIGARCN UNE 1liillll____ AMR I _._- -- - 1 r:2•.456-N12 --- wRIG4RGN ORNUNE E �,� 1 3376 _- .- - 607 IF 42.9 405-N12 0 -07011 5/.001 t- - SCALE: HORIZ. 1•=40' t,•um • T 3372 VERT. 1 =4 DAft'Y 5061' 8 a8 n ^8 ola ^.2 n ^ �^ e ^8 o vm.0 'Mh^. ^ ao ^R • X '^In ?n R� te-^ ^.o w 'r.r, `� '�"Zn "M n "en o ,p P. cn ...R ',n h212 ot.';.1, r...‘* n ^ '+ DATE: 823.11 JOB N0. 110&. SHEET C3 1.00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 /7000 12+00