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Home My WebLink About4892 Marshall Streeti CITY OF WHEAT RID ��(303) Building Inspection Divi(303) 234-5933 Inspectio on 235-2855 Office • (303) 237-829 49 Fax INSPECTION NO�T�IC E Inspection Type: "��"/�T L _ Job Address: 42&1 Permit Number: I.`: ❑ No one available for inspection; Time Re -Inspection required: Yes No *When 7.ections have been made, call for r -inspection 3 !� 1 �' Inspector: 234- 33 Date: p � at DO NOT REMOVE THIS No Ty E i CITY OF WHEAT RIDGE Building Inspection Division r (303) 234-5933 Inspection line �(303) 235-2855 Office # (303) 237-8929 Fax INSPECTION NOTICE % Inspection Type: 6 /' I �,- Job Address: ��a� /,�� /t S• Permit Number: ❑ No one available for inspection: Time��M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:1// • -> • � Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Roofing PERMIT - 201801459 PERMIT NO: 201801459 ISSUED: 05/21/2018 JOB ADDRESS: 4892 Marshall ST EXPIRES: 05/21/2019 JOB DESCRIPTION: Remove and install 60 Mil Mule Hide EPDM Rubber Roofing System with 42 squares. Pitch under 2/12. *** CONTACTS *** OWNER (303)423-7905 B & B HEATING AND AIR CONDITIO SUB (303)797-7740 Wayne Gedeon 021692 FBN Roofing *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 46,350.00 FEES Total Valuation 0.00 Use Tax 973.35 Permit Fee 695.05 ** TOTAL ** 1,668.40 *** COMMENTS *** *** CONDITIONS *** In order to pass a final inspection on commercial elastomeric or similar type roofing, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and Mid -roof inspections may be called in at the same time, 100 percent of the sheathing must be complete and 25-75 percent of the midroof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. City of Wheat Ridge Commercial Roofing PERMIT - 201801459 PERMIT NO: 201801459 ISSUED: 05/21/2018 JOB ADDRESS: 4892 Marshall ST EXPIRES: 05/21/2019 JOB DESCRIPTION: Remove and install 60 Mil Mule Hide EPDM Rubber Roofing System with 42 squares. Pitch under 2/12. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications applicabble building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the rope rty and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermrt. I further attesfthat I am legally authorized to include all entities named within this document as parties to the work to be pe�fern and that all w9r ;to. -be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signatu of O ER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying pplans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. Thei ce or granti f a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any apple co or any inance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. FOR OFFICE USE ONLY City of Date: Wheat d CC)MM(1NITY Df=Vf=1.011MEM1t( Ptar►/Pemrft#C/ Building 8 Inspection Services Division 7500 W. 29"Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 ' Fax: 303-237-RQ29 Plan Review ice: Inspection Line: 303-234-5933 L- -- Email_ oermitsaci wheatridge co cis Building Permit Application `a* riease complete aft highlignted areas on both sides of this form. incomplete applications may not be processed. ' Property Address: ��2,7, , 4A '1YA4IZ__ ,7'7— Property Owner Owner (please print): 1,3 W,0 41:P, _Phone:® Property Owner Email:��,3�'�� Mailing Address: (if different than property address) Address: City, State, Zip: /_ E Architect/Engineer E-mail: Phone: Contractor: Contractors City License 9 2 Phone: ,7 �-77 7708 Contractor E-mail Address:_, �d Sub Contractors: Electrical W.R. City License # Other City Licensed Sub: City License # Plumbina: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form /COMMERCIAL RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE Lj NEVv RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION H RESIDENTIAL ROOFING RESDENTIAL ADDITION WINDOW REPLACEMENT CO"v",r ,ER IAL ACCESSCRY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) r(yi) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT I PLUMBING SYSTEM APPLIANCE REPAIR or REPLACIMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) { C (For ALL Fro;ects. r^.Iease Yrnvdetailed de'scrirtinn of Vyork to he—rforrneAincluding r I,!►rPrtt use of RrP..aS --- proposed uses. square footage, existing condition and proposed new condition, appliance size and efficiency. type and amount of materials to be used. etc ) Sq. Ft./LF Amps Btu's Squares Gallons 0CA Proj'act raWa: (Contract value or the cost of all materials and labor included in the entire project) ala 362�2, OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby cenify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or rts,a fictions of record: that all measurements shown and allegations trade are accurate; that I have read and agree to abide by all conditions printed on this appiicaticxt and that 1 assume full responsibility six compliant with applicable City of Wheat Ridge codec and ordinances for work under any permit issued based on this application: that i am the legal owner or have been authorize by the legal owner of the property to performs the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE (OWN R) yr (AUTHORIZED REPRESE.VTATI E) of (ON',VER) (COVTRACTOR) _ — n PRINT. NAME: rV /1' t! SiGNAT1. ZONING COMMMENTS Reviewer BUILDING DEPARTMENT COMMENTS Reviewer. PUBLIC WORKS COMMENTS Reviewer PROOF OF SUBMISSION FORMS Fire Department LJ Rece;ved U "act Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY DATE:] ' < OCCUPANCY CLASSIFICATION TyrE: Or CJ+TTcIICTOM SPRINKLERED OCCUPANT LOAD Building Division Valuation: $ City of Wheat Ridge Commercial Mechanica PERMIT - 201801489 PERMIT NO: 201801489 ISSUED: 05/23/2018 JOB ADDRESS: 4892 Marshall ST EXPIRES: 05/23/2019 JOB DESCRIPTION: Commercial Mechanical- Replace roof top unit, 5 ton, 14 seer. *** CONTACTS *** OWNER (303)423-7905 B & B HEATING AND AIR CONDITIO SUB (303)423-7905 Timothy Bartels 017674 B & B Heating & A/C *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 420 / Storage Warehouse; 0 BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 4,000.00 FEES Total Valuation 0.00 Use Tax 84.00 Permit Fee 109.20 ** TOTAL ** 193.20 *** COMMENTS *** ** CONDITIONS *** All work shall comply 2012 International Codes, 2014 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications= applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of _bW�ER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall n t proceed or conceal work without written approval of such work from the Building and Inspection Services Divi 6. The "Sn gran of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any apor or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY City of (heat 1dG CoMnnt Miry t�tvt:,L0P �EN—r Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits@ci.wheatridge.co.us FOR OFFICE USE ONLY Date:1:91-113-116 t1 3- / !6 Plan/Permit # r qo '�b/Y�- Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Z� Rq 2 m 3 ys hnl Property Owner (please print): Phone: Property Owner Email: N-) C i C�`�. I l i�� • )YY) Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Contractor: -110_a \V'Lo ( Y Phone: City of Wheat Ridge License #: (7 Phone: �O�J ' �23 -4805 Contractor E-mail Address: PL -��u eU 11 *Cr4l (a) For Plan Review Questions & Comments (please print): CONTACT NAME (please print): C�'1G1� �-' 7Ci 0> �� . / I 7� Phone: �)b3 `IZ3- -7 -IU)") CONTACT EMAIL(p/ease print): 60t�e Eh�� Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # ,CRCOMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Commercial Projects Only: Occupancy Type Sq. FULF Amps BTUs Squares Construction Type: Gallons Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ ti' ate -vo OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUT DRIZED REPRESENTATIVE) of' (OWNER) (CONTRACTOR) !�n Z J Signature (first and last name: � DATE: 2 ! Printed Name: 11 I T--I- DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: City of Wheat Ridge Community Development Department Me morandum TO: Accounting Department FROM: Kristy Shutto, Building DivisionT SUBJECT: Refund for Permit DATE: 5/3/10 Reason: Overpayment on mailed -in permit. Refund overpaid fees. Permit #101113 for 3240 Jay Street, Wheat Ridge, CO 80033. Please refund: Contractors License$ (acct 01- 510 -00 -513) 100% permit fee: $ (acct 01- 510 -00 -516) 100% plan review $ (acct 01- 550 -05 -551) 100% use tax: $ (acct 01- 500 -02 -505) Miscellaneous fees $30.10 (acct 01- 580 -00 -588) Total: TO: B & B Heating & A/C 4892 Marshall St. Wheat Ridge, CO 80033 Thank You! K:2+ Jr+sWLa Property Inspector $30.10 CITY OF WHEAT RIDGE 05/03/10 1:13 PM edba 080 Heating & A/C RECEIPT NO:CDA004257 AMOUNT OPSP Install 15 seer 2 -to 60.00 101113 Permit_ Fee_ - - - 60.00 - - -_ -_ -- FM$D REFUND Overpayment 30,10 PAYMENT RECEIVED AMOUNT CK 121488 90.10 TOTAL ---------------------------------------- 90.10 ♦ i CITY OF WHEAT RIDGE ,m Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: R4-T Job Address: 4MV wvW_ .411 s?- Permit Number: 09y.59~;? £P i! S' E" `r ❑ No one available for inspection: Time ;2,'3 3 AM/PM Re-Inspection required: Yes e-No "When corrections have been made, oaff for re-inspection at 303-234-5933 Date: !P Ld le q Inspector DO NOT REMOVE THIS NOTICE COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - (303-234-5933) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: Property Address Contractor License No. Company : B&B HEATING & AIR COND. 4892 MARSHALL ST Phone : 423-7905 Phone: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) Building Permit Number: 77989 Date : 11/4/2004 Valuation : $6,800. 00 Permit Fee : $181. 10 Plan Review Fee : $117. 72 Use Tax : $136. 00 Total: $434. 82 Use : Description : LANDSCAPE CURBS & PAVEMENT TO FRONT OF BUILDING BUILDING DEPARTMENT USE ONLY Slease Note: Sq. Ft. Approval : TRC OK Owner / contractor is responsible for locating property Zoning : C-1 lines and constructing improvements according to the approved plan and required development standards. 13u11d6 g C~'`' er1 The City is not responsible for inaccurate information : submitted within the plan set and any construction Approval errors resulting from inaccurate information. 11/4104. CONTRACTOR IS TO OBTAIN A RIGHT-OF-WAY Approval :DFB CONSTRUCTION PERMIT(S) Occupancy : Walls : Roof : Stories : Residential Units Electrical License No : Company: Expiration Date Approval : Plumbing License No: Company : Expiration Date Approval : Mechanical License No : Company: Expiration Date Approval : (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with succe hases o fob. (6) The issuance of r the Ipproval of drawl gs~end specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of a or a they nonce, law, rule or regulation. Chief Building Inspector Please sign Terms and Conditions on reverse side of page. wRe COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: of BUILDING INSPECTION LINE - 303-234-5933 Date: ` CITY OF WHEAT RIDGE m 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) APPLICATION Property Owner: 816 /~ca7i d4,v 0'1 Property Address: Ll~rr Z AAfsAi S Phone:363 -Llz-?-7(cs- Contractor License No.: Company: Phone: OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that 1 have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridg uilding Code (U.B.C and all other applicable Wheat Ridge Ordinances, for w n r rni (OWNER)(CORTRACTOR):PRIRTEO DATE Description: 1-6144 C~~P CUr~✓ S V~N~ eyl~ ~u z Sq. Ft. added COMMENTS: Approval: OW Zoning: G•t COMMENTS: Approval: DEPARTMENT VORKS COMMENTS: 0// Af"16 G/IgIQG1 Approval: 0 A?, V- s ~'M 0$771f-7,u 8440 y SIC: Sq.Ft.: HECL ~ V g QC T 2 2004 cavs7Rc~~~J Pbr~~s~ loccupancy: Walls: Ror Pw s~~ °f{ Electrical License No: Plumt Company: Comp ~S LS iv l"0- t^/ Expiration Date: Expir< Approval: Apprc (1). This permit was issued in accordance with thl Colorado and to the Zoning Regulations and I the City. (2) This permit shall expire if (A) the work author authorized is suspended or abandoned for a. (3) If this permit expires, a new permit may be ac have been or will be made in the original plain (1) year. If changes have been or if suspensii (4) No work of any manner shall be done that W (5) Contractor shall notify the Building Inspector approval on inspection card before proceedi - (6) The issuance of a permit or the approval o1 - approval of, any violation of the provisions of the building codes or any otherordmance, taw, mm Chief Building Official ' rose No: vs of the State of >le ordinances of r (B) the building ided no changes otexceededone for a new permit II receive written emit for, nor an ion. CERTIFICATE OF OCCUPANCY Permit Number 17058 CITY OF WHEAT RIDGE 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Date 318/2005 'Stlpulations: This certificate verifies that the building constructed and/or the use proposed of the building andlor premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER B& B Heatino & A/C ADDRESS 4892 Marshall St. CONTRACTOR/ADDRESS MPB Constractors: 15600 E. 19th Avenue #H. Aurora. CO 80011_ PROPERTY ADDRESS 4892 Marshall St, Wheat Ridoe. CO 80033 LEGAL DESCRIPTION: FOR THE FOLLOWING PURPOSE Warehouse Use code edtcioos: No change shall be made in the Use of this building without Sninklered: ❑ 20031CC I2002 NEC prior notice and a new Certificate of Occupancy oYes ■ 1997 UBC 12002 NEC from the City of Wheat Ridge ■ No i Chief Buiiding Inspector 2oning Administrator Date: 4)( 1I 0 5 A Certificate of Occupancy / Completion has been requested for: ADDRESS: 40"IriZ ljd(i►'SI2Q1W 4. PURPOSE OF STRUCTURE: ware~0l4$el Building Department ApprovaC Remarks: ~ Zoning Approval: Remarks: Public Works Approval: y~~7.~(S Remarks: Fire Marshall Approval: (If Applicable) Remarks: Sanitation Distrid Approval• (If Applicable) Remarks: Water District Approval: (If Applicable) Remarks: . ) '1(' `7) 5 INSPECTIONS WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE BUILDING SITE 24 HOURS NOTICE REQUIRED FOR INSPECTIONS WHEAT RIDGE, COLORADO 7500 WEST 29th AVENUE (303) 234-5933 INSPECTION RECORD JOB ADDRESS 4-~, I I TYPE OCCUPANCY BUILDING PERMIT N0. I~! ~ 5 DATE ISSUED ~ OWNER t J.; ,V CONTRACTOR 1 SETBACKS FROM PROPERTY LINES: NORTH SOUTH EAST WEST L INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB INSPECTION I DATE I INSPECTOR Foundations Footings c Caissons -%I Reinforcing or Monolithic )4-1 , 4 Weatherproofing POUR NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED Concrete Slab Floor: Electrical (Ground Work) C }L Plumbing (Ground Work) Heating (Ground Work) Q}~ ~ ~'&p- 614 r4zp~ DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED Rough Electrical I Rough Plumbing V(~r. AirTestGasPiping I\ f ~1•L~`. ~r,• t: Rough Heating & Ventilation I Framing ~ I I Insulation I y i- In _c 44 IkAX Drywall Nailing ~ i 2 I f' -<1' ( a~ Roofing Refrigeration I Electrical Underground Final Electrical O IC ~ Plumbing x Heating & Ventilation y Frame 3~:' ~ R.O.W. & Drainage ~ Fire Department Parking & Landscaping ~ ~c, •~c~^c,tE 1Z I(n-o~I ~O ~"F 1 11~- e-,2-S OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED PROTECT THIS CARD FROM THE WEATHER Place in Front Window This Side Out _1 tdrart., lii't!, Cj d`4 V Ct• QV3'n'~~~ Gi l.rc- c.T C/ ~ COMMUNITY DEVELOPMENT DEPT. Inspection Services Division (303) 235-2855 Correction Notice Job Address: C41Z'92 1~1 O l v~S ~S1C.~" \c.v~. Cr a ~V U.. c~-.~ ~ F o v v~ C,'1 va k' 1 No-t 4 " b~R &n Y)k~) ~ ~ c-c- To C'~A& Q~Gc~C VV~~~C When corrections have been made, call for re-inspection at 303-234-5933. ~ Date: - Inspector DO NOT REMOVE THIS NOTICE DEPARTMENT OF PUBLIC WORKS REVIEW FEE STRUCTURE FOR BUILDING PERMIT APPLICATION Date: (o ' O Applicant: t1-e-kL-t'W~-9 ~ _f-~I L i/vC • Phone # ~3'~z3 -~905 Location of Construction: q ~ic~ ►VI i4k56 SiSCQ Purpose of Construction: ~3ulaalNe, 14aa 1rioAJ Building Permit Value: 160_ ono Single Family Commercial X Multi-Family DEVELOPMENT REVIEW FEES o o• o 0 Development Review Processing Fee: $100.00 (for document processing) Singlc Family Residence Review Fce: $50.00 $ (for review of applicable technical documents) CommerciaUMulti-Family Review Fee: .(for review of existing tec}uiical documents) S100.00 a 14) o. o0 •(for review of technical documents for construction in Rightof-Way, Final Drainage Reporl. and Erosion Control Plan) $500.00 $ CDOT Access Perntit Fee: a100.00 a (for docuaient application and processing) a Traffic Impact Study Review Fee: $100 00 $ (for document review and processing) Flood Plain Variance Review Fee: (lor documenl rcvicw und proccssing) Class I Application: $300.00 $ Class I Publicalion/No[ice N/A Class II Application $750.00 $ Class II Publication/Notice E90.00 $ TOTAL REVIEW FEES (due at time of building permit issuance): $ Z o o_ o0 PLEASE NOTE THAT IN ADDITION TO TfE ABOVE FEES, THERE WII-L BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIl2E F~OR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. Signature of Applicant vate Uq 1 / RevOd03 ~ ~ ~ rW m■r ~1 ~It rii M ~ Engineering & Surveying, LLC m IW im Iril May 10, 2004 Ms. Kristy Shutto, Buiiding Department Secretary City of Wheat Ridge 7500 West 29t" Avenue ~ Wheat Ridge, CO 80033 ~dQ4 Re: Warehouse at 4892 Marshali Street, Lots 20, 21 and 22, Block 20 Berkley Heights Subdivision renificate of Sp+uer Service Dear: Krisry: This letter is in response to your request for confirmation of the availability of sanitary sewer service for the above parcel. The subject lots at the address referenced above are entirely within the boundary and service area of the Wheat Ridge Sanitation DistricT. Treatment of sewage generated within the Wheat Ridge Sanitation District is provided bythe Metro Wastewater Reclamation District (Ntetro). Wheat Ridge Sanitatiori District facilities in this area consist of a 15 inch sanitary sewer main within Lamar Street, and an 8 inch sanitary sewer main within Marshall Street. This parcei is subject to the assessment of both Wheat Ridge Sanitation District and Metro tap charges. The subdividers and/or developers may be required to extend sewer lines to their project sites and/or share in the cost of providing additional capacity to serve their projects. In addition, you should be aware that the District requires approval of plans for sewer service connections, determination and payment of tap fees, as weli as inspection of construction by the District's Engineer. Very truly yours, obert briel, P.~ District ngineer ~ Wheat Ridqe Sanitation District RRG/rg cc: District Office 9570 Kingston Ct., Suite 310 • Englewood, CO 80112 • Phone (303) 773-1605 • Fax (303) 7733297 www.hclengineering.com -?+~-~°cW -16tsG Pezc" k ^ fo rx,3-235^~S~ CITxOF WAEAT RIDGE CERTIFTCATE OF'R'ATER AND SEWER SERYICL► AVAIIADILTx'y Note bo Applica= A buildicg petmit wi71 not be icnud wirhout this Certi$cate siped 6y 1he Dietrict or ABatiY a+PPbdnB servicea. is .hnfime gUiMLone vea Hcm dUQ~!'.,••+vs bY suthodzina nemt . - epp/o y 1~3-7vas- TefapLame SEWER NUne otDistriet Individud Septic Pemoflc r'e. Sewa $arvioe wvailtble Sowar Sarvite Not AYallahie Comnieaq oc Comdiuoas: 16erebY oeetitY thet availabflitY of servicc is as iad3e►ud abwe. SigesmeeofAuthodxedAgwt Dar Jst!'am Fomiy HqUE Depumimt (ff SEPiTG) AuThaitedSijoaNte Dae WA R Name of Diotiet._d~ •</r Cola~do Well Pamn J~! ri a•- 0 w•w sam, wv.awio Water Smiee Not Avaiyoble Commcnuozc.oadieou: FIl1C-~.riEt+~ ~L Sn E I Lereby xrtHy t-but avdL6ility of swice ia ai iadin9ed ibove. Slgasan of Autho:ized Ageot 7dkaon Counry Am1* Depcmoent (B' 9VELL,` IMOe AWhoiized Silweve Dau tn•j m.nr w~r+. ss uW I ~ ~&,r3 "-,s., ,v~_ Owma ~ Addrese COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - (303-234-5953) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: B&B HEATING & A/C Property Address : 4892 MARSHALL ST Contractor License No. : 17674 Company : B& B Heating & A/C Building Permit Number : 17802 Date : 9/29/2004 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit applicaGon are accurate, and do not violate applicable ordinances, mles or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this applicatioq and that I assume full responsibiliry for compliance ' the W heat Ridge Building Code (U.B.C.) and all other applicable "atfCulgaqrdinan for work under this permit. NNER)(CONTRACTOR)SIGN~d DATE Description : INSTALL IN-FLOOR HEATING SYSTEM WITH BOILER Zoning Commenfs: Approval : Zoning : Bullding CpmiTients: Approval: Public Works Commenis; Approval : Occupancy: Walls Electrical License No : Company: Expiration Date : Approval : Phone : 423-7905 Phone : 423 7905 Construction Value : $4,200.00 Permit Fee : $144.70 Plan Review Fee : $0.00 Use Tax : $50.40 Total: $195.10 Use : TA BUILDING DEPARTMENT USE ONLY Roof Plumbing License No : Company: Expiration Date : Approval : Mechanical License No : 17674 Company : B& B Heating & A/C Expiration Date : 12/9/2004 Approval : OK/KS (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Coloredo and to the Zoning Regulations and euilding Code of Wheal Ridge. Cobrado or any olher applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced wilhin sixty (60) days from issue date or (B) lhe building authorized is suspended or abandoned for a period of 120 days. (3) If this pertnit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcations and any suspension or abandonment has not e.ceedetl one (1) year. It changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the naNral Flow of waler causing a drainage problem. (5) Contractor shall notify the Building Inspector hvenry-four (24) hours in advance for all inspections and shall receive written approval on inspection wrd before proceediing with successive phases of the job. (6) The issuan perm}Cer"fhe approval'of drawings and specifcations shall not be constmed to be a permil for, nor an aDProval of, any violation of the pr~o o e ing c9 d es or -etherbrdinance, law, rule or regulation. ~~T~~ Chief Building Inspector Please sign Terms and Conditions on reverse side of page. SIC : Sq. Ft. : Stories : Residential Units : COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: o~ '"~'F"',, BUtIDING INSPECTION tINE - 303-2345933 Date: _~c CITY OF WHEAT RIDGE " ^ 7500 WEST 29TH AVENUE WHEAT RIDGE, CO $0033 - (303-235-2855) APPLICATION P ~~S , Propcn ~Yro Ad Odr~ess: [ Bley Z/JijF"5 4!/ lpcl Phone:363- e1Z3-7'~jGS Contractor Liccnse No.. Company: B~~ ,-R/h Z41( Phone: ( pWNERICONiRAC7OR 51GNATUitE OF UNDERSTANDING ANU AGNEEYENT 1 froreby eertiy thal V~e selDatlk Oislances proposetl by this pertnit applinGOn are Constrvction V alue:5 y~ 2DO. ~ acarae, and do rat vidate sppacabie adir+ances, rWes a repubtwns ol tne Ciry ot Permit Fee:S wn" aiepea.. . e:. sar«meea,sornerna:mauemeakrermmt; Plan Review Fee:S srqwn. an0 aNDsUO^s msde are acarau: tlM I have read anC aprx to aMde by au s printee on this apWiwtion aM mat i assume fuu responsiDirry fa Use Tax:$ compM1ance with the WMeat Ridpe BuilOinp Cotle (U.BC) an0 oC~er applica0k WhealRiOpeOr_~_.. ta miav~+i~. Total:$ /ownfRMCartwAC*Ofi .3KiE'~.~/ - ~ ' ~ OATE~Z~-f/y I~L (OWNERMCONTMCTOA):PRINTED ~ 5^~IRtOO~O ~ Descripdon: Sq.ft.added BUILDING DEPARTMENT L'SE ONLY SIC: Sq.Ft.: ZpaiNG Cp.w7EM5: Approval: Zoning: BuaowG Cor.SAENrs: Approval: Pueuc W aas Cor.MENrs: APProval: pccupancy: Walls: Roof: Stories: Residential Units: Eiectrical Lioense Np: Plumbing license No: Mechanicat license No: Company. Cort+DanY Co^PanY= 6cpiration Date: Expiration Date: Expiration Date: APPrwat: Aoproval: /1oDroval: (1) Th's PorffA wu 4suo0 in wiei ths Dmviskma aet bT in yow applica0on an0 is wCoa b me Isws ol Oe State or Cdaa00aWbUhe7.wW+DRpW6omandB+ildrWCoOSSWWMSlRiOps.CdaaOOavryWMJ..:-. ol tl,. cny. (y) 7Tis pomiit shY eipse il (A) Cw wak si k not winW snAY (60) dari Irom isum aate a (8) Vu Dabi'q audwACSd'r OW a aDrWOnsd b s p~b0 d 120 Wys. (g) q y"pertNt s nw pemit msY W acPib br s M d ardW11M rnwM nwmYY npiaeA. Drov+ds0 ro tlwgss hMDeen awiMnrMinMa'gYWWe^s wW opwggmbom wO i"Yviopwnio^oabrdarn~ntlmsno~a.. . ,ons (i)Yar. qdrnpwlvre0ssna8p . i~ aaOrK'• eaes~OSOns(t)YSar.lA lsssatp~bepaiAtoranewW^nlt (4) No wak of airy mww ahr W dnne nfl wi rJwVs IM MWqI 1b+i d w71M nusin0 a i t p/OEbrn. (s) ca+a.ckor aW noih euidirw h+vwv brrity-W Rs) nan in . br .ll aw anae ~eowie wrinen aODrpval on . c7rd WIO/~ wiTh - pfmft of IM joD. (6) The , ol s Dermill a IM approval d ti . arM sVedbeebom dW rat ba constnwd b De s 0ermit W. na an approval of, anY . W tlis Wovisio^i d Uie buiMinq co0es a anY oEw ordinanee. law. rule or repuUtion. COMMUNITY DEVELOPMENT DEPARTMENT ' BUILDING INSPECTION LINE - (303-2345933) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: B&B HEATING & A/C Property Address : 4892 MARSHALL ST Contractor License No. : 18890 Company : M P B Contractors Building Permit Number : 77058 Date : 5110/2004 Phone : 423-7905 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accu2te, and do not violate applicable ordinances, rules or regulations of the City of W heal Ridge or covenants, easements or restrictions of rewrd; [hat all measurements shown, and allegations made are accurete; that I have read and ag e to abide by all conditions printed on this application, and that I assume full rgspo ilily for coyipliance with the Wheat Ridge Building Code (U.B.C.) and all other applica e e d ,.qjVlnann^ces, for work under this permil. ~ (OWNER)(CONTRACTOR) SIGNE n NNUV'~I DATE S- Ib-(2 1\ i Description : WAREHOUSE zo n[ng;Cgt11101iAt Approval : TRC Zoning : C-1 BY SEPARATE PERMIT) Phone : 343 4318 Construction Value : $100,000.00 Permit Fee : $1,291.95 Plan Review Fee : $839.77 Use Tax : $1,200.00 Total: $3,331.72 Use 0c) -.?Z SIC: I~7~ BUILDING DEPARTMENT USE ONLY OK. 7 MAY 04 Buli01ng 0104 Approval: CR P!ty.~i~i'e":I~ViSF1~Co'm m,gr~#g;; Approval : DFB Occupancy: Walls Electrical License No : 20452 Company :Grandview Electric Expiration Date : 2/28/2005 Approval : OK/KS COULD BE DRAINAGE ISSUE ON SITE. BLDG PLANS OK WI CHANGES. PLUMBING BY SEPARATE PERMIT. OK W/ STIPULATION: IF ANY ON SITE GRADING IS TO BE PERFORMED, A GRADING & EROSION CONTROL PLAN IS TO SUBMITTED FOR APPROVAL. SEE ATTACHED SHEETS. Roof : Stories : Residential Units : Plumbing License No : Mechanical License No : 17674 Company : Company : B& B Heating & A/C Expiration Date : 12/9/2004 Expiration Date : Approval : Approval : OK/KS (t) This permit was issued in accordance with tha provisions set forth in yopur application and is subject lo the laws of the State of Colorado and to the Zoning Regulations and Building Code of W heat Ridge, Cobrado or any other applicable ordinancas of the City. (2) This permit shall expire if (A) tha work authorized is not commenced within sixry (60) days from issue tlate or (B) the huilding authorized is suspendetl or abantloned for a penod of 120 days. (3) If this permit expires, a new permit may be acquired for a fee o( one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcations and any suspension or abandonment has not exceeded one (i) year. If changes are matle or if suspension or abandonment axceeds one (1) year, full lees shall be paid for a new permit. (4) No woric of any manner shall be done that will change the natural flow ot water causing a dreinage problem. (5) Contraclor shall notify the Building Inspector hventy-four (24) hours in advance for all inspections antl shall receive written approval on inspedion caN before proceediing with successive phases of the job. (6) The issuance o it or t~ rova o ' gs and specifcations shall not be construed to be a permit tor, nor an approval of, any violation of the provision in es or any oth nce, law, rule or regulation. Chief Building Inspector Please sign Terms and Conditions on reverse side of page. BUILDINC PERMIT For inspection this permit must be posted on the site and visible from the street TERMS AND CONDITIONS As applicant for a building permit in the City of Wheat Ridge, I do hereby agree to the terms and conditions set foRh below for the issuance of a Certificate of Occupancy in connection with this building permit. The issuance of a Certificate of Occupancy requires: 1) The completion of all required landscaping and related site improvements. Inspections are performed by the Planning and Zoning Division. 2) The completion of site drainage/grading requirements per the approved site grading plan and/or final drainage report and plan, if such report and plan is applicable. For all residential and nonresidential projects with an approved final drainage report and plan, a lefter of certification is required from the civil engineer of record. Inspection are performed by the Public Works Department. 3) The completion and acceptance by the City of Wheat Ridge of all required public improvements, or a Development Covenant or cash escrow may be required in lieu of construction, as determined by the Public Works Department. The Public Works Department performs public improvements inspections. 4) The completion and approval of a Certificate of Occupancy Application form and final inspections. Inspections are performed by the Building Division. All the above items must be completed and approved by Planning and Zoning, Building and Public Works before a Certificate of Occupancy is issued. Final Inspection by the Building Division does not constitute authorization of a Certificate of Occupancy nor permission for occupancy. Occupancy of the structure is not permitted until the Certificate of Occupancy is issued. (Uniform Building Code, Section 109) The City is not responsible for any real estate closings or other agreements concerning the properry which may be affected by failure to complete the above items and obtain a Certificate of Occupancy. I have read, understand and agree to the foregoing terms and conditions. I have received a copy of the application for Certificate of Occupancy. Name (ple e p ' N\rno ~ h~~14YLA 4,1.5 l 1' Date: Signature: ~ rJ ~ l0 "C~ L ' 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303.235.2846 Fax:303.235.2857 4 May 2004 Jack Hinkley 30001 S. Jamaica Street Aurora, Colorado 80014 RE: 4892 Marshall St./B&B Heating Dear Mr. Hinkley: The City of Wheat Rf'dge I have completed my initial review of the above-mentioned building permit, and I have the following comments: 1. Please clarify the landscaping plan. It appears that the intended ground cover is rock or mulch. The Code of Laws dictates that the maximum non-living landscaped area is twenty percent (20%) of the provided landscaped area. You may except out areas of live plantings located within a rock or mulch bed. The radius of the specimen after a two- year growth period may be counted as living landscaping. 2. Please be aware that any rock must be at least 1-2" in size. The submitted plans detail the river rock to be `/z" -'/a" in size. 3. Please mark the five-foot handicapped access aisle in the northwest corner of the property. 4. Please add a data table to page one detailing the size of the property (in squaze feet), amount of building square footage to be added (by floor) and the amount of landscaping to be added. Please feel free to give me a call with any further questions. I can be reached at 303.235.2849. Sincerely, O~- Travis R. Crane Planner COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - (503-2345953) CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: B& B HEATING & A/C INC Property Address : 4892 MARSHALL ST Contractor License No. : Company: Building Permit Number Date OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit applicalion are accurate, and do not violate applicable ordinances, rules or regulations of the City of W heat Ridge or covenants, easements or reslrictions of record; that all measurements shown, and alle9ations made are accurate; that I have read and agre,e to abide by all conditions printed on this application, and that I assume full r spo si ity or *cpliance with the W heat Ridge Building Code (U.B.C.) and all other applica a ^ces, for work under this permit. (OWNER)(CONTRACTOR)SIGNED l DATE O~ Description : .~m,:, Zo Ying Co m' .enw Approval: BUILDING & CONCRETE 77014 4/29/2004 Phone : 423-7905 Phone : Construction Value : Permit Fee : $50.00 Plan Review Fee : $0.00 Use Tax : Total: $50.00 Use: t~ BUILDING DEPARTMENT USE ONLY Zoning 06-1 tai n9 ,eQmi~'~^n~s: ` Approval : u~. . Publiq Works C6mm0fs: Approval: Occupancy: Walls Electrical License No : Company: Expiration Date : Approval: SIC : Sq. Ft. : Roof : Stories : Residential Units : Plumbing License No : Mechanical License No : Company: Company: Expiration Date : Expiration Date : Approval : Approval : (1) This permit was issued in accordance with the provisions set (orth in yopur appliwtion and is subject to the laws of the State ot Colorado and to the Zoning Regulations and Building Code of W heat Ridge, Colorado or any other applicable ordinances o/ the City. (2) 7his pertnit shall expire if (A) the work authonzetl is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acQUired for a tee of one-half ihe amount normally requiretl, provided no changes have been or will be made in the original plans and specifcations and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, (ull fees shall be paid for a new permit. (4) No work of any manner shall be tlone that will change the natural tlow of water causing a dreinage problem. (5) Contraclor shall notiy the Building Inspeclor iwenty-four (24) hours in advance for all inspeclions and shall receive wrinen approval on inspection card before proceediing with suaessive phases o( the job. (6) The issuance of a pertnit or the apomy al of drawings and specifcations shall not be construed to be a permit for, nor an approval of, any violation of the provisions of tt~~ mg c or any othe 'nance, law, mle or regulation. - INfIB BuiIflSrectOf Please sign Terms and Conditions on reverse side of page. COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: oF W"E^' ~ BUILDING INSPECTION LINE - 303-234-5933 Date: ; ° CITY OP WHEAT RIDGE " 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) c°`°R"°~ APPLICATION PropertyOwner:$AT3- t'Ftti+4 1>^-7 i ^(c Property Address: /a $C( aV~ w K S. l~ ..~k S~-Contractor License No.: Company: 'FJ1F3 ~tlk.~.•:•• OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that Ne setback disWnces proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of W heat Ridge or covenants, easements or restricEons of record; that all measurements shown, and allegations made are accurate; ihat I have read and agree to abide by all condiGons printed on this appiication and that I assume full responsibili[y for wmpliance with the Wheat R~ Buildin ode (U.B.C) and all other applicable W heat Ridge Ordinances, ipr r~leyt~jis permil. (O W NER)(GONTPAGTOR). Description: Sq.Ft.added ZONING COMMENTS: Approval: Zoning: BUILDING COMMENTS: Approval: PUBLIC WORKS COMMENTS: Approval: Phone:3 0 Z 4 -Z q o ~j Phone: Construction Value:$ Permit Fee:$ Plan Review Fee:$ i Tse Tax:$ Total:$ ~ W GYL t.+ BUILDING DEPARTMENT USE ONLY Occupancy: Walis: Roof: Stories: SIC: Residential Units: Sq.Ft.: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: Aporoval: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subjec[ to the laws of the State of Colorado and [o the Zoninq Regulations and Buildinq Codes of Wheat Ridge, Colorado or any other applicable ordinances o( the City. (2) This permit shall expire if (A) ihe work authonzed is not commenced within sizty (60) days from issue da[e or (B) the building aulhorized is suspended or abandoned for a period of 120 tlays. (3) If Ihis permit expires, a new permit may be acquired for a fee ot one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcalions and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, lull fees shall be paid for a new pelmil (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall noti(y the Building Inspector twenty-four (24) hours in advance for all inspectlons and shall receive written approval on inspectlon card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval o( drawings ana specifcations shall nol be construed to be a permit for, nor an approval of, any violation of the provisions of [he building cotles or any other ordinance, law, rule or regulation. ~ DATE "1 Lv D✓I wt,O o~ 610 2 wIt- Chief Building Official oF w~r~, DEPARTMENT OF PUBLIC WORKS BWLDING PERMIT APPUCATION REVIEW Date: coLORS I.ocation: 41g92-Atleotion: Building Departmenl I have revicwcd the attached matcrials submitted in appiication for approval ot a Bui~ai.VG i4D,~iTro.~ at the above referenced addrus. Pleau note Ux summary comments below. 1. ✓ Boundary Closurc: ✓ OK _ Not OK; refa ro stipulalions. 2. ~v- Drainage: a. Drainage plan and report needed b. Drainage plan nol needed c. L.ot drainagdgrading to be reviewed by Buildi ng Division 1C d. Site drainage/grading provisionc have been reviewed and are: OK Not OK; refer to stipulations. 3. NPDFS Permit Required: _ Yes ✓No 4. ✓ Public Improvemenu: a. svat paving needed: -":L- Yes No b. curb and guner needed: ~ Yes No c. sidewalk neoded: ✓ Yes No d. sveet lights needed: Yes L~' No e. storm uwer needed: Yes ~ No f. letter of credit requircd: _ Yes J~ No If a letter of credit is rcqu'ued, for what improvcmcnts? I~nsSiRtF FSC[v~~ i.~ Li,EkJ Amount of letter of credit: 5. ✓ Subdivision Agreement required: Yes ✓ No 6. 1,~ Developroent Covenant required: _ Yu ~ No ItYes,for .✓/A 7. Traffic impact analysis and report required: Yes ~ No 8. State Fiighway Accus Permit ncoded: Yu ~ No 9. New roadway or alley R.O.W. dedication recommended: _ Yes ~ No ]f yes, what is recommended? 10. ✓ All czisting dedicated roadways/alleys mcet the standards of the City: ✓ Ya No 1( nci. which d„ noi and what is requestetl: A✓/A il. ✓ APPROVAL: The Public Works Depanmcnt has reviewed this request and hcreby giva its approval, subject to the above andlor attached stipulations. ~/•--..+%~'/2 . : _ N~zs~oy Signature David F. Brossman. P.L.S. Dnu 12. ~✓/n NO APPROVAL: The Public Works Department haz rcviewed this request and docs nd give iu approval for the rcasons stated: Signature David F. Brossman, P.L.S. Date 13. ✓ Stipulationc anacAcd: ✓ Yes _ No 14. ✓ Surtunary Commtnts: Anv dams¢e to the existin¢ Public Imorovements az a rnsult of this construction is to be rcoaired m meet Citv standards bv the Pvmit ALolicant oriex to the issuance of [ht Certificale d Occuoancv. A Drainaee Certification Lena is reauired vrior to Ihe issuance of the Cutificate of Ckcunancv. ar otumed wage oepam„~d or wbric woo DEPARTMENT OF PUBLIC WORKS 7500 WEST 29TM AVENUE WHEAT RIDGE, CO 80033 (303) 235-2861 FAX (303) 235-2857 LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED `IlZ3loq ADDRESS Deaz Contractor: 4/S40 /r'l.v45-w.f~ sr,e~ . In conjunction with the approval of the building pemvt application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if daznaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any consuvction commencing, the City's representative will conduct an onsite inspection to deternune the existing condiUOn(s) of the public improvements at this address. If you have any questions, please contact me at 303-235-2864. Sincerely, ,,.2...;~.~ ,d David F. Brossman, P.L.S. Development Review Engineer Cc: File Rev M03 I dly of Wheat Rtdge~ DEPARTMENT OF PUBLIC WORKS i - oepartment of Dublic Worls 7500 WEST 29T" AVENUE WHEAT RIDGE, CO 80033 Apri123, 2004 Mr. William J. Hinkley, Architect 3001 S. Jamaica Court, #100 Aurora, CO 80014 303.751.4016 (303) 235-2867 FAX (303) 235-2857 Re: - Public Works review comments for the B& B Heating Addition, located at 4892 Mazshall Street. Deaz Mr. Hinkley, I have completed my review of the Building Addition Construction Plans for above referenced development received on Apri122, 2004, and have the following comments: 1. Typically for new developments or re-developments, if the value increase of the development or re-development exceeds a certain percentage of the existing property value, and if there aze existing improvements along either side of the proposed development, the City of Wheat Ridge Code of Laws require that public improvements e.g., curb, gutter, and sidewalk, be completed along all roadway frontages. If no public improvements exist on either side of the frontage(s) for the proposed development or re-development, escrow for the required public improvements may be taken in lieu of the construction of said improvements. 2. The amount of the escrow is currently based upon 10% of the total amount of the building permit. Therefore, you will need to check with the Community Development Departrnent concerning whether or not the building addition is of sufficient value as to trigger the public improvement escrow requirement. 3. If any on-site grading is to occur, a Grading & Erosion Control Plan shall accompany the Grading/Fill Permit. Application for Grading/Landfill Permit Prior to the commencement of any onsite grading, an Application for Grading/Landfill Permit, along with the fees due will need to be submitted for review and approval. This Permit is generally issued at the time of the Building Permit. Right-of-Way Construction Permit(s)/Licensing Prior to any construction of any public improvements, water or sanitation connections, etc., the necessary Right-of-Way construction permit(s) and respective licensing will need to be submitted for processing by the City. Right-of-Way Construction Permits aze issued only after approval of a11 required technical documents, including but not limited to, the Fina1 Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, and easement or ROW dedications. If you have any questions, please contact me at 303-235-2864. Sincerely, 'e,7 ~ David F. Brossman, P.L.S. Development Review Engineer CC: Steve Nguyen, Engineering Manager Travis Crane, Planner Chad Root, Code Administrator File(3) - 2- 4892 Marshall (B&B Heating) - reviewl.itr.doc ♦~n.iuua.aa uv~.uaiia.uw~ u~a.~uLLUi~ VUl uVl 111111tGLL LV, LL1G C111Q1 LI'Qlll'QKG itCPU1L OG rlklll, 1'lll'<LL I"I'CIL, 1'1Ri11 Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, and easement or ROW dedications. MUNITY DEVELOPMENT DEPARTMEti'! DING INSPECTION LINE - (303•2345933) DF WHEAT RIDGE WEST 29TH AVENUE AT RIDGE, CO 80033 - (303-235-2855) APPLICATION Building Permil Number. Date: C, OG)U ProPerry owoer. A-t 6 N eQ-!' ~6 C- Property Address: 'y 117 - Ntiov 9~a.lA Phone :'5b 3L~2 3 7 Q° 5 ConVactor License No.: (o q I Company: M PbCcwtso,cFo-.r t=.,e. Phone: 3 0 3 3~3,Y3 Iv 190~t t nC. LI-a..~I 0,c • s(q-r-Aln OWNER/CONTRAC70R SIGNAlURE OF UNDERSTANDING ANO AGREEMENT I hereby cer6ly Cial the selback d'sfances paposetl M tlws Damd eDPicaoon are amuak, and Oo rat vio4.: 8pphC2bIC OIdin811CE3. NlES IX IB811bti016 OI IrM Clly dWIIE81 Rkig2 Of ODVC118f1ts. B35Cf11B11ls Of fBShICh0115 0f record: tlW a/ mwasuremmis shown. anO atlegatloru made are aavrak: tat 1 have 2ad and agree b a0ide by aA wn3GOns Printed on Ih's appication and tlial I aswne IW respmsibddy for canpNaike wilh the Wheal Ridge BuidigCode(U.B.C)andatl ra {`f 6 ea RitlgeOrd'r~ances,torworkunderMispemN. (OWNEWICON7MC70R~:SIG 0 MTE~-"_~ 1 covNEwtcONrracrow:rawToD wre2>17q DESCRIPTION: W Nq..g tfou5t BUILDING DEPARTMENT USE ONLY Zaxwc coMMWs: Approval: Zoning: Construction Value: $ loo, ooo Permit Fee: $ Plan Review Fee: $ Use Tax: S Total Fee: $ . ~ L +p 15; ~Z ~O~ BUUMG C«MIENW. ~,,,,Id (x ~ra~►~e r~Ne •N Ss1~ Approval: Sut".►^q ~4~IS O.k. w1CFl~ CI~a~.+~E$ , C QDp~- 1 ' weuc wams cauu~ns: Approval: Occupancy: Walls: Raof: Stories: Residential Units ~ _iedrical License No: ~/p%g ~ -"Flumbing License No: U % Mechanical License No: ~~b-~ ~ Company: l _ . , Company: CompanY: , , Expiration Date: a Iry,~ j~~ Expiration Date: Expiration Date: ApprovaL• Approvai: Approval: rd/IqAG t b4_ (1) ThbPimalt wuMSwdYacmd~xeWhWe ~bns sMMUWYpr '..,....i, ~MalnwsWUe5u1eo1Gol«adoandtolMZWnqRapii4tions .w a~aaw coan awnac ~ay., cao~.ao ~ m.yrw.n,oa~r.MWa.naxwnwmi..a.. .,,ww.mrlsqmnrmmaw.er.«(e)m.eua.prawn:.euw.y.wa«.,.. .ro.a prW d 121 da/s. (7) ■ 1hU Vwmlt npM. a naw PMmM wY Oe acWind far a fa W wMatl the anauM mrau9Y repWkbt povidM eo Uwpp hare bw a wi b nadk Y Me ori➢Mwl plrs aed rd ay . . a aEmEawnW Ya W naMM aw (1) Y+. r dunyn 6m bw v Y wspwtloe or , acNA one (t) YW. tA /Mf tb V b ptld/Of i OM pflOlr (q No rrark a.ny m.nnr aae a eone aiu nu aisp* uhe nmrW aow wwar ausNy a mampe poa.in (s) ContrmM Mi nWtlr the Bulldny ImPectu twentY~fier (24) Iwun 6 a0vuu lar aE NWMlons anA Mall nww wrm.n +ppmr on m.v.abw cw n.ro.. 1140 pn,.« aa.pe. (6) The bwoMe ol z prmN a Mt apprmY W dnwinps anA sDodkaMcro sAall not ba Construed lo ba a DuwsM Iw, nor an ap0mal ol, any vbUtlan ol the prorklons oi the bulWinp codo or mY oNtt ordinan<e, Iaw, rule w requAGon. Chief Building Inspador oa +'"E,r q COMMUNITY DEVELOPMENT DEPAR7MEKf Building Pertnil Numbec ~ q~ BUtLDING INSPECTION LINE -(303-234-5933) Dale: ~ ^ CITY OF WHEAT RIDGE 7500 WEST 24TH AYENUE ~oRao~ WHEAT RIDGE, CO 60033 • (303-235-2855) APPLlCATION Pr Owner. ~`i'i6 1'~ 2a"~ ''t, t~ 1 Prop rty Address: q % 4 2- W&aJ ShaU 4'~ ~ ~..1~we~r Q: ~9 e., ~a gc c 33 Phone :'j0 3k(a 3 -7 y o 5 ConUacfor License No.: (o --5 1110 Company: M PbC casoc~},.,, , Phone: 3 0 3 -3Y3L( 3 4 19oor E r!,{ OWNERICONTIUCTOR SM,NANRE OF UNDERSTANOING AND AGREEMENT I hereCy certily tlal the selbadc d'Warces pioposed bl' YhiS PO aDDaUOn arE axurale. ard do noS yolale appkcable adinanas, rules a ieguletims ol lhe Cey d Wlwat Ridge a.. easwenh ams6ictions ol Construction Value: $ /oo, o00 recora: nW ae nneasunernetr,cs aa:ayn, and aMyaem: rreae are aowraue: rnu I nave mao aa " w aoWe uy Permit Fee: $ aR conditims printed on Nis appka4m and Ml I axvvne fup respannibil'ly for canpliarice wilA Ne Wheal RiOge Plan Review Fee: $ BuOdiig Code N.B.C) antl aA Ridge Ordnar~ces, tar wak wde, tlha pamiL Use Tax: $ (OWNERHCONTMCTOR): SIG 0 nATF tow"cor+rrucTOw: rrsorrE`o~ onrE41'"2>10q Tota1 Fee: $ DESCRIPTION: W ~;c j►r~fFJo~tSG (E"i y BUILDING DEPARTMENT USE ONLY _ . ~ sic: Za+uwCaucxrs: l~~~ Approwal: (Cj~CJ Zoning: C. ( BuiowGcarwEMrs: Approval: weuc wawcs caMuEXrs: Approval: Occupancy: Walls: Raot Stories: Residential Unils: Electrical License No: Plumbing License No: Mechanicai License No: Compairy: Company: Company: Expiration Date: Expiration Date: Expiralion Date: Approval: Approvai: Approval: ~i~ Tb Or~ wa lawd Y accudasce MR m~ . s~t bM h ypr appRCalbn ma h whjw to W Wa d IAe 9ue d Calonao and to M ZmNY ReWtubns ,oa euila.o coaa awwAwao.. caa.ao «,Ay an. ora..o.s a m. cry. R> TNaWMAuanD1~YwWweMaaDwtrMNnat.:'MlhYsh7Y16%M~6aebweWl~a~IMEMdp NwaqMMaWrMa"M/ara P.ba a 120 M• RI rnav«M .Wk..,....awwA waree.cqt.aaraneaarearweaoowaeu.rrr.nfairM.wwMy.edbmw*,wn...«.Aaw.arn.orqMr p1w aM wdrl' a WWac~tlWw(1)yw /drqnMawbwMYwsOMYaor ncsenle ew11) Ye+. iuY ha NW b NM br a am, preiL (IJ NowroANwlmwmrsAMIm maa&A rAqunqiMnah+rtlfaw dvMVraNaYpa6afn+WP~m (5) Caqnda sLY notlly 1M BWWb9 bs0te" b"^440W (2I) 4oun b aMma lor Y IntpKfiws anE Md mww .,rn" .pKO.r oe m,wctkm cara eda. , wM fuaaYw Ohaw~ d M~Jo0. . (5) 7M Mwsnu d a ynM «fioappwal d dawhq$ ane spocMkatlom 04 not M<on Wuee ta De a pam* fa, na an approral 01, any vidatlon of Ne plwisbn+ oi Ne CuWfng coEes a my oNer orEinancq law, ruls or repulal"wn. Chief Building Inspector o~ ""E,r 9 COMMUNITY DEVELOPMENT DEPARTMEKf Building Permit Number; ~ 'o BUILDING INSPECTION LINE - (303-234-5933) Dale: ~ ^ CITY pF WHEAT RIDGE 7500 WEST 29TH AYENUE ~caaa~ WHEAT RIDGE, CO 80033 - (303-235-2855) APPLICATION Property Owner. ib -4 a H e a~ ~ A c- ! I PrapertyAddress: 9,K42- Phone: 'jb'~ 790S ConUactor License No.: 6 3 y~ 0 Company: MPbCcvk{so-c}0J, 5,c_ Phone: 303 '3~ 3y311~ iqooi c' nc, 11,,&~4 OWNENCONTRACTOR SIGNANRE OF UNOERSTANDING ANDAGREEMENT I neieby CrMy mat me semadc d'aunces nwosed by tlxs vemM appka6m are aoavap. ard do nd vNaie aPDAraUle aAinancem ndes a regulafiom ol tlie Ciry d Wheat Ritlge a mvenanls, easements a restrictions of mcad: Mal al measurementt slawn. and alkgadms made are a0a2le: tlwt I Uave (ead and aqree b ahide by atl conditims Drinted on tlxs appiwtion xM Ihal i aswm IW responsibaily br ewitiliance wilh Ne Nrtreat RiOge Build'ng Code (U.B.C) and ad r Ritlge Ortliw~ces, fd work uMer Ihis pe~miL '1 (OWNERNGONTqACTOf~: SIG D ap p6oe qATE 4 1 ,aWNEFwca+rrucroW:rRwrEO ,1~~ 15-4 S on,I~4-2>0q DESCRIPTION: WNn.tcF{otASt zonuwtowwEWrs: Approval: Zoning: BUILDING DEPARTMENT USE ONLY ConsWction Value: ~ loo, o00 Permit Fee: $ Ptan Review Fee: $ Use Tax: $ Total Fee: $ C 4- SIC~q,~ &xnxc cawMrrts: Approval: y/ A-~ ~ O nJ - s- ~ 72E ' WBUCWOPo(SGOIWFNIS: De '=~,77~ -~~:rci . ~/~-.9,•✓ls 1~ G-451nnJ GeN726..oe_ !:2_/-i✓ 34: % Approval: y/z3f:e5 ~2 iYr'P>✓4G - Occupancy Walls: Raot Slories: Residential Units: Etedricat License No: Comparry: Plumbing License No: Comparry: MecAanial license No: Company: ExpiraGon Date: Approval: Expiration Date: Approval: Expiration Date: Approval: 11) TtlsPrwA wahaarEY .eMMtM, . . MMIRMyqr . asOhwaMtoMe qw,dWe5ltleMColonEOrMtoWZmMqReWWbna ,w BuBAey coaw awwr IBdp.. caa.ao «,ny an. WpfoWe i. . a u. ar. p~ tµw~+~snrapr.~yqu...waawe~trra~wewnw..ow.~u..~.hlNla+r+~mbwearea~n»e.oa.y.ew~.ehw.p.~e.e« ar& p.ba a 120 a.y.. K w.vw+avM.,a.wv«" m.rx.equin.aror.t«dawrihe..wrmrwarroqoktc woviadeearyuMwew«wa.aa.rm.aghal pl.sa.a , , ane+q . « •,~..waa.e.eo..(11r«r. Na.q.,h...e.«wr.u.p.iro.a . ac.we..1t) Yv. hi ha dA M O+W M aAr y,raJL (q No.wwamrmrw.,nre.eweroawway.a.nabwW no»wwx.GO,tiy,m,Mao.omwan (5) Contrada shi noWy qt BuPJn9 MpCor Uw^p"kw (2I) Noun b aOvaMe tar sl qWMbm anE Md mew..,nnm .ppmid os cw w«ns noaw.y.nln w«aw. W,... aa.pa (6) iM I+~* d a qrmll a IS* apprwd d Mawlnpt and fp1ci1ka0ons yliap ml W Conqrvey to be a per" Iw, nw m appnwal d, any vblatlan ol the provisbns ol Ne buNOinp coda or my olAer ordinmce. bw, rvle or «puhcion. Chiet Bu+lding inspector May. 5, 2004 10:23AM WHEAT RIDGE FIRE DISTRICT No.1491 P. 2 Application Date: 44140,V PermR No. f ~ Wheat Ridge Fire Protect9on Distritt ~ P.O. Box 507 ° 3880 Upham Street • Wheat Ridge, Colo2do 80034-0507 = 303-403-5900 Office • 303-940-0350 rax • www.wrfire.org R9 a yCgIItpder SMermatiep ~ kame: M p(7 [UA~aetaf7 Address: qf%2- y ---I" ~ A9erd: _SM. 1M el .k-J Address: Business: tIr~*5,, I' UtC- X Contact: I; w. 6sA oj s py Phone: 3o3 2adla4x Phone: 3e-~1, 79n~ ~ i aKest the abova IMbematbn to be aoa+eahe• I haw roeeived and revlewod tM Iropedon Compliaen anA the Fae Sdnduie This pmrmlt h tho in pmperLy ot the Wheat Rldpe Flro i..._._... D'estrid and is issued subjeR te eonditions eeMained he,ein. Upen a~ry failure of amr mndliien inludieg rn falh[re ot dearance of aity permk , thb permit is subjee[ Oo immeda[e revowdm and the permit must he retumed upon demanA to a re; . ve af the Wheat R1dBe Fira Protxtion GsGIR f~ ~~H~ ~ SignatureofApplitaM: ~d..t./~.Q~ ~ ~ N NOTICE: If construction is started prior to the iesuance of a permit, THREE (3) iimea the normai fee w111 be aeeeeeed_ ~ IN5PECfiON BY FlRE PROTECRON DISfRICf REQUIRED? ❑ YES NO 171 PosztlaTparmkha~.,.~..'..~,:p0~. aeq~estreqtdrsi.,,,.,....~....smdymumdtlveemyslnaCrs~st3N~35A02. TYPE OF PERMIT (Tank Inspeclion ~Review Alartn SYstem Plans I ReNew Sprinlder System Plans IRevlew Mlsc. System PWns 7(IReview Building Plans ISaedal Handling or Use Plans [j Total Bldg. ❑ New Feld Inspedions and Dates: Hydrostatic Tests dnd Dates: Commerts: I FEES ~ I I ~ I Date Pald I I I Amt Paid I I I hlethod I I ~ I Initials I FIRE PROTECI'IbN DLSTRICi APPROVAL IS REQU=RED PRIOR YU ti nt i.vui.NCE OF?HIS PETtMIt. ❑ APPROVED AS SUBMIf1FD ❑ CONDTRONALLY APPROVED (Sa Commerrts.) BY TYPE OF PERM17 ISlte Assessment (Re-Submittap I IPlan Revislon (Re-Insoed) I IAfier hou►s inspectlon FINAL APPROVAL ❑ Alteration ❑ Pardal I FORMULA (sx fee adxaule shxU i No. ofTanks= ISystem Value= ISfstem Value= ;SYstem Value= - IValuation= IC1D,O0a'Z~- IValuation= I TOTAL FEES DUE ❑ Other: 7mE DATE i roRMuu cm na m,ad,r 9Wa I Rees INo. of Sihes I INo. of Hours ~ I 12 Nours + No. of Hours I TOTAL FEES DUE I oace asw I Amt Pold I rdwa i Lnwals I ou 0 RI A ~ M 0 z v ~ ~ ~ ~ 11 n ~ rn 70 3 gy . TIRE DATE May. 5. 2004 10:23AM WHEAT RIDGE FIRE DISTRICT No.1491 P. 3 WHEAT RIDGF. FIRE PROTECTION DISTRiCT PO Box 507 • 3880 UPHaM STREe7. • WHEAT RIDCsE, CowRADo 800340507 3034035900 • FAX 300-960-0350 • www.WRFiRE.ORG N1P,13. Contractors Inc. . Apri122, 2004 Jay Melvey 19001 E. Je£f'erson Drive Aurora, Colorado 303-343--4318 Re; Plan review for the addition to existing building @ 4892 Mazshall Street; Wheat Ridge, Colorado 80033 The following aze tlie comments fiom the Fire Dzstrict on the addidon of the warehouseto the above addresa. The following are tho reqniremmts vndet the 1997 Uniform Fire Code adopted by the City council of the City of Wheat Ridge; 1: The Fire Di9trict requires p]ans for the existing 5re hyckant locations, and new locations of hydraat4 for required fire flow calcularione. 2. CompletE plans for the requited Sre alaffi system., including the pull station locations, F.A.C.P: and'smoke or heat dotceUOr locations.: 3. The Fire Dishict also requires a Knox $ox to be installed at the front entrance to the e,eisting building. 4; A required mllong fire gazage door arith fusable links shall be maintained and tasted affiually. (Petweea ncw and eueting a:eas.) . 5.' Additional exit doors on the north side of the b.uildiag for both the new and the existing areas. • The orietiag buiding has an egess travel distance.that exceeds 150ft. • The proposed area meeas of egress cav, not egess into the exiating buildiag due to the higherbazard area'ofthe existing building. 6.• Location of the storage of aA compessed gas oj+lindeis, aad flammable gas cabineis sbsll be submitted fo the fire distict for appnoval. 7. FireDepartment access shaA be maiatainod during all phases of construcfion. S. Addressing sball be visable from the sh-eet of access tp the buildipo,g. 9. Revisai glans to be submitted and appmved by the Fite I3istrict befora petmit is to be . issued, AnY 4ueslions or commenLS concerning tlris plan reviaw please do not hesitate to call. . Respxtfully Swbmitted. bouglas J. 6aba Fire Pt'oveation Specialist ' • Wheat Ridge Fire Proteccion District TO'd 80: TT DOOZ OT field 68LS£L40£:XPJ I'ld 8 9NIMRlId May SO 04 02:30p srsc. GCC.c~-~a ?~.3-235^2~'S~ C0F YV7iEAT RTDGE C£RTLFICATE OF WATEIt AND SEWER SERVICE AVAILABII.ITY Note to Applicanr. A building permit will not be issued without this Certi6cate signed by thc Distriet or Agency supplying services. This Cari£+cate exm'ues one v&ar from date nf 4pprgvg bv authorizin¢ a¢ent. Joh Address Date Legal Description ~ TJse of$uilding p?' R L/o ~~.rvf s' F1G~ Owner 4 Address Telephoae 4;2r~ -7Z - sEwER ~ Name af Dssoncr. ~.'::2,&.11 Individual Septic Pelmic No. Sewet Sorviw Availtblt SewerSen+ice Not Availeble Camments or Conditioaa! I hereby cettity [luc availabittry of service is aa indicated above. SYgnatwe of Aut6oriud Agcnt DatC le7e[son Counry Health DepaMmn[ (1F S6Pt7CV Authwtaed 9ignaNre Date WATER ` Name of Distticr. Colorado Well Permit No. b~atu Servica AvailaL]e ~ Wate Servicc Not Availnble Ca¢iuunis or Condctions IhueJ~y ceqify thayivaitayitity of swice is as indiated above. F a~~C6,-F s ie o.a Signanue of Aut6onzed Agent Dete Ie[fenon Counry Health Depachnmt (ff WELL) Authonzed Sigaamre Date p.l TO'd 80:II p" OI fielJ LS8Z5£L£0£:xpj Fld 8 91VIMkild MAY-10-2004 MON 12:00 PM HCl ENGINEERING FAX N0. 3037733297 -~o4.L1 j~mr ~~3GS-235^~lS'~ cri~ro~~ CE1tT1FLCATE OF WATES AND blWER BERVlCC AVAQ.AYdI'I"Y Note eo App]icM A bidLiiag parmt aMnot Ee iquod without d*Caa1loW iped by tlie Ditr9aaAO.,ay mupplyfas .wvlca. lGL~AL~6 -2~~ ,~.cE 61~ sa.r ;7--#s.s. &I ~`J.3-7'90s' TdMpLaae Haaiefpksim ~i?Irr.~~riG•• ~.'SE •WSa ( ) Btrvs arvia Avdhble bd.iWU Iepde BwoCft ( ) sawer davks Nat Anlwhle C , . , x CaedidooK Ihacbyowli*6WwWQbDijWa WYIRYYIOdINYO sw. ~ S*YTNeQeAv&p{m/AW 1rlCmoo Caw1y mwftb"wbwm(lp S@no Almorwow"a P. 03/03 l) a'aee teOe. Awa.eL Ows4W eavla NotA..bbl. ~amwiraCmdwmc iR~ C~/1► ~ I~E . +a r.ra.. so s Ib"ft WMb&a+~vdin* otraoie- :aYlodlaeasbo.ti • 81pu0o~ KMmsindApm Dw JeQ~s~os C~wW g~ D'a~eat (II' 7VFiZ) wamwiud s*nwn Dor m•j m.nT w.. 17 Mu ~'....+.w...-.~,,, ~ ~ CONSULTING STRUCTURAL ENGINEERS 5552 E. 117t" Circle Thornton, CO 80233 (303) 252-0471 (303) 2803817 fax Client: WttLIAM J. HINKLEY ARCHITECTS 3001 S. JAMAICA COURT, #1A AURORA, CO 80014 (303) 751-4016 Project: B&B Heating 4892 Marshall Street Wheatridge, Colorado 80033 General Informatinn. JOBNAME. B&B H@9t1I19 AAA'n JOB NO: 200$-002 SHEET N0: tIU@ er JJS oare; 4-19-2004 ~E ,~U c9,o : 321 o i f ~O~F • ~ ,~1~J,~/•~ . • ~.i BUILDING CODE; 7997 UNIFORM BUlLDIMG CODE SOIL REPORT: A.G. WASSENAAR, PROJECT NO. 67469, DATED December 78, 2002 CONSULTING STRUCTURAL ENGINEERS ""'^"E -88~-7m&-y 5552 E. 1170'Gircle Thomton, CO 80233 .rosxo CLf71~: &2 srrEFrnro F-` : (303) 252-0471 (303) 280-3817 fax U ' BY: ~ OATE: ~lJdPA-rl,01,1 ~~64: -EA/,o T~a'~2iAJe-r = 20I&V-) 7 aw AsF (A27 iN CaW?f 7,9-x~ ~3 - /'~/N- .~~qyj u'A+~ = ZOUVU/~SF~' G12 /~c. ,n~~..,. ✓ser~~i 759v Or ~~,o~ SN~2. ?yl/rv . , Z V/-oGvN6 m tw . STG G~C.. ~?/O U!`~i F7 IZts/ 5-~'.9'WGC~ G~° ~i 5 oU PS 'I~Ptrt ct-r~ A 7 r~`!~- Tu F' ml~ _ && M2 SPAGF CONSULTINt3 STRUCTURAL ENGlNEERS JOB NAME: ~ 5552 E. 117'" Cirole T ~ Thomton, CO 80233 JOBNO: ~SHEETNO: F-L ~ LJ (303)252-0471 (303) 280-3817 fax sr. _W D oare 4'lq•7Mq P&Z~:> MOO,, -D~~o(z- pe,ptt~ ua,aro = q0 K ZRY 2~1 "c~`F'eri 6e5 V- ta~-ro 56;*rz,Nc-7 ( 2,C2 (L Slvf.. 5t1 Y•*2- P~'•2- f'-co7 3 CzEGi 10 i~'•,srr,~ "0 tb2- Diz-c oS= ~ ~t ~-7teet. FQ.qrrkt.. ) ~2r~j C h~o) = 2 ~ ~ or szN _ ~ 4-1 v-z~ ~ 144"k-j- L°►" Pte.tc- Ftg- Cbw rnQ 4'a1 e~cr' b ~ N F1~ Z 1]~i KO-G' ~ 140 CONSULTING STRUCTURAL ENGINEERS JOB NAME 5552 E. 117'" Circle Thomton, CO 80233 JaBNO: ~~.(~OZ SHEETNO: F3 ` (303) 252-0471 (303) 280-3817 fax er. oaTE: F/74rn E. 7c~uslc,u Te : ~(~`72m,^~ TCGCK'rv2r~ t'1`1F/j L.T~~ ) 4.4x = SK f~✓~1DG✓ = 2/, ~6 = ~ d7S ~ .#5 zt4>o CONSULTING STRUCTURAL ENGINEERS JOS x^uE: R)c --w1Ti ti C1 5552 E. 1174" Cirete Thomton, CO 80233 JOBNO: 2bv41 Co7 SNEETNO: 1"/L f (303) 252-0471 (303) 280-3817 fax BY: ~ J DAl'E: 1Ni42~ ~ ~ai~ = 11, ubG) G- qclc,Nti ~ 'q~ j,s~1,1 ~~•~a~t~-2~~2o.8)Ct-o).' 2~•-~~.~F (~e C s~ l4ae/114T aF iaAV- °~5Giti1TUJT- / MASONRY - Concrete Masonry Design System National Concrete Masonry Association Prjct: 2004002 Name: 686 hEATING Topic; Date: 3-15-2004 Page: Chkd:JJS Design of a Reinforced Masonry Wall with Out-of-Plane Loads Using the 1995 MSJC ASD Design Cotle Mffierial and Construction Data 10 in. GMU, Partial grout, running bond Wall Weight = 98.3 psf (From Tabies) Type S mortar Masonry cement ! Air-entrained PGL MoRar, Coarse Grou! CMU Concrete Densify = 115 pcf Unit Compressive SVength = 1900 psi fm = 1500 psi (From Tables) Em = 2080000 psi (From Tables) Wall Design Details Thickness = 9.625 in. Height = 312 in. (Cantilevered Wali with Pinned Top, Effective height = H) x = 4.813 in. #5 Bars, Grade 80 Reinforcement Spacing = S in. On-Center Wall Support: Carttilevered Wall with Pinned Top Specified Load Components Load P(Ib) e(in) _ W7(psf) W2 (psf) L(in) h1 (in) 112 (in) Dead 0 0 0 0 0 0 312 Live 0 0 0 0 0 0 312 Soil 0 0 0 0 0 0 312 Fluid 0 0 0 0 0 0 312 Wind 0 0 29.7 29.7 0 0 312 SeismiC 0 0 0 0 0 0 312 Roof 0 0 0 0 0 0 312 Rain 0 0 0 0 0 0 312 Snow 0 0 0 0 0 0 3'12 IIF~5' MASONRY - Concrete Masonry Design System National Concrete Masonry Association RIP PoCt: 2004-002 Name: B&B hEATtNG Topic: Date: 3-1 rr2004 paye; Chkd: JJS Controlling Load Cases Section Forces with CoMrolling Fleuure and Axial Load-D + L+Lr + g+ R+ W x/ii = 0.000 from bottom of wall V = 482.625 Ib/ft ML _ -30115.8 Ib-in.lft P= 2555,8 Ib/ft at en = 0 in MT = ML + Pen _ -30115.8 Ib-iNft Moment Capacity = 34137.527 Ilrinlft (2844.7939 Ilrftlit) at this axial load Shear Capacity = 2982.1972 Ib/ft The walf is adequate for these criGcal section forces. Section Forces with Controlling Shearing Force-D + L+ Lr + g+ R+ W x/H = 0.000 from bottom of wall V = 482.625 Ibfft ML _ -30115.8 Ib-in./ft P= 2555.8 Iblk at en = 0 in MT = ML + Pen _ -30115.8 Ib-in/ft Moment Capaciiy = 34137.527 Ib-in/R at this axial load Shear Capacity = 2982.1972 Ih/it The wali is adequate for these crifical section forces. These were found to be load case.s that controlled the design. The flexural, shear aod axial forcea shown are those occuring at the critical section for the case controlled by flexure and at the criticai seCtion for the case corHrotted by shear. The following design calculations are for Me section with controlling bending momeM Section Design Forces Used V= 482.625 lb/ft (Computed from Loads) M! _ -30115.81b-in.lft (Computed from Loads) P= 2555.8 Iblft at e= 0 in (Computed from Loads) MASONRY - Concrete Masonry Design System National Concrete Masonry Association Prjct: 2004-002 Topic: Page: Gomputed Design Values Note: 1/3 stress increase was used Effective Width = 8 in. Web Width = 8 in. on effective width Allowable Shearing Force = 2982.2 Ib/ft The wall is adequate in shear Name: B&B hEATING Date: 3-95-2004 Chkd:JJS Required A. = 0.1939 in2 each reinforced cell (0.2909 inZfR) OK d = 4.813 in. n = 13.94 kbalanced - 0.2251 ibalanced - 0.925 k = 0.3709 j = 0.8764 Pmw (Compression) = 14869.9 Ibs (22304.8 Ibs/ft) OK Pmax (Tension) = 9920 Ibs (14880 Ibs(ft) OK The wall has adequate capacity. f~1 7500 West 29th Avenue Wheat Ridge, Colorado 80033 Telephone 303/235-2846 FAX 303/235-2857 November 4, 2003 William Hinkley 30001 S. Jamaica Ct. Awora, CO 80014 Deaz Mr. Hinkley: RE: Case No. WA-03-13 The City of Wheat Ridge Please be advised that at its meeting of October 23, 2003, the Board of Adjustment APPROVED your request for a partial waiver to Section 26-501 (Pazking Requirements) for property zoned Commercial-One (G 1) and located at 4892 Mazshall Street for the following reasons: l. The building is currently very deficient in pazking spaces for public and private parking. The Uniform Building Code allowed "inside pazking" would improve the current situation significantly. With the following condition: That the variance allows for a full size pazking space to occur in lieu of the landscaping indicated by the cross-hatching on the site plan in the northeast comer of the building along Lamar whicll -,vould bring the application into compliancc with the ordinance. The Boazd also APPROVED your requests for (A) a partial waiver of Section 26-502 (Landscape Requirements) and (B) an increase to maximum lot coverage for the following reasons: In regard to part (A), it is noted that the land being built on is not appropriate at this time for landscaping due to current use and prevailing conditions of the neighborhood. The applicant has indicated a willingness to significantly increase landscaping at the site in connection with this proposal. 2. In regard to part (B), this addition wi►1 exceed the normal lot coverage but will also significantly improve the appearance of the azea by eliminating outdoor storage and increasing the level of security of the property pertaining to this business. William Hinkley Page 2 November 4, 2003 3. In addition to these reasons, it is noted again that no protests have beeo registered by any landowners in the azea and it is an unusual area due to the existing street configuration. 4. Most of the surrounding properties have less than the required 20% landscaping coverage because they were constructed under a previous code and therefore this does not alter the essential character of the locality in any respect. Lamar Street is used, in fact, as an alley rather than a street. Therefore, landscaping it would appeaz impractical and of no benefit to the neighborhood. 6. Currently occurring noncomplying outside storage will become complying inside storage and therefore benefit the neighborhood. With the following condition: That the size of the addition is not to exceed the size presented at the hearing; and that landscaping occur as discussed at the hearing. Enclosed is a copy of the Certificates of Resolution, as well as a draft copy of the minutes, stating the Boazd's decision which became effective the date of the meeting, October 23, 2003. This vaziance shall automatically expire within one hundred eighty (180) days of the date it was granted, Apri120, 2004, unless a building permit has been obtained. Please feel free to contact me at (303) 235-2846 if you have any questions. Sincerely, Kathy Fiel Administrative Assistant Enclosures: Certificates of Resolution Draft of Minutes cc: B & B Heating 4892 Marshall St. Wheat Ridge, CO 80033 WA-03-13 (case file) Building File CERTIFICATE OF RESOLUTION COPY I, Ann Lazzeri, Secretary to the City of Wheat Ridge Board of Adjustment, do hereby certify that the following Resolution was duly adopted in the City of Wheat Ridge, County of Jefferson, State of Colorado, on the 23rd day of October. 2003. CASE NO: WA-03-13 (A&B) APPLICANT'S NAME: William Hinkley LOCATION: 4892 Marshall Street WHEREAS, the applicant was denied permission by an administrative officer; and WHEREAS, Board of Adjustment Application Case No. WA-03-13 (A&B) is an appeal to this Board from the decision of an administrative officer: and WHEREAS, the property has been posted the fifreen days required by law, and in recognition that there WERE NO protests registered against it; and WHEREAS, the relief applied for MAY be granted without detriment to the public welfare and without substantially impairing the intent and purpose of the regulations governing the City of Wheat Ridge. NOW, THEREFORE, BE IT RESOLVED that Boazd of Adjustment Application Case No. WA-03-13 (A&B) be, and hereby is, APPROVED. TYPE OF VARIANCE: (A) A partial waiver of Section 26-502 (Landscape Requiremenu) and (B) an increase to maximum lot coverage for property zoned Commercial-One (C-1). FOR THE FOLLOWING REASONS: In regard to part (A), it is noted that the land being built on is not appropriate at this time for landscaping due to curr:nt iise and prevailing conditinns of the neighhorhood. Thc applicant has indicated a willingness to significantly increase landscaping at the site in connection with this proposal. 2. In regard to part (B), this addition will exceed the normal lot coverage but will also significantly improve the appeazance of the azea by eliminating outdoor storage and increasing the level of security of the property pertaining to this business. 3. In addition to these reasons, it is noted again that no protests have been registered by any landowners in the area and it is an unusual azea due to the existing street configuration. 4. Most of the surrounding properties have less than the required 20% landscaping coverage because they were constructed under a previous code and therefore this does not alter the essential chazacter of the locality in any respect. Board of Adjustment Resolution WA-03-13 (A&B) Page two 5. Lamar Street is used, in fact, as an alley rather than a street. Therefore, landscaping it would appear impractical and of no benefit to the neighborhood. 6. Currently occurring non-complying outside storage will become complying inside storage and therefore benefit the neighborhood. WITH THE FOLLOWING CONDITION: 1. The size of the addition is not to exceed the size presented at the hearing. 2. Landscaping is to occur as discussed at the hearing. VOTE: YES: ABBOTT, BLAIR, ECHELMEYER, HOVLAND, HOWARD, SCHULZ NO: DRDA ABSENT: NONE DISPOSITION: A partial waiver of Section 26-502 (Landscape Requirements) and an increase ro maximum lot coverage for property zoned Commercial-One (G1) was APPROVED. ADOPTED and made effective this 23`" day of October. 2003. ~.L/ /IDrda__C1afi" PaBoard of Adjustment n ! - ~ 2 ~ < . Ann Lazzeri, Secretafy Board of Adjustment ~ CERTIFICATE OF RESOLUTION COJ~ 1, Ann Lazzeri, Secretary to the City of Wheat Ridge Board of Adjustment, do hereby certify that the following Resolution was duly adopted in the City of Wheat Ridge, County of Jefferson, State of Colorado, on the 23rd day of October, 2003. CASE NO: WA-03-13 (C) APPLICANT'S NAME: William Hinkley LOCATION: 4892 Marshall Street WHEREAS, the applicant was denied permission by an administrative officer; and WHEREAS, Boazd of Adjustment Application Case No.WA-03-13 (C) is an appeal to this Board from the decision of an administrative officer, and WHEREAS, the property has been posted the fifteen days required by law, and in recognition that there WERE NO protests registered against it; and WHEREAS, the relief applied for MAY be granted without detriment to the public welfare and without substantially impairing the intent and purpose of the regulations goveming the City of Wheat Ridge. NOW, THEREFORE, BE IT RESOLVED that Boazd of Adjustment Application Case No. WA-03-13 (C) be, and hereby is, APPROVED. TYPE OF VARIANCE: A partial waiver to Section 26-501 (Parking Requirements) FOR THE FOLLOWING REASON: The building is currently very deficient in pazking spaces for public and private pazking. The Uniform Building Code allowed inside parking would improve the wrrent situation sienif:cantlv WITH THE FOLLOWING CONDITION: That the variance allow for a full-size pazking space to occur in ]ieu of the landscaping indicated by the cross-hatching on the site plan in the northeast corner of the building along Lamar which would bring the appiication into compliance with the ordinance. VOTE: YES: ABBOTT, BLAIR, DRDA, ECHELMEYER, HOVLAND, HOWARD, SCHULZ NO: NONE ABSENT: NONE Board otAdjustment Resolution WA-03-13 (C) Page two DISPOSITION: A partial waiver to Section 26-501 (Pazking Requirements) was APPROVED. ADOPTED and made effective this 23`d day of October. 2003. Paul r'D d~a,~~~~~'- - - - Board o Adf justment Ann Lazzeri, Secretary Boazd of Adjustment CITY OF WHEAT RIDGE BOARD OF ADJUSTMENT Minutes of Meeting October 23, 2003 CALL TAE MEETING TO ORDER The meeting was called to order by Chair DRDA at 7:30 p.m. in the Council Chambers of the Municipal Building, 7500 West 29th Avenue, Wheat Ridge, Colorado. 2. ROLL CALL Members Present: Tom Abbott Bob Blair Paul Drda Bill Echelmeyer Paul Hovland Bob Howard Larry Schulz Staff Present: Meredith Reckert, Senior Planner Travis Crane, Planner Mike Pesicka, Planning Technician Ann Lazzeri, Secretary The following is the official set of Boazd of Adjustment minutes for the Public Hearing of October 23, 2003. A set of these minutes is retained both in the office of the City Clerk and in the Community Development Department of the City of Wheat Ridge. 3. PUBLIC FORUM T o one indicated a desire to speak at this time. F,: N 4. PUBLIC HEARING . A. Case No. WA-03-13 (continued from Aufzust 28. 2003): r1n application filed ~ by William Hinkley for approval of a partial waiver of Section 26-50 ](Pazking Requirements) AND a partial waiver of Section 26-502 (Landscape Requirements) AND an increase to maximum lot coverage for property zoned Commercial-One (C-1) and located at 4892 Mazshall Street. This case was presented by Travis Crane. He advised the Boazd there was jurisdiction to heaz the case. He entered all pertinent documents into the record and reviewed the staff report and digital presentation. Staff recommended denial of all three portions of this request for reasons outlined in the staff report. Board of Adjusuneni Page 1 10/23/03 In response to a question from Board Member ABBOTT, Travis Crane explained that the street trees on Marshall for the property adjacent to the applicant were installed by the owner and not required by the city. The property owner did not realize he was planting those trees in the right-of-way. In response to a question from Board Member HOWARD, Travis confirmed that Marshall Street is a state highway with a right-of-way of approximately 50 feet. Lamar Street is a public street with right-of-way of only 20 feet. The existing front setback is approximately thirty feet. Most buildings in this azea were built before the city was incorporated. In response to a question from Chair DRDA, Travis stated that the proposed site plan is short by one parking space. He further explained that stafPs concern with the application is that, while UBC allows indoor parking as the application requests, it could present problems if the property changes hands in the future and the new owner didn't plan to use indoor parking. The new owner would then have a parking deficiency for the property. Board Member SCHULZ asked if the indoor parking would be open to the public. Travis Crane replied that the applicant stated the business does not have much customer traffic and the indoor parking would be used solely for employees and company vehicles. William Hinkley 30001 S. Jamaica Ct., Aurora Mr. Hinkley was sworn in by Chair DRDA. He noted that during the fow months the property has been posted, only one objection had been received and that objection was withdrawn. He stated that his client wishes to erect a building to cover that material presently stored outside. It is planned to increase landscaping from 54 square feet to 858 square feet, or 7% of the site. Code requires 20%. He stated that he believed Lamar SVeet was vacated in 1954. B&B Heating has agreed to enter into joint landscaping with the business to the noRh which would greatly improve the area. He stated it was his understanding that the owner of the lot on the east side of Lamaz has verbally agreed to allow B&B to use 10-12 parking spaces in that lot. The neighbor to the south has also nffered 2 parking spaces to RRR He helieved the requirement for 19 parking spaces is excessive since the business only utilizes about 3-4 parking spaces in front rather than dle 9 that are required by the city. He disagreed with the staff report that stated the property could still receive a reasonable return in use if the application were to be denied. Boazd Member ABBOTT expressed concern that, the present business could be sold and a future use may have more customer business requiring more parking spaces, especially if indoor parking is not used. Mr. Hinkley explained the addition would not only provide for indoor parking, but for storage of materials indoors. The proposed mezzanine area would be used for storage. Board of Adjustment Page 2 10/23/03 Chris Lajol 14397 Austin Ct., BroomSeld Mr. Lajol, with B&B Plumbing, was swom in by Chair DRDA. He stated B&B employees do not work out of this location. Accounting and sheet metal fabrication take place at this location which involves 4-5 employees. Employees are presently allowed to drive company vans home at night for safety reasons. If the application is approved, these vehicles could be parked inside. The proposed addition would increase the value of the property as well as increase the amount of landscaping. He stated they would be happy to plant trees in the right-of-way if allowed. Board Member SCHULZ asked if it were a viable situation to pazk on the property across the street on Lamar. Mr. Lajol stated the propert owners had p-q problem with B&B using part of this parking. Mr. Lajol expressed concem that the entire area is substandazd and it is almost impossible to adhere to present day standazds. For the record, Travis Crane stated that the property owner for the property across the street on Lamar called him and stated she would not be agreeable for B&B to use any of her pazking. In response to a question from Board Member ABB01'T regarding the vacation of Lamar Street, Travis stated that while the applicant supplied a deed from 1953-54 from Jefferson County that appeared to show vacation of that roadway, his investigation revealed that it is a fully dedicated city street even though it is substandazd in width. Board Member ABBOTT commented that Lamaz functions more like an alley than a street and questioned the benefit of landscaping on Lamaz. He suggested that the proposed landscaping on Lamaz could be used as a parking space and street trees placed on Mazshall. Travis Crane commented that the city could not require street trees to be planted in the state rieht of wqv on Marshall. Chair DRDA asked if there were others who wished to address this matter. There was no response. Boazd Member ECHELMEYER stated he could not vote against this application because it is an odd arrangement and 19 parking spaces for this type of business is unrealistic. Lamaz SVeet is a disaster and this is a situation where the code cannot reasonably apply. Boazd Member DRDA commented that there have been improvements in the area including Clear Creek path and the antique store across the street, and he would like to see improvements continue in the azea. Board of Adjustment Page 3 10/23/03 Board Member HOVLAND asked if this would be a case where the variance could be designated to this owner only. Travis replied that this would not be feasible in this case. Once the addition is built, the impact is there and increases parking requirements. Future owners would have to utilize the interior pazking. Upon a motion by Board Member ABBOTT and second by Board Member HOWARD the following resolution was stated: Whereas, the appiicant was denied permission by an administrative officer; and Whereas, Board of Adjustment Application Case No. WA-03-13(C) is an appeal to this Board from the decision of an administrative offecer; and Whereas, the property has been posted the fifteen days required by law, and in recoguition that there were no protests registered against it; and Whereas, the relief applied for may be granted without detriment to the public welfare and without substantially impairing the intent and purpose of the regulations governing the City of Wheat Ridge. Now, therefore, be it resolved t6at Board of Adjustment Application Case No. WA- 00-13(C) be, and hereby is, approved. Type of Variance: A partial waiver to Section 26-501 (Parking Requirements) For the following reasons: „--t` r rv~ ~~~s T 1. The building is currently very deTicient in parking spaces for public and private parking. The Uniform Build'eng Code allowed "inside parking" would improve the current situation signi5cantly. With the fnllowing cnndition: That the variance allows for a full size parking space to occur in lieu of ihe landscaping indicated by the cross-hatching on the site plan in the northeast corner of the building along Lamar which would bring the application into compliance with the ordinance. The motion passed unanimously. Board of Adjustment Page 4 10/23/03 Upon a motion by Board Member SCHULZ and second by Board Member HOWARD the following resolution was stated: Whereas, the applicant was denied permission by an administrative officer; and Whereas, Board of Adjustment Application Case No. WA-03-13(A&B) is an appeal to this Board from the decision of an administrative officer; and Whereas, the property has been posted the fifteen days required by law, and in recognition that there were no protests registered against it; and Whereas, the relief applied for may be granted without detriment to the public welfare and without substantially impairing the intent and purpose of the regulations governing the City of Wheat Ridge. Now, t6erefore, be it resolved that Board of Adjustment Application Case No. WA- 03-13 (A&B) be, and hereby is, approved. Type of Variance: (A) A partial waiver of Section 26-502 (Landscape Requirements) and (B) an increase to maximum lot coverage for property zoned Commercial-One (Gl). For the following reasons: 1. In regard to part (A), it is noted that the land being built on is not appropriate at this time for landscaping due to current use and prevailing conditions of the neighborhood. The applicant has indicated a willingness to significantly increase landscaping at the site in connection with this proposal. 2. In regard to part (B), this addition wili exceed the normal lot coverage but wili also signi5cantly improve the appearance of the area by eliminating outdoor storage and increasing the level of security of the property pertaining to this business. 3. In addition to these reasons, it is noted again that no protests have been registered by aay land owners in the area and it is an unusual area due to the existing street conTguratioa. Board Member BLAIR offered the following friendly amendment: Add a fourth reason which states "Most of the surrounding properties have less than t6e required 20% landscaping coverage because they were constructed under a previous code and therefore this does not alter the essential character of the locality in any respect. The amendment was accepted by Boazd Members SCHULZ and HOWARD. Board of Adjustmen[ Page 5 10/23/03 Board Member ABBOTT offered the following friendly amendments: Under part (A) regarding landscaping, add the following reason: "Lamar Street is used, in fact, as an alley rather than a street. Therefore, landscaping it would appear impractical and of no benefit to the neighborhood." The amendment was accepred by Boazd Members SCHULZ and HOWARD. Under part (B) regarding lot coverage, add the following reason: "Currently occurring noncomplying outside storage will become complying inside storage and therefore benefit the neighborhood." The amendment was accepted by Boazd Members SCHULZ and HOWARD. Board Member HOVLAND offered the following friendly amendment: Add a condition that the size of the addition is not to exceed the size presented at the hearing; and that landscaping occur as discussed at the 6earing. The amendment was accepted by Board Members SCHULZ and HOWARD. Board Member ABBOTT commented that he would still like to accept the applicant's offer to place two street trees in the Mazshall Street right-of-way which is a barren desolate stretch of highway and, even though it is state right-of-way, it would be a betterment to the neighborhood as well as the business. He oFfered this as a friendly amendment. Chair DRDA expressed concern that this would mandate something outside lhe city's jurisdiction. F, F~ or Travis Crane strongly advised against asking the applicant to plant street trees in the right-of-way even though the applicant is aware that the state could, at some time, require the trees to be removed. This would, in effect, be asking the applicant to place trees on someone else's property. It could also be a hinderance to parking in front of the building. Board Member ABBOTT withdrew his amendment. 7'he motion passed 6-1 with Board Member llRUA voting no. Chair DRDA advised the applicant that his request was approved. (Chair DRDA declared a brief recess at 9:05 p.m. The meeting was reconvened at 9:12 p.m.) B. Case No. WA-03-19: An application filed by Stan and Shazon Hergenreter for approval of a 21-foot side yazd setback variance from the 30-foot side yard setback requirement when adjacent to a public street resulting in a 9-foot side yard setback AND a 15-foot rear yard setback variance from the 30-foot rear yard Board of Adjustment Page 6 10/23/03 "~VA~ A. G. WASSENAAR, INC. GEOTECHNICAL CONSULTANTS \\\~L\\ V~.., PHONE: 303/759-8100 FAX: 303/756-2920 2180 S. IVANHOE, SUITE 5 DENVER, COLORADO 80222 SOIL AND FOUNDATION STUDY FOR STRUCTURE ADDITION B & B HEATING 4892 MARSHALL STREET WHEAT RIDGE, COLORADO PREPARED FOR B & B HEATING 4892 MARSHALL STREET WHEAT RIDGE, COLORADO DECEMBER 18, 2002 PROJECT NUMBER 67469 Soil and Foundation Study Structure Addition B & B Heating 4892 Marshall Street Wheat Ridge, Colorado December 18, 2002 PURPOSE This report presents results of a soil aiid foundation study for the proposed structure addition to be located at 4892 Marshall Street, Wheat Ridge, Colorado. The study was made to assist in determiiung design criteria for planning, site development, foundation systems, slabs-on-grade and drainage. Factual data gathered during the field and laboratary work is suxnmarized on Figures 1 tku-ough 4 attached. Our opinions and recommendations presented iu this report are based on the data generated during this field exploration, laboratory testing, and our experience with similar type projects. SUMMARY AND CONCLUSIONS 1. The subsoils, in general, consist of 3.0 feet ofinediLUn dense sand or compact, man-made clay fill over zero to 2.0 £eet of stiff clay. Medimn hard to very hard claystone or sandstone bedrock was encotuitered at depths of 3.0 to 5.0 feet. Ground water was measured at 10.5 feet Uelow the existing ground surface during this study. 2. The stl2ictLue should Ue founded on straight-shaft piers drilled into the competent bedrock. 3. The clay soils are expansive and a stiuctural floor system supported by the walls is recoitunended. 1 4. A subsurface drainage system is not required unless below grade areas are planned. Additional reconunendations contained in this report should be followed. PROPOSED CONSTRUCTION We understand the proposed shucture will be a one story structure with a slab-on-grade floor system and no below grade areas. Conshuction materials, as plaimed, will consist of steel frame with masonry veneer walls. We do not anticipate foundation loading to be unusual for tlus type and height of coush-uction. The approximate locations of our test borings are showu on Figure 1 azid our assumed floor level is shown on Figure 2. If the actual floor level varies by more than riwo feet from that shown, we should be notified aud the recommendations of this report reviewed. SITE CONDITIONS The site is presently used for parking and storage, and is covered with concrete. The ground surface slopes gently to the north. FIELD EXPLORATIONS Substirface conditions were explored by drilling two (2) test borings at the approximate locations indicated on Figure 1. The borings were advanced using a 4-inch diameter, continuous flight auger powered by a CME 55 drilling rig. At freq_uent intervals, samples of the subsoils were taken using a Califomia sampler which is driven into the soil by dropping a 140-powid hammer through a free fall of 30 inches. The California sampler is a 2.5-inch outside diameter by 2-inch inside diameter device. The number of blows required to drive the sampler into die soils is known as a penetration test. Tha iiumber of blows reyuired for the sampler ta penetrate 12 inche5 gives vi indieativn of ~ the consistency or relative density of the soils encountered. Results of the penetration tests and locations of sampling are presented on the °Logs of Exploratory Borings", Figure 2. SUBSURFACE CONDITIONS Our test borings indicate the subsoils, in general, consist of 4.0 inches of concrete over 3.0 feet of medium dense, silty sand or compact, man-made clay fill over stiff, sandy clay. Mediuin hard to very hard claystone or saxidstone bedrock was encountered at depths of 3.0 to 5.0 feet. No growid water was observed at the time of drilling; however, ground water was meastued at a depth of 10.5 feet iu Boring 1 fourteen days after drilling. Boring 2 had been disturbed by Others. A more complete description of the subsoil and ground water is shown on Figure 2. LABORATORY TESTING Samples were returned to the laboratory where they were visually classified and testing assigned to specific samples to evaluate their engineering properties. The laUoratoiy tests included four (4) settlement-swell tests to evaluate the effect of wettiug and loading on the selected soils samples. The results of the settlement-swell tests are presented on Figures 3 and 4. In addition, a representative sample was tested for water soluble sulfates. Test results are discussed mider the heading "Water Soluble Sulfates". FOUNDATION RECOMMENDATIONS The proposed structure addition shotild Ue founded on straight-shaft drilled piers designed for an end bearing pressure of 20,000 pounds per squaze foot (ps fl with a side shear of 2,000 psf for that portiun of the pier in competent Uedrock. No side shear shoald be nsed within the upper ten feet 3 of each pier, beginning below final grade elevation. hi addition, no side shear should be used for atry portion of the pier in natural soil or man-made fill. The following design criteria should also be observed: a) A minimum dead load pressure of 20,000 psf based on pier cross-sectional azea should be used. Where minimum dead loads can not be attained, minimum pier penetrations should be increased using 75 percent of the side shear value given above. b) Piers should be drilled at least six feet or three pier diameters, whichever is greater, into the compeleut bedrock zone. A pier diameter of 10 inches and a minimum pier length of 24 feet is recommended. c) Piers should be reinforced their full length to resist tension forces which may develop as a result of swellivg soils. A mnumum steel area of 0.005 times the pier cross-sectional area is recommended. Piers should be capable ofresisting ultimate upli$ forces resulting from a swefling pressure of 2,500 psf applied over the surface area in the upper 10 feet of each pier. d) A six-iuch minimum air space should be provided beneath the grade beams between the piers for effective concentration of loads on the piers. e) Casins of pier holes inay not be necessary; however, concrete should be placed as soon as possible after drilling to reduce any potential for caving soils and/or water accumulation. In no case should concrete be placed in more than three inches of water. f) Zones of caving material and/or casing siiould not be included when determining required Uedrock penetrations. Bedrock penetrations should be 4 increased an amount equal to the length of caving and/or casing within the bedrock zone. g) Concrete for each pier should be fonned at the top of the pier, if necessazy, to maintaiu a unifoim diaaiieter at the top of the pier. h) Difficult drilling may be encountered in the very hard bedrock or strongty cemented sandstone lenses. Pier penetration may be decreased after a review of the design criteria and adequacy of the drilling equipment is conducted by the Structural aud Soil Eizgineers. A commercial type drill rig may be required. i) Pier drilling should be observed by a representative of this office to identify the bearing strata, to confirm the subsurface conditions aze as anticipated from our exploratory borings, and to assess construction. FLOOR SL.ARS AND FXTER70R CONCRETE The shallow soils encountered at or neaz the proposed floor slab elevation exhibited moderate to very high swelling potential. The soils are stable at their natural moisture coutent but, upon wetting, will cause beaving of the floor slabs and exterior concrete. The only positive solution is placement of a structural #loor supported bv the walls with an air space beneatli. In finished areas, we recommend a structural floor system. The esposed crawl space soils should be covered with a polyetliylene moisture barriar in order to eliminate excessive drying, reduce humidity and the potential for nloisture h ansfer into tlie subfloor. The space beneath the structural floor and/or crawl space area should be properly ventilated. 5 We have also included a slab-on-grade alternative for your consideration. The Oumer should anticipate differential movement and cracking. Alternate A: Slab-on-Grade Supported on Existing Soils If the Owner is aware of the risk of slab-on-grade construction, we recommend the following: a) Separate slabs from bearing members and utilities and moderately reinforce with reinforcement continuous ttu-ough interior slab joints. b) Provide construction joints a inaximum of 15 feet on center. c) Provide a tluee-inch minimuin air space above or beneadi interior uon-load bearing partitions with molding to cover. In addition, a three-inch collapsible comiection should be provided beriveen the furnace and the heat ducts. Recommended construction details of interior partitions, doors, columns, and utility lines for slabs on expansive soils are attached. dj The usual gravel layer beneath slabs-on-grade may be eliminated. e) Fi11 and backfill beneath s1aUs-on-grade should be placed at -1 to +3 pexcent of optimwn moisture content and compacted to 95 percent of standard Proctor density. Following the above recominendations should reduce damage caused b,y movement of the floor slabs and exterior conci•ete before die suUgrade soil moisttue reaches equilibrium. The air space recommended above is not intei7ded to predict total potential slab movenzent. 6 STRUCTURAL FILL SOILS Where fill soils are necessary under struchxral elements such as interior/exterior slabs and footings, the suitable, on-site, iuorgaxlic materials maybe used. The soil should be placed in eight-inch loose lifts, within -1 to +3 percent of optiinum moishue content, and compacted to at least 95 percent of standard Proctor density, according to ASTM D 698. All topsoil, existing man-made fill, and soil containing organic material should also be removed beneath footings, slabs-on-grade, aud pavements. Off-site material considered for structural fill should be evaluated by a Soil Engineer pzior to hauling to the site. Attached is a Luide specification for placeinent and compaction of struchual fill. SURFACE DRAINAGE Tlie following drainage reconunendatioiis should be followed during construction and maintained at all times after t]ie shucture has been completed: a) Backfill around the exterior foundation walls in non-structural areas should be moistened and compacted to at least 90 percent of standard Proctor density according to ASTM D 698. U) Tlie ground surface surrounding the exterior of the structure should be sloped to drain awap from the strucriu•e. We recommend a minimtun fall away froin the strucrizre of 6 iiiches in the first 5 feet. Tlus slope should be maintauied away from tlie structure as far as practical. c) Watering adjacent to the structure should Ue mininuzed as much as practical. Ali drainage swales should Ue maintained a milvmum of 10 feet away from tlie fouudation walls. d) If lawn edging is used around the exterior of the structure, it should be perforated to prevent ponding of surface water in Uie vicinity of the backfill soils, e) Water collection systems should discharge well beyond the limits of flae backfill and should be maintained. fl ff a sprinl:ler system is installed, the sprinkler heads should be placed so that the spray from the heads, under full pressure, does not fall within 5 feet of foundation walls. g) The exterior backfill should not be covered with a polyethylene moistwre baz7ier. If the use of some type of fabric or material is desired, we recoimnend the use of a weed suppressant geotextile fabric, such as Mirafi 1405 or equivalent, to allow for natural evaporation of the backfill soils. h) Other usual recommendations which may be iudicated duriug design and construction. SUBSURFACE DRAiNAGF.. Present ground water conditions, in our opinion, should not be a problem for the proposed structure. W'e believe if the ground sm•face and iroof draiuage are properly cared for, no subdrains should Ue necessaty tulless below grade areas are plamied. EXCAVATION DIFFICULTIES In our opinion, the foundation and utility excavations may be constructed Lising conventional eartli- mnving equipment for the Denver area. No special problems are antieipatel. Ehcavations should 8 be properly sloped and/or braced. Local, state, and federal (OSHA) safety codes should be observed. WATER SOLUBLE SULFATES Laboratory tests conducted on the selected soil samples indicate negligible levels of water soluble sulfates. The results are shown on Figure 2. According to published information, foundation concrete which will be in contact with or within six inches of the natural soils may be designed for low sulfate exposiue. We recommend the Concrete Manual ACI Section 318, Chapter 4.3, 1999 Edition, be used regarding the water cement ratio azid the water reducing admikture. LATERAL EARTH PRESSURES Lateral pressures on walls depend on such factors as the type of wall, hydrostatic pressure behind the wall, type and slope of Uackfill material, degree of backfill compaction, allowable wall movements, and surchaige loading conditions. We recommend hydrostatic pressures be minimized by placnig a perimeter drain system at the wall base. Where anticipated wall movements are less than approximately 0.5 pexcent of the wall heighf or wall movement is constrained, lateral eartli pressures should be estimated for an "at rest" condition. Where anticipated wall movements aze greater than 0.5 percent of the wall height, lateral earth pressiues should be estimated for an "active" condition. Walls baclcfilled with on-site sandy clay material shouid be designed for an equivalent fluid lateral eard-i pressure of 55 pouuds per cubic foot (pcf) for the "at rest" condition and 45 pcf for the "active" condition. If imalls aze backfilled with a free-draining granular backfill such as a free draining sand or gravel, equivalent fluid lateral earth presstires of 45 pcf for the "at rest" condition and 35 pcf for the "active" condition shoulci Ue assumed. Passive resistauce tu lataxai 9 movement can be estimated based on an equivalent fluid pressure of 200 pcf. We recorrunend a coefficient of sliding resistance Uetween the concrete and bearing soils of 0.40. These values have been coznputed without consideration for sloping backfill, surcharge loading, hydrostatic pressures, or horizontal swelling pressures. Ifany offllese conditions are anticipated, we are available Yo assist in revising these values. LIMITATIONS Otu- services for this project report did not include any testing or assessment of past or present contamiiiation of the site by auy source. If contamination is present, it is likely that the exploration and testing conducted for this report would not reveal its existence. Ifthe Owner is concerned about the potential for site contamination, additional studies should be undertaken. We aze available to discuss flae scope of these studies with you. The professional judgments expressed in this report meet the standazd care of our profession in this area at this time. Test borings dri➢ed far this study were spaced to obtain a reasonably accurate picture of underground conditions for design purposes. Variations frequently occur from these conditions which are not indicated by the test Uorings. These variations are sometimes sufficient to necessitate modifications in the designs. If miexpected conditious are ebserved during coustruction, or if the size, tvoe, or location of the stnicture should change, we should be notified to review our recoininendatious. Pier drilling and placement and compaction of fill should also Ue observed by a representative from this Offiee. 10 If you have any questions concerning this study, do not hesitate to contact our office. Sincerely, A. G. WASSENAAR, INC. wass Allen G. Wassenaaz, P.E. =-V.. 9rZ6 President :9t AGW/lia Sy5~-< s A r~ SCALE: 1" = 30 BENCHMARK: TOP OF FIRST FLOOR TEST ELEVATION = 100.0' BORING (ASSUMED BY TNIS OFFICE) ~ NO. 1 i ~ CORREGATED METAL BUILDING ~ i EXISTING STRUCTURE TESTO BORIN6 4890 & 4892 ~ NO. 2 MARSHALLST, i PROPOSED ~ ADDITION i SITE PLAN LOCATION OF EXPLORATORY BORINGS FIGURE 1 y ¢ ~ g TEST BORING NO. 1 ELEV. 98 ~ ASSUMED FLOORLEVEL (PER THIS OFFICE) - ioo 1412 o(} D0.103 MC-14 SW-0:7 95 ~ WS-<50 -17/12. DD-104 1 L % $W-48 E / V / A 90 T ~ - I 43/6 0 - 14 ~ N - _ / N C E - T - % 80 / ~ ~ - 50/3 DD-105 MC-19 - SW-1.9 75 70 ss TEST 6uHiivG N0.2 ELEV. 100 G4 - 27/12 - 50/6 \ ~ - 27/9 ` DD-104 ` MC-23 \ SW-6.5 ~ ~ ` a? ` 30/9 100 ~ 95 90 = 85 80 ~ LEGEND m CONCRETE(C) - THICKNESS MEASURED IN INCHES. ~ PILL (MAN-MADE), CLAY; COMPACT, SANDY, MOIST, MOTTLED BROWN (AF) El CLAY, STIFF TO VERY STIFF, SANDY, MOIST, BROWN (CL, CH) 177.1 SAND, MEDIUM DENSE, SILTY, SCATfERED GRAVEL, MOIST, TAN (SP, SM) E ~ CLAYSTONE (BEDROCK), FIRM TO MEDIUM HAflD, SILN,.SANDY, MOIST, OLIVE TO RUST BROWN L t ~ CLAYSTONE (BEDHOCIQ, HARD TO VERY HARD, SILN, SANDY, MOIST,OLIVE BROWN TO BLUIS`17 (iFi't1' V A ~ SANDSTONE (BEDROCIQ, HARD TO VERY HARD, POORLY CEMENTED, SILN,.MOIST, TAN T I INDICATES THAT 27BLOWS OF A140-POUND HAMMER FALLING 301NCHES WERE REQUIRED TO DRIVE A2.5-WCH OUTSIDE DIAMETER 0 .F 27/12 SAMPLER 121NCHES. N 14 - INDICATES THE DEPTH TO THE FREE WATEA TABLE AND THE NUMBER OF DAYS AFfER DRILLING WHEN THE MEASUREMENT WAS TAKEN. ~ OD INDICATES DRY WEIGHT OF SAMPLE IN POUNDS PER CUBIC POOT. N MC INDICATES MOISTURE CONTENT AS A PERCENTAGE OF DRY WEIGHTOF SOIL F SW INDICATESPERCENTSWELLUNDERASURCHARGEOFt000PSFUPONWET'fING. E WS INDICATES WATER SOLUBLE SULFATES IN PARTS PER MILLION. E NOTES T 1. TEST BORMGS WERE DflILLED NOVEMBER 27, 2002 WITH A 4-1NCH-0IAMEfER, CONTINUOUS FLIGHT POWER AUGER. 2. NO FREE WATER WAS OBSERVED ATTHE TIME OFDflILLING. 3. LOCATIONS OF TESTBORINGS WERE.MEASURED BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED BY OTHERS. 4. ELEVATIONS ARE APPROXIMATE (HAND-LEVEL) AND REFER TO THE BENCH MARK SHOWN ON FIGURE t. 5. THE HORIZONTALLINES SHOWN ON THE LOGS ARE TODIFFERENTIATE MATERIALS AND REPRESENTTHE APPROXIMATE BOUNDARIES BEf WEEN MATERIALS: THE TRANSITIONS BEf WEEN MATERIALS MAY BE GRADUAL 6. DRILL LOGS SHOWN M THIS REPORT ARE SUBJECT TO THE LIMITATIONS, DCPLANATIONS; AND CONCLUSIONS OFTHIS REPOFT. 75 70 - ss L so so -1 ~ ~4. WA.SGE~!~,a,R, B~lC. I' CaEOTECHNICHL&ENVIfiONMEWALCON5ULLIMS LOGSOF pROJECTN0.67469EXPLORATORY FIGURE2 BORINGS A. G. WASSENARR, INC. GEOTECHNICALCONSULTANTS ~ - I / - - - SWELL UNDER CONSTANT / PRESSUAE BECAUSE OF WETTMG -i w y ~ Z W W L N ~ 3 ~ ~ z w ~ w ~ ~ ~ ~ WATER ADDED ~r ! T ~ I ~ I _--_'-i I 100 1,000 APPLIED PRESSURE - PSF 10,000 SAMPLE DESCqIPT10N FILL, CLAY. VERY SANDY LOCATION TEST BORING NO. 1 la DEPTH OF 1.0' 0 - - 1 I 2 1 WATERIADDED - I 3 100,000 DRY UNIT WT. 103 PCF MOISTURE CONTENT 14 % 17~ I SWELL I D PRESSURE E A OUSB OF WETTWG II ~ I I ~ / / I i I ~ I I 4 ~ 5 ipp 1,000 APPLIEDPRESSURE - PSF 10,060 SAMPLE DESCRIPTION CLAY. SANDY LOCATION TEST BORING NO. 1 Cal DEPTH OF 4,0' SEl7LEMENT - SWELL TEST RESULTS FIGURE 3 100,000 DRY UNIT WT. 104 PCF MOISTURE CONTENT 21 % A. G. WASSENAAR, iNC. 6EOTECHNICALCONSULTANTS =1 ~ y ~ z ~ ~ ~ J ~ h o° Z g w k ~ 5 4 2 i 7 ~ o ----lL' ~I / I i - 3 ( WATER ADDED +1 ~ 4 5 100 ~ I / SWELL UNDER CONSTANT / PRESSURE BECAUSE OF WEITNG ~=L---~- - ~ I i I---_-_ i - 1,000 APPLIED PRESSUAE - PSF 10,000 SAMPLE DESCRIPTION CLAYSTONE. SANDY LOCATION TEST BORING NO. 1(a7 DEPTH OF 190 7 6 5 4 - - 3 - - - p I --I--- o L-I, -I - - WATER ADDED ~ ~ i ~ ~ 2 3 100,000 DRVUNITVJT. 105 pCF MOtSTURECONTENT 79 % ~ ~ I ~ ~ - - - SWELL UNDER CONSTANT / PRESSURE BECAUSE OF WETTING I_ \ I - ~ - ----~-I i 700 1,000 APPLIED PRESSURE - PSF 10,000 SAMPLE DESCRIPTiON CLAVSTONE. SANDY LOCATION TEST BORING NO. 2 Ca) DEPTH OF 9.0' I 10U,00-A DRY UNIT WT. 104 PCF MOISTUAE CONTENT 23 % SETTLEMENT - SWELL TEST RESULTS FIGURE 4 `W A. G. WASSENAAR, INC. GEOTECHNIGLL CONSI1lTMJT3 FOUNDATION OR fEa GRADE BEAM MOLDINO TOPVOID ~DRAIN PIPE 1-E~ffAN510N JOINT MATERIAL ~ 40d SPIKES FLOATING REWIRED FOR STABILfiY MOl01NG $LAB ORILLEO HOLE FLOATING SL4B SLAB MOLDING - (NAIL AT BOTTOM ONL1) PARTITIONS SLAB ON GRADE i- EXPANSION MATERIAL i SMOOTH SURFACE WITH BOND BREAKER LP WqAP PIPE ANDCOIUMN -i r COLUMN 1 ~ UTILITIES AND COLUMNS SU18 ON GRADE EXPANSION MATERIAL~ ~ EXPANSION MATERIAL VOID SPACE - - TYPICAL VESTIBULE ENTRANCE SL48 ON GRADE I ~ EXPANSION MATERIAL MASONRY SILL ~ FLEXIBLE CAULKING I EXTERIOR SLAB ON GRADE I ~ BOND BREAKER ` GRADE WALL ~ TYPICAL EXTEFIOR DOOR SILL EXPANSIVE SOILS COMMERCIAL CONSTRUCTION DETAILS FOR SLAB ON GRADE D~ A. G. WASSENAAR, WC. GEOTECHNICAL CONSULTANTS PHONE: 303/759-8100 fAX: 303/756-2920 2180 S. IVANHOE, SUITE 5 DENVER, COLORADO 80222 SPECIFICATIONS FOR PLACEMENT OF STRUCTiJRAL FILL GENERAL The Soil Engineer, as the Owner's representative, shall conduct tests to deterniine if the material, method of placement, and compaction are in reasonable compliance wiUi the specifications. 1MPORTED STkUCTURAL F1LL MATERIALS Grauular material, well graded, having 100% finer than 3 inches in diameter and not inore than 50% passing a No. 200 sieve, should be satisfactory for fill provided the plasricity index is less than 15. Soil not meeting the above specifications but proposed for import structural fill should be evaluated Uy a Soil Engineer. PRF,PARATION OF NATURAL ('rRnLJND Vegetation, orgatiic topsoil, auy existing inan-made fill and any other deleterious materials shall be removed from the fill area. The area to be filled shall then be scarified, moistened if necessary, and coinpacted in the maimer specified below prior to placement of subsequent layers of fill. PLACF,MENT OF FILT, MATERTAL No organic, fi-ozen, perishable, ar otUer unsuitable material shall be placed in the fill. The ivaterials shall be delivered to the fill in a inanner which will permit a well and uniformly compacted fill. Before compacting, the fill material shall be properly mixed and spread in approximately horizontal layers not greater than 8 inches in loose thickness. MOISTURE CONTROL While being compacted, the material sliall contain uniformly distributed optiinwn moisture for compaction. The Contractor shall be required to add moisture to the materials if, in the opinion of the Soil Engineer, proper and unifonn moisture is not being obtained for compaction. If the frll tnaterials are too weY for proper compaction, aerating and/or mixing with drier materials inay be required. Moisture content shall be controlled as a percentage deviation from optimum. Optimum moisture content is definad as the moishue content corresponding to the maximum deilsity of a]aboratory compacted saulple performed according to ASTM D 698. The moisture content specifications for the various areas are as follows: SPECIFICATIONS FOR PLACENIENT OF STRUCTURAL FILL PAGE TWO 1. Beneath Interior Slabs-on-Grade: -1 to +3 percent 2. Beneath Esterior Slabs-on-Grade: -1 to +3 percent 3. Beneath Paveinents: 1 to percent 4. Beneath Non-Strvchual Areas: - 3 to percent 5. Beneath Footings: - I to +3 percent COMPACTION When the moisture content and conditions of each layer spread are satisfactary, it shall then be compacted by an approved method. Moisture-density tests shall be performed on typical fill inaterials to detennine the inasimum density. Field density tests must then be made to determine the adequacy of the fill compaction. The compaction staudard to be utilized in determining the maximmn density is ASTM D 698. The following compaction specifications should be followed for each area: 1. Beneath Interior Slabs-on-Grade: Beneath Exterior Slabs-on-Grade: 3. Beneath Pavements: 4. BeneathNon-StructuralAreas: 5. Beneath Footings: 95% of Standard Proctor Density 95% of Standard Proctor Density 95% of Standard Proctor Density 90% of Standard Proctor Density 95% of Stalidard Proctor Density Note: In areas where fill depths exceed 5 feet, additional compaction coiisiderations will be required to minimize fill settlement We recommend any fill placed within 5 feet of final subgrade elevation be compacted to a minimum oY 95°ro of staiidard Proctor density, aud deeper fills be compacted to 100% of standud Proctor density. If the struchzral fill contains less tliaii 10 percent passing the No. 200 sieve, it may be necessary to control compaction based on relative density (ASTM D 2049). If this is flie case, then coinpaction aroiuld the structures and beneath slabs shall be to at least 60°io relative densiry, and compaction beneath foundations and pavements shall be to at least 70% relative density. A~~ ROCKFORAMANUFACTURING, LTD. 504 Thunderbolt Walterboro, SC 29488 843-538-4600 JOB NAME: CRE Enterprises Emery Construction LOCATION: Wheat Ridge, CO DESCRIPTION: 60'-8" x 54'-8" x 25'-0"127'-6 5(16" PO NO.: R11176 DATE: 03.31.04 CALCULATIONS & DETAILS :~\``,,,~QPO@ e uni~lSTFqF PROtECT E*IN~~~'*'•., Debra Baumgardn4, 6's /"••••.••"'NC,` Registered Professional Eri~~CQNA~ ,,,,,,1x% APPRQVED vu9w b Rieid Imeeticuis Wft* ftige aU" o~c Signe~~y%~~'T/ ....Plan Checker ~ i PO: R11176 TABLE OF CONTENTS DESIGN CALCULATIONS DESCALC.OUT ( 1 - 12 ) -NOTES AND HAND CALCULATIONS DESCALC.OUT ( 1a - 42 ) FRAMING SUMMARY FRAMSUM.OUT ( 1 - 6) ROOF DESIGN ROOFDES.OUT ( 1 - 17 ) 3VdBESf-@tt; ( ~ - i 3VVBES-B6lt; ~ LEFT ENDWALL DESIGN EWDES-L.OUT ( 1 - 10 ) RIGHT ENDWALL DESIGN EWDES-R.OUT ( 1 - 10 ) RIGID FRAME DESIGN #1 RFDES-1.OUT ( 1 - 11 ) RIGID FRAME DESIGN #2 RFDES-2.OUT ( 1 - 11 ) q9 .F9F. U ?ep ~ ' a . m m't ;0 36199 a: 9 i ~ i............... . ~~i~,. S/ONAI 311112004 DesCalc.out ROCKFORD MANUFACTURING STRUCTURAL DESIGN CALCULATIONS FOR R11176 03~5~ OH QEV(sg~ y,lir~tj l~-^!uM~J BUILDING DATA Width (ft) = 59.2 gq,~i Length (ft) = 54.5 Eave Height (ft) = 25.0/ 27.5 >E2v ~L'~ Roof Slope (rise/12 ) = 0.50 Dead Load (psf ) = 2.2 Live Load (psf ) = 20.0 Collat. Load (psf ) = 0.0 Snow Load (psf ) = 30.0 Wind Speed(mph ) = 90.0 Wind Code = UBC 97 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = 1 Seismic Coeff (Ca) = 0.19 Designer = CM ~ Page 1 3/11/04 \ 1~ . P.O. # DESCRIPTION: DEAD LOAD: ~ - = PSF ROOF LIVE LOAD: 30 PSF FRAME LIVE LOAD: 3o PSF OTHER LOADS: ME~~P~'.nle „-(~sP~ N r~TE~-> o CHK. BY: DATE: BLDG. CODE: WIND LOAD: MPH SEISMIC ZONE: ~ EXPOSURE: C CLOSURE: EtiICIr,sE~ 4) ~~e ~ueL~~as(~ u~t~s ?v ~/Jy-` Cj F?.~RC~rJ(o U~,ED ~ n 4-,) UG~ (4'~ A.~3 s Fot-- w co~~r~tis @~oTu- ~,1 ~'F3.;~-lo: ~k-~~kr~,._ ` .'-.--F . =~✓~L r f ,2 av: ~M 1~~ I DATE: T) 4' G'~=i=u2L~r1s i=~o~1,,1 Lo~~1 ~E ` 4- FZr~lv1= i.~+rtr: '?-'•i-~U !~j , 54'-9' nt1T40-MT OF CONCRET[ ^ 3 4 Q ~ )LO~ Euve 25 -0M LJ ~ 51/2' N ~,•_s• ,w,_5. _ 5 r ~ ~~z• -1 - p ' •Iq4~5G~ ~-X-BRACHI6~~~(H% ,x-LRREIM4. in/ _ J C ~ g 9 I '@ B n , u It, ~L ' i~~ 1 qN ° • ~ \ Jj .~y~tr ~`Y A ~ 0( . ~ r.l p y: ~ " ^ v a r Y v I~~,\9] i.;ry `I I-~l iW`~,:" . (v y; • ~ . N~ 49 ' ° 9lt ~ -II tll ~ = ~ 7-- 6,3~ ~5~ ~ $ ~ ~ e-R• 5 12'~ n>,_q. ~ 2 ~ O 5 ~ '1 ~ High Eave Z~ - S~ Z 1 ANCHOR BOLT SETTING PLAN NOTEi Rll Bnse Plntes At 100'-0' (LLN.) SHEET[NG DGSCRIPTION kuL'r SaECTi'.I& cc uA. HFR[H GF. ik:H `_E-Slk~ TC = (-F) FLEPSE PpVISi CPLpR~ RC = (PAI PLEASE ADVISE Cul dia. O po= 3/I' I Z~ ROCKFORD MANUFACTURING HUYER URAYN Bn 3/1 V04 NST.' 1 z 543 x 25.0/27A OESCf\ 59 O,5,12 CNECK BYi . 3/IV01 SIiE - DES, ENG SCPLE- NONE PIl R1I176 SHEET Np, At 9i 3 a/o c.14/, u. ~.i ~ . . ~ szoIz - - - ~ - i - y-a ' ~ ~ ~ - ro ro z ~~oar GF}-2 / ; ' \ o o a ~I ~ . . FiZ.9/YIiNG ~ I • V ' - - - ~ .3 . _ =O uB I .~;~z e-6 I N~ :i . . . - - - - ; . ~ w ~ 'I -~rs 1~ - Z-,ra Iso - 4 ~ c4 m ~ C. ^ . . . ~ l r ~0 ` ~ . . _ . _ i ' L _ . - _-~T....- ~ ' I v` II G~GEA/t . _ , . '-v-- - CIZ~,_ EWT, I?e~ !'c/I/76 AJWc'x T ,ziLia6, CU 1~1 v ~ - . . . , . _ - ✓ I .1 - _ ~ _ - - ; . . ry ~ r ~ ~ \ a ~ ~ x ~ v 41 h - - - - - I ,3 ~ ` I \ - , _ . . I 1 , •f I - 1 - ` h N ~ . ' _ . . . i _ _ _ _ ..G~g~~~/i1U, _ I~ . - _ ._I. V . . - Ne ; lZ 7lo Mwe5~a: f~i Def,~ CO , - - ~o - s o% u. /v, --7 - , - - _ m~- _ _ - _ , • - n , - - - ' - ` _ , ~ c' ' ' ~ \ ln - / a ' ' ir-'--~~-`----- i~-=-- - . . _ ' . _ r3ELOGJ ~ ~ ~ : i ~ . _ ~ ~ - =a v - - - tQ _ ~ = - - - - - - ~N O ~~OJ~Z , N~ i _ - , 13 ~ N i .1--. vo , , ~ , ~ . ~ . s... , , . . : LL - t i . `•Vr \ G % - - - ' _C R JOB NO. a\\v4`'!2 SOB P . 0. DATE PAGE OF ~ The Uniform Building Code/1994 UBCDRFTI.MCD Snow Drift Calculations DATE: 195 REV: 2/97 CR!JHG Input: Pj 1.0 Projection factor (UBC APPENDIX 1641.5) SPF DL = 2.2 PSF Dead i,oad Pf =30-PSF Flat-ROOf Snow Load Ce =J Snow Exposure Coefficient RS -O.S-Slope Roof S1ope (inches/foot) Wb -59ZFT Horizonal Dim of upper Roo£ Line ( 50< Wb <500) hr - 2.5-FT Difference in Height Between Upper & Lower Roof S' OFT Horizonal Separation between adjacent structures L -OFT Length of inember to which snow acts on 1 =O-FT Length of cantilever member which snow acts on TW -1•FT On Frame, or Bay Spacing !'I MFri hil 7I 09-10-15 199R Calculated Results Pg = C~ Pg = 42.857 •PSF D= iflPg ~ t 14 PCF>35 PCF, 35 PCF, ~ Pg + 14 PCF) a=(atan(RS)pDegrees Csl 1 a-30 hb _Pf Z_7 0_hr-hb a= 2.386 40 D 6 hb D = 19.571 •PCF Pf- 20-PSF a- 20 HSF - ZO-FT- S hb = 1.533 •FT Cs2 = 1 Zp.Fr Pf 40 0 = 0.631 Cs =if(Pf>100.PSF,9f(a>20,Cs2,l),if(Pf>20-PSF,if(a>30,Cs1,1),1)) Cs=1 HSF = t hdl = \Wb3, - (Pg+lO-PSF)°..43- ~ I.S~Fi' Pj LB S J hd =if(4<0.2,0 F'T,if(hr- hb<hdl,hr hb,hdl)) hd1 = 3.019 •FT Iid = 0.967 -FT hd = hd r Ps =IDhd•HSFCs Pm = D.((hd.HSF) -hb) Wd =4-hd.HSF : (4), <0.qg (0.4B35" 0 )x() : **kt**kk***+******+* *****M+**********k~*J:F'.F#***********************f4M*+Yt * SUNIMAAY OF SNOW DRIFT ANALYSIS * + * * Heighr of Snow Drift......... hd=9.967~'~FT n~at':7. 1/7,.-° 0. y$~~* ~ ~ Len9th ot Snow Drift Wd=1b69 'FT . Base Snow Load Pf=30•PSF' . * « u Snow Drift Load . . . . . . . . . . . . . . Ps = lp?9•PSF ~ ~ Total Snow Load (PS+Pf) Pm=48J29•PSF Y+i+i###*+#****A**a':.++M'***'4a#wrk+***++*+t'F4'*kw#Aft'k+M++'k+t'k+k**1-#+T++w#~*# 3/4/2004 C:1MBS_JOBS\B11176\ROOfDes.out B11176 Purlin Design Report ~ 3/ 4/04 4:09pm IS I~ I~ ilv ~fc+ ~ 7;~ ROOF PURLIN \ J . DESIGN RUN # 1, SURFACE # 2 (Edge Strip zone= 5.45 ) - PUR LIN LAYOUT: Bay Span Purlin Span Lap_Dis t(ft) No. No. Unit Id Id Size (ft) Left Right Space Row Brace Weigh t 1 9Z15 0.33 4.93 1 0 1. 2 1 2 9Z15 22.42 1.88 4.93 1 1 87. 0 2 3 9Z15 18.50 1.88 1.88 4.93 1 0 79. 7 3 4 9Z16 12.92 1.88 4.93 1 0 46. 7 5 9Z16 0.33 4.93 1 0 1. 1 , - - LOAD COMBINATION # 1 : DL+CO+LL Total(lb)= Total Weight 1.2 87.0 79.7 46.7 1.1 215.7 Purlin DL= 0.80 (psf ) U ~ ~(Zo.cozs7 7 . _ PURLIN „ ANALYSIS: ~ ~ SHEAR(k - -MOMENT(f-k Span Left Left Rigfit"' Right Left Left Mid-Span Id Sup Lap Lap Sup Sup Lap Mom Loc 1 0.00 - -0.07 - 0.00 0.00 0.00 2 1.46---'- -1.83 -2.13 0.01 -6.44 9.12 3 1.72_ --1:-43 -0.91. -1.21 7.83 4.88 -1.53 10.87 4 1.26._..-0.97 -0.82 3.09 1.00 -1.95 7.85 5 0.07 0.00 0.01 0.00 0.33 z~ ~ . ~~.6=) _ z.. z Right Right Lap Sup 0.01 4.12 7.83 1.10 3.09 0.01 0.00 Open Wall Eave Strut Design LOCATION JOB N0, INPUT: a-4 Lx=L.75 Eave seruc Lengtn (FC) Ly=7.583 sag angle sPacing (Ft) Slimll = 240 S1imw1=120 IE top flange is ShBetltlg-1 through-fastened to sheeting, then enter 1, otherwise enter 0. DEAD + LIVE LOAD P11A AXIAL LOAD (Kips) IVIII=4.7$ MOMENT (Kip-Ft) V1l=.84 SHEAR (Kips) FTal 'fL+llTne hil 01 15•47t15 2001 SHEAR Vll - =0.139 Va BENDING AND SHEAR ( MII ~,Z /V1112 I =0315 `Mall' 1Val Dat- PICK A DESIRED SECTION a : 0 - 8SC16 1 - 8SC14 2 - 9SC16 3 - 9SC14 4 - 95C13 5 - 95C12 Myyll = Pll- e Myyll =0 IZ Pil -_0 Pa < 1.0 ? < 1.0 ? DATE: 4;01 REV: 7/O1 SHEET _ OF _ Cb=1 B= 3.0 Cs 1 A= 1.5 Cm=1 Fy= 55.0 kx =1 G = 11500 ky=1 E 29500 S2t =1.67 SZb =1.67 52v =1.67 52c =1.80 (Eq. C3.3.1-1) AXIAL AND BENDING Pll Cm-Mll Cm-Myyll + = 0.544 T < 1.0 ? (sq. c5.2.1-1) Pa Mall-allx May-ally Pil Mll Myyll - + - + = 0.544 < 1.0 ? (Eq. c5.2.1-2) Pao Mall May When P11/Pa < 0.15, the following equation may be used in lieu of the above two equations: Pil Mll Myyll - - + = 0.544 < 1.0 ? (Eq. c5.2.1-3) Pa Mall May Deflection: ~ W~~ (I.X 12)~ 8 MI1 1_ 1? wll 611 = - Shclll Lx Lx, -384•&[x Slimll SIl = 09145 Sallll = L 1375 T Tue Jul 03 15:47: I5 2001 JOB NAME DEAD + WIND LOAD (Suction) AXIAL LOAD PWI 7.77 MOMENT MWi ' 2.41 SHEAR VWI=O.4Z Fh-l `+Tne Tnl 03 15-47-34 2001 SHEAR VWl - =0.0( < 1.33 ? Va BENDING AND SHEAR ,IMWI ~VW112_0.127 lMawl) ' Va l AXIAL BENDING JOB NO. Date SHEET _ OF _ Myywl = Pwl• e Myywl =0.517 12 Pwl _0.197 Pao <1.33 ? (Eq. C3.3.1-1) Pwl Cm•Mwl Cm•Myywl =1.?32 Q.33 ? (Eq. C5.2.1-1) Pa Mawl• awlx May-awly Pwl Mwl MyyWl =0.805 + <1.33 ? (Eq. C5.2.1-2) Pao Mawl May When Pwl/Pa < 0.15, the following equation may be used in lieu of the above two e quations: Pwl Mwl Myywl T _ 1.049 <1.33 ? (Eq. C5.2.1-3) Pa Mawl May Defle ction: wwl 5 (Lx- 12)a wN,I : 8 MW] Swl _ 12 Sallwl Lx• 12 Swl =0.46< a Sallwl =2.275 2 384•E-Ix Slimwl Lx Ly lz ky. R = 84.1 <200 ? y Lx I'_' l.x• =78399 <zoo ? Rx I DEPT. JOB NO. JOB TITLE SHEET NO. ~ I DESCRIPTION MADE BY G'~I CK'D BY DATE • A L~- C.n+LL-) 6 4 t ~ A-y ~ z r= ~ ~u Ar~x fi~✓~~ ~ 3 I~ ~ TD(~ ~ ENGINEERING DEPT. JOB NO. JOB TITLE DESCRIPTION Pk1A-ti - 0-Co 1- T~, ~ 3 SHEET NO. MADE BY --AA CK'D BY DATE Jl"bz-loc--c /77, ENGINEERING DEPT. JOB TITLE bESCRIPTION ,~..•r-~ , i ~ ~ i l*Y3o ~ r,; • J09 NO. SHEET NO. MADE BY CK'D BY DATE <Md;'~~ =MU J , _ _ ~~~biNa PAPhPEr i ' W - ~ ~ ~ ~ 2.2 $H"~CNi.J~f l IA ~ ENGINEERING DEPT. JOB TITLE DESCRIPTION JOB NO. P~ 11 SHEET NO. MADE BY CM CK'D BY DATE OZ/Z(p 10'f' SF'tSr}^.4, C--L-D/Q E 1 V; (2.D~x l C4,)x~_ • 1`I~al7'i .uf'/''',Al~ s s e p r"7..~:.A.!'i LL _ Izsr-4- -DL = ~oP~ ~ Me ~~/~nl~ nlc ~ot~nl~lro k 't.• _ C 12SP<~ x ~.'c +~C~,.~~- j X< CRF-1> _ CIZF-1) ~ ~IZS~<~x0.zs-r =>.-'j?~~~ ~~1,3~5 xs9.I(o~>+(61.zs~f~~xCs:zsN2o'~~ ~ -52s_ vCR?~-z~ _ (~,~x l0-2) K(sz_~~s~ ~ ~P ~ 'ip7Q~~) k. ~ekr W G (c" ' V i_~A<•,.~-~ ~r ~ _ ~ /G' DEPT. JOB TITLE DESCRIPTION JOBNO. SHEET NO. MADE BY CM CK'D BY DATE (I2/ZG -SEisvtiC Fon!= 1 U= 3,0 _Cnxz x ;.E (u-5 c • 2i ~/<MES ~~u e i o G Mu bd1 d.LL-4) ~ l~•d) F~.19~ x~~•J~~ x~= C~,7 x f0 w g.S ic , k C( r1 OC7 j z1~7,'s Z i~ VGMU ~'1~~,1~ = ~~o.~X~t~ ~J x ~'~(,~z-~> = Q•~L4" y CmU e 5K's -S ' x-gQ~„~~~ s, (P ENGINEERING DEPT. JOB TITLE DESCRIPTION 4 WEc,.~ ~ Tc TF+, I_ ?-1 c=. ME~"~,4,~.1~i n1- =~'-ltMitJ.Ca ~c!li11J~P~V _ ~µa,~~ cn+.u.~=aro,:s;• I I =t::-, I i CA_1- SFepd.il SEE F+P!.~= ~~3 I ° ~ CA-1 x~._5 FLaH,.:~ 5 CA-1/" f kN~E XD 3~ y~ = ~ CA-2 E vP"` - MB- Lf , WEB I2~x0~5' SEE PR~ S~'~' ~ ~ WC / I ° SEE pAbE 11 SF~ 1~F.fnF tl $~,S I Mg- Fw4&F:6 xo.3~S L 16, C F ~ /5cc . !I SEf {~AloE II ~ I rn5-~ F~.AI,~ F , CA-1 SEE ~/.~5 i2•~~(0 W ~ I WEg; I$~ixb,l75' ~ n - p ~ cE ~/t uE II A.?1a - ~ i {'JI~A-~ F4Nmc;lO°xo3~'S i ` C ~y X A-~O l Scc NF.CoF' ~i-42-7' i I . i C W_S 4R xc n >EF Fk(cc - ? _ _ ; SfiE PA.oE Il SEc 17'.loE ~I $ ~ L.tt''1 . . M _ ' _ . e ~ . . ~ sEE FkfoE s c 9l~l0"' ~$~~i CI{ Q ' r . . lXi' . 2 I ~ ~I ~O•,X~°•. K~~4 'E.~ I'1 hTF ~iSl JFE YAlv£ IZ # 3~1' 2S i ~ ~ (2 . n~ „ ~ tn 7,IRR dxl2 r~~ F TA..oE 3S i u " '14° ~ ~ ~.r exi F ,xE <c~ p E _ ~ c ~ _ I E-~E,~M(r~lp) ~w *ti , CA- J- . + w~ <o. JOB NO. _P ~ LL4-(- - `-SHEET NO. MADE BY CK'D BY _ DATE O= iA ~ _ - _ _ - • _ 1 JOB TITLE DESCRIPTION ~ l JOBNO. SHEET NO. MADE BY L-M CK'D BY , DATE !,~L:- -r CC~IvhlG~~~.ii'q,~ =~Ac'.~~., ME~~f,~y:N°_ ~_c✓E ~i • ~J,~.)/ ~-~F*sdhlcL TJ ~~`r~'~~,~_i'w-h-t ..,_t_ `,.,n~r'; 'ir~1!~~J ~ic~~~At~• $I.Nb! E.. O!hr n'. ( TkB j ~ 11 _ ~ . - _ - _ _ f2,~~ -uP ' i, 3//6 - _ ENGINEERING DEPT. ~ i ~I I~ C~x;1,5 ~i ~P o r i TA€ '14" r--. CarvN6.zoj\/ ENGINEERING DEPT. JOB TITLE DESCRIPTION JOB NO. SHEET NO. MADE BY DATE CK'D BY ~ . - ~ ~.--r . ~ • . _ . ~ f 1 : ,rui'~ I . - . - ~ ' ~ 5c YP ~r ~ Iis'z r. ENGINEERING DEPT. JOB NO. ILI I ~"Co JOB TITLE SHEET NO. DESCRIPTION MADE BY CM CK'D BY DATE D Z"/ z lC L4 L L= I2S~S~. 'C~j L = 1c P w~ • M F~ - 1 ` , T~~S L.! 'i 1~T'N- - I S 2.~Z 5 ~ K 0- t ' ~ . : i 'S r/~r-t.'` ~ r " ' \ • I~' M6-2 G~~~tnl ~ I -4- Z°t \C~~ a r,," X ; , x - i DEPT. JOB TITLE DESCRIPTION ~ JOB NO. SHEET NO. ~ MADE BY ~CK'D BY DATE ) hl _ (iz.-~~~+ ~ i~~ n/Y r 1 f~'~J 'JJ~~ ~ YC/~~J ~I~i a '-f/./-14 f /l n ' ffs / p rL i, ~ll = C ~ ~ ) N ( 7 -7 'L ( e MF::, -s , li'~! _ ~ i = ~c~-J,'_, , _ _ ~ir ~ z ~ ~ - DEPT. JOB TITLE DESCRIPTION 1 M~j-(O ~ TtZi j i„(iDTN = \G JOB NO. EI I I TL7- SHEET NO. MADE BY ~M CK'D BY DATE D Z -c>~-:~~ Nt = ~ 1, 55'`,~!..~ ; •r ~ ~ . C~ %%g = ~~1.~ k! ~ o M g - K ~ 5`t'Aq-1 2v-0 It K- I77-,(o TS_s ~ ~ KA M1f-Y= 1-7,1~J l.`~--~~~,~ ( IL+ o - 77 y ~ ^ \ i~ r ~ L~ SIMPI,E BEAN] DESIGN Input Data: Beam Designatian Nlun6er: MB-1 Use Beaxn Section: Built-up I,ive Laad....... = 125.00psf BaY Width....... = 15.00tt Unhraced Length.= 2.00ft Ueflection Limit {Live}= 360.00 Output Report: Dead Load....... = 30.00psf Span Zength..... = 8.25ft Fy SO.OOksi Deflection Limit (Live+Deadt= 240 Max. Nloniznt= 19.851:-ft Reaction= 9.64kip II9P_ Beam Section: /ZBuilt-up BUIXx 11.37 Beam Weight= 93.8 01b d0Oin tc~-- 0.1121n bf= 5.00in tf= 0.2501n Section Proper ies Ix = 41.49in^4 Sx= 10.3'7in^3 ~ y P.rea= 3.34in^2 rt= 1.37in dlAf= 6.40in^-1 Bending Srress (k°i)--> fb= 23.00 Fb= 30.00 Stress Ratio=0.77 Shear Streas fv= 11.47 Fv-- 16.04 Stress Ratio=0.72 Deflection Live: 609 I,ive+Dead: 491 2-1:... i.. ~ m1?.- Inpnt Data: Type qt Beam: 5imple Spsn (Synuvetrical aUout Center I,ine) Span Zength....... = 12.92ft Slope O.Opin/ft Distrf,buted Load..= 1.13krft Concenbrated S,oad.- O.ODkip No, of Concentrated Loads= 0 No. of Analysis Foints= 21 Unbtacad Lenqth...= 4.67ft Fy SQksi web Depth......... = 12.00in Web Thickness..... _ 0.112in Flange Width...... = 5.00in Flange Thickness..= 0.250in Output Report: Analysis x d Ix fb Fb #v Fv Paint ft in in^4 ksi ksi ksi ksi 2 0.15 12.00 100.48 0.79 24.34 5.53 7.89 2 0.46 12.00 100.48 2.33 29.34 5.26 7.89 3 0.77 12.00 100.48 3.78 29.34 4.99 7.84 4 1.06 12.00 100.48 5.16 29.39 4.72 7.09 5 1.38 12.00 100.48 6.46 29.34 4.45 7.89 6 1.69 12.00 100.48 7.69 29.34 4.18 7.89 7 2.00 12.00 100.48 8.84 29.34 3.91 7.89 8 2.31 12.00 100.48 9.41 24.34 3.64 7.89 9 2.61 12.00 100.48 10.91 29.34 3.37 7.89 10 2.92 12.00 100.48 11.83 29.34 3.10 7.89 21 3.23 12.00 100.98 12.67 29.34 2.83 7.89 12 3.54 12.00 100.48 13.44 29.34 2.56 7.89 13 3.85 12.00 100.48 24.13 29.34 2.29 7.89 1+1 4.15 12.00 100.48 14.74 29.34 2.42 7.89 15 4.46 12.00 100.48 15.28 29.34 1.75 7.89 16 4.77 12.00 100.48 15.74 29.34 1.48 7.89 17 5.08 12.00 100.48 16.12 29.34 1.21 7.89 18 5.38 12.00 100.48 16.43 29.34 0.94 7.89 19 5.69 12.00 100.48 16.66 29.34 0.67 7.89 ZO 6.00 12.00 100.48 16.81 29.34 0.40 7.89 21 6.31 12.00 100.48 16.89 29.34 0.13 7.89 Max. Moment...= 23.58 k-ft Max. ReacCion.= 7.30 kip peflection.... = 0.243in Beam Wt....... = 266.54 lb 41 1 Mg -3 input Deta: Type of Bevam: 5isnple Span (Syxranettical abouC Center Line) Span bength....... = 14.58tt Slope O.OOin/ft Distributed Load..= 2.33klft Concentrated Load.= 0.00kip Na. of Cdncentrated Loads= 0 No. of kaalpsis Po.int s= 23 IInbraCed Length...= 2.00ft Fy 50ksi Web Depth.........= 12.00in Web Thickness 0.179in Plange Width...... = 6.00in Flange xhickness,.- 0.375in Output Report: Analysis x d Ix fb Fb fv Fv Paint ft in in^4 ks1 ksi ksi ksi 1 0,16 12.00 173.27 1.10 30.00 8.24 17.09 Z 0,46 12.00 173.27 3.24 30.00 7.87 17.09 3 0.79 12.00 173.2? 5.28 30.00 7.50 17.09 4 1,11 12.00 173.27 7.22 30.00 7.14 17.04 5 1.43 12.00 173.27 9.07 30.00 6.77 17.09 6 1,74 12.00 173.27 10.81 30.00 6.41 17.09 7 2.06 12.00 173.27 12.46 30.00 6.04 17.09 8 2.38 12.00 173.27 14.02 30.00 5.67 17.09 9 2.69 12.00 173.27 15.47 30.00 5.31 17.04 20 3,01 12.00 173.27 16.83 30.00 4.94 17.09 ii 3.33 12.00 173.27 18.10 30.00 4.58 17.09 12 3.65 12,00 273.27 29.26 3Q.00 4.22 27.09 13 3,96 12.00 173.27 20.33 30.00 3.84 17.09 14 4.28 12,00 173.27 21.30 30.00 3.48 17.09 25 4.60 12.00 173.27 22.17 30.00 3.11 17.09 16 4.91 12.00 173.27 22.95 30.00 2.75 17.09 17 5.23 12.00 273.27 23.63 30.00 2.38 17.09 18 5.55 12.00 173.27 24.21 30.00 2.01 17.04 19 5.86 12.00 173.27 24.70 30.00 1.65 17.09 20 5.18 12.00 173.27 25.09 30.00 1.28 17.09 21 6.50 12.00 173.27 25.38 30.00 0.92 17.09 22 6.82 12,Q0 173.27 25.57 30.00 0.55 17.04 23 7.13 12.00 173.27 25.67 30.00 0.18 17.09 A9ax. Mement...= 62.81 k-ft Max. Reaction.= 16.45 ki.p Deflection.... = 0.471in Beam Wt....... = 323.23 lh -LLj C-`A ~ WinBeam By CAST TIME 03/15/04 14:55 56 page I ~ x+:t:t~xf::t+x.:t:tx:r«x~x~x~ex+<t:e~x~xx~~:t * SUMMARY OF THE INPUT INFORMATION * :t+«++:F>z:tk:t:t#~f>;re~#:f::t~et~:t.«+.xxe• TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION * Types and the locations of the supports in Feet Hinged support at X= 0.000 Hing ed support at X= 22.417 * Total number of different materials . 1 From X= 0.000 to X= 22.417 E= 29000 .000 ksi * Total number of different sections . 1 From X= 0.000 to X= 22.417 IX= 100.00 0 Inch**4 * Note: loading acting directly at support will be ignored. * Total number of concentrated loads . 1 Unit Kip Feet At X= 14.583 load P= -4.630 Mo ment= 0.000 * Total number of distributed loads : 1 Unit kip/ft At X= 0.000 W1= -1.130 At X= 22.417 W2= -1.130 * SUMMARY OF THE RESULTS * x+t.x:twee.txx:t.>:~.:e+~~<:e»r:+ • LENGTH UNIT Feet ; FORCE UNIT : Kip * MAXIMUM VALUES * Max. displacement is 0.00000 at X= 0.000 * Min. displacement is -0.23164 at X= 11.208 ~ WinSeam By CAST TIME 03/15/04 14 55 56 Page 2 ~ * Max. shear force is 15.67751 at X= 22.417 * Min. shear force is -I4.28336 at X= 0.000 * Max. moment is 69.11364 at R= 12.208 * Min. moment is 0,00000 at X= 0.000 * TOTAL APPLIED LOADS * Total applied concentrated load: -4.630 Kip * Total applied concentrated moment: 0.000 Kip Feet * Total applied distributed load: -25.331 Kip * SUPPORT REACTIONS * Reaction. at X= 0.000 : Force= 14.283 Moment= 0.000 * Reaction at X= 22.417 : Force= 15.678 Moment= 0.000 .~z.+a~+«.e~«~.e.~><x~x+•~+x * DETAILS OF THE ANALYSIS * et~~e4xz«e~.e.ax~~.<xx~«..kf * DISPLACEMENT AT OUTPUT POINTS At X= 0.000 At X= 5.604 At X= 11.208 At X= 14.583 At X= 16.813 At X= 22.417 * SHEAR FORCES : Coordinate X= 0.0000 X= 5.6042 X= 11.2084 X= 14.5833 X= 16.8125 X= 22.4167 * MOMENTS Displacement= 0.00000 Displacement= -0.16219 Displacement= -0.23184 Displacement= -0.20933 Displacement= -0.16755 Displacement= 0.00000 Shear (LT side) Shear (RT side) -14.2834 -7.9506 -7.9506 -1.6179 -1.6179 2.1958 6.6258 9.3448 9.3448 15.6775 ~ WinBeam By CAST TIME 03/15/04 14 55 56 Page 3~ ~ Coordinate X= 0. 0000 X= 5. 6042 X= 11. 2084 X= 14. 5833 X= 16. 8125 X= 22. 4167 Moment (LT side) Moment (RT side) 0 .0000 62. 3016 62. 3016 89. 1136 89 .1136 88. 1386 88. 1386 70. 1147 70 .1147 0. 0000 -14.2834 1136 --0.63 -1.13 Input Data: Beam Designation Number: MB-4 Use Beam Section: Built-up Live Laad....... = 145.00psf Dead Load....... = 50.00psf Say width....... = 7.29ft Span Length..... = 22.42ft Unbraced Length.= 7.83tt Fy 50.00ksi Deflection Limit (Live)= 360.00 Deflection Limit (Live+Dead)= 240 Output Report: Max. Moment= 90.86k-ft Reaction= 16.21kip Use Beam 5ection: Built-up BU16x 24.60 8eam Weight= 551.531b d=16.00in tua-- 0.179in bf= 6.00in tf= 0.375in Section Praperties Ix = 327.61in^4 5x= 40.95in^3 Area= 7.23in^2 rt= 1.58in diAf= 7.11in"-1 Bending Stress (ksi)--> tb= 26.63 Fb= 27.72 5tress Ratia=0.96 Shear Stress (ksi)--> fv= 5.94 Fv= 11.46 Szress Ratio=0.52 Deflection Live: 425 Live+Dead: 316 4 1 1 ' v F-°~ > Input Data: Typc of Besm; S:unple Sgaa (Syrrecretr.ical abouL Canter I,ine) span Length....... = 1$.50it Slope O.Dcinltt Distributed I,oad..= 1.55kj£t Concentrated Laad.= 0.00kip No. of Concentrated Loads= 0 No, of Analysis Paint s= 21 Unbraced Length...= 7.33ft Fy SOksi Wsb Bepth......... = 12.001n Web Thickness.....= 0.250in Flange Width..,,..= 6,00ixi Plange Thickxiess..= 4.375in Output Feport: Analqsis x d ix fb fib £u Fv Point ft in in"4 ksi ksi ksi k3i 1 0.22 12.00 181.70 1.24 28,40 4,67 20,00 2 0.66 12.00 182.70 3.62 28.40 4.44 217.00 s 1.10 12.00 181.70 5.88 28.40 4.21 20,00 4 1,54 12.00 281.70 8.03 28.40 3.98 20,00 5 1.98 12.00 181.70 10.05 28.40 3.76 20.00 6 2.42 12.00 182.70 11.96 28.40 3.53 20.00 7 2.86 12.00 181.70 23.75 28.40 3,30 20,00 8 3.30 12.00 181.70 15.42 28.40 3.07 20.00 9 3.74 12,00 181.70 26.97 28.40 2.84 20.00 10 4.18 12.00 181.70 18.40 26.40 2.62 20.00 11 4.63 12.00 181.70 19.71 28.40 2.39 20.00 12 5,07 12,00 181.70 20.90 28.40 2.16 20.00 13 5,51 12.00 181.70 21.97 28.40 1.43 20.00 14 5,95 22,00 292.70 22.93 28.40 1.71 20.00 15 6,39 12.00 181.70 23.76 28.40 1.48 20.00 16 6.83 12100 181.70 24.47 28.40 1.25 26,00 17 7.27 12,00 181.70 25.07 28.40 1.02 20.00 18 7.71 12.00 181.70 25.55 28.40 0.80 20.00 14 8.15 12.00 182.70 25.90 28.40 0.57 20.00 _ 20 8.59 12.00 181.70 26.14 28.40 0.34 20.00 21 9.03 12.00 181.70 26.26 28.40 0.11 20.00 ~ Max. Momen t...= 66.31 k-ft Max. React ion.= 14.34 kip Deflection 0.775in Beam Wt... = 460.33 lb 41 1 ~ . ~ = UT, - c Input Data: Type of Beam: Simple Spen (Sym¢netrical ebout Genter Line) Span Length....... = 19.0Oft Slope 0.00anlft Distributed Load..= 1.55k/ft Concentrated Load.= d.ODkip Na, of Concentrated Loads= 0 No. of Anal.pais Point s= 21 IInbraced Length...= Z.DOft Fy SOksi Web Depth......... = 13.50ia Web Thickness..... = 0.179in Flange width...... = 6.001n Flange Thickness..= 0.3751n Output Repozt: Analysi.3 x d Ix fb Fb fv Fv Point ft in in^4 ksi ksi ksi ksi 1 4.23 13.50 224.12 1.19 30.00 6.30 15.08 2 0.68 13.54 224.72 3,47 30.00 5.99 15.08 3 1.13 13.50 224.72 5.65 30.00 5.68 15.08 4 1.58 13.50 224.72 7.70 30.00 5.38 15.08 5 2.04 13.50 229.72 9.65 30.00 5.07 15.08 6 2.49 13.50 224.72 11.48 30.00 4.76 15.08 7 2.44 13.50 224.72 13.19 30.00 4.45 15.08 8 3.39 13.50 224.72 14.79 30.00 4.15 15,08 9 3.85 13.50 224.72 16.28 30.00 3.84 15.08 10 4.30 13.50 224.72 17.65 30.00 3.53 15.08 ii 4.75 13.50 224.72 15.91 30.00 3.23 15.08 12 5.20 13.50 224.72 20.05 30.00 2.92 15.08 13 5.65 13.50 224.72 21.08 30.00 2.61 15.08 14 6.11 13.50 224.72 22.00 30.00 2.30 15.08 15 6.56 13.50 224.72 22.80 30.00 2.00 15.08 16 7.01 13.50 224.72 23.45 30.00 1.69 15.08 17 7.46 13.50 224.72 24.05 30.00 1.38 15.08 18 7.92 13.50 224.72 24.51 30.00 1.08 15.08 19 8.37 13.50 224.72 2+1.85 30.00 0.77 15.08 20 8.82 13.50 224.72 25.08 30.00 0.46 15.08 21 9.27 13.50 224.72 25.20 30.00 0.15 15.08 Nlax. Moment...= 69.94 k-ft Max. Reaction.= 14.72 kip Deflection = 0.6971n Beam Wt... = 438.49 lb 4 1 1 . " _ "}`f MFF1-:1- Znput Data: Tppe of Beam: 5imple Span (Syimnetrical about Center Line) Span Length....... = 20.0Oft slope O.OOin/ft Distributed Load..= 0.00k/ft Concentcated Load.= 14.00kip No. af Concentrated Loads= 1 No. of Analqsis Points= 23 Unbraced bength...= 24.58ft Ey SOksi Web Depth......... = 16.00in Web Thickness..... = 0.179in Flange Width...... = 8.001n Flange Tlaickness..= 0.250in dutput Report: Analysis x d Ix fb Fb fv Pv Paint ft in in^4 ksi ksi ksi ksi 1 0.22 16.00 303.61 0.48 21.94 2.52 11.09 2 0.65 16.00 303.61 1.44 21.94 2.52 11.09 3 1.09 16.00 303.61 2.91 21.94 2.52 11.09 4 1.52 16.00 303.61 3.37 21.94 2.52 11.09 5 1.96 16.00 303.61 4.33 21.94 2.52 11.09 6 2.39 16.00 303.61 5.29 21.99 2.52 11.09 7 2.83 16.00 303.61 6.26 21.94 2.52 11.04 8 3.26 16.00 303.61 7.22 21.94 2.52 11.09 4 3.70 16.00 303.61 8.18 21.94 2.52 11.09 10 4.13 16.40 303.61 9.14 21.94 2.52 11.09 il 4.57 16.00 303.61 10.10 21.94 2.52 11.09 12 5.00 16.00 303.61 11.07 21.94 2.52 11.09 13 5.43 16.00 303.61 12.03 21.94 2.52 11.09 14 5.97 16.00 303.61 12.94 21.94 2.52 11.09 15 6.30 16.00 303.61 13.95 21.94 2.52 11.09 16 6.74 16.00 303.61 14.92 21.94 2.52 11.09 17 7.17 16.00 303.61 15.88 21.94 2.52 11.09 18 7.61 16.00 303.51 16.84 21.94 2.52 12.09 19 8.04 16.00 303.61 17.80 21.94 2.52 11.09 20 3.48 16.00 303.61 18.77 21.99 2.52 11.09 21 3.91 16.00 303.61 19.73 21.94 2.52 11.09 22 9.35 15.04 303.61 20.59 21.94 2.52 11.09 23 9,78 16.00 303.61 21.65 21.94 2.52 11.09 Max. Mnment...= 70.00 k-ft Max. Reactian.= 7.00 kip Deflection.... = 0.458in Beam LJt....... = 462.04 lb 41 1 ENGINEERING DEPT. JOB NO. F7I I 4-(o JOB TITLE DESCRIPTION SHEET NO. MADE BY CK'D BY DATE ~oCF F('~/d✓~I~-1.(0 ~!:i=-.<;.t:.^n„~. ~ Fc!'~ ~tkr.l(ain.LSo ~.'~C'~cAwlr3.~i I22_t K-- 1119 i MU(}},._ UA- 4,33 /~-!i ( I.s~ ~ v t`7.44 ~ 3 i ` l i U{f = ~ ~`",'~-J~L , 1- . _ ~,uu._\ f ~ .~~1. DEPT. " JOB TITLE DESCRIPTION --l- • - 't ~ YM ~ N JOB NO. SHEE7 NO MADE BY ~ CK'D BY DATF O-S k MM~_ C3D.fo (~4-'~,d~ Io~1 , = -S~~ ~ ~h- i. 22 -69 ~ I ~ ~5. (a I ro~`) s 'M - 11 j2jxt! _ r~ i ~ SIP7PI,E BE:.N] DESIG7S Input D-ata: Bearn PesiCinatioii NLUrber: BN]-2 Use Bez,m :3ecrion: Ruilt-up S,ive Load....... =1000.LlOpsf Bay UJidth....... = 1.0Oft Urbraced I,enqth.= 12.92ft Deflection Limit (Li.srej= ;r,p.fjlj C,ztp,zr R.epr,rt Dead Lo4d....... _ ?SU.IJppsf Spsn Length..... = 12.92ft Fy SLI.pUksi Defler_tion I,irnit (Livr+Dead)= 240 Nlax.. MomEnt= 36.36k-ft Reaction= 11.41}:ip IIse Eeam Section: Built-up BtIlo:t 17.23 &zan Udeight= 222.5511l d=10.00in tu= 17.112in bf= 3.00in tf= 0.250ini Section Propertizs Ix = 103.09104 Sx= 20.E2in'3 Area= 5.06in'2 rt= 2.21in d:`af= 5.00i0-1 Bending Stres3 (k3ij--: fk= 21.45 Fb= 24.32 Stress R.atio=0.59 Shcar Srt-ess f.== 10.73 Fv= 11.56 Srress Fati0=0.93 D-eflectiut. Live: 739 Li+;e+Dead: 422 - .`;INIF'LE EEisP7 DESIGpI Input Data: Eeeun Designation hllunber: BM-9 IIse Eeam Section; Sui1r-up Live Load....... =1UL1U.00psf Bap Tntidth....... = 1.0Ott T?nhraced Lenyth.= 22.42ft Dcfleution I,imit (I,ivF)= 3E0.00 Output Repr,rt: Nls:c, h7oment= 100.153-ft Use Besm ^aection: Aead Losd....... _ Span Zength..... _ Fq DEflection Liiriit Fecactian= 17,891;ip 56G.OOpsf ..2.43tt Sp.LILI};si (LivE+nesd)= 241J Suilt-up BII18:•; 36.03 Becini Wziqht= 807, 5?lb d=19.00in tw= 0.179in bf=10.00in tf= 0.375in Szr_tion Frtpertiez Ir; = 659.11in^4 Sx= 73.23in"3 Area= 20.59in"2 rt= 2.71in d!Af= 4.90in^-1 B?nding Stress (ksi)--: fb= 1E.43 Fb= 17.40 Streos R:xtia=0.94 Shear Stress (ksi)--7 fv= 5.79 Fsr 8.95 Stress ftstia=0.65 Deflection Livz: 904 Livz+Dead: 580 .~J' 5ZP7FLE EE:.N7 DESIr;N Input Data: Beani Desiynation Ntunber; BN]-10 Lrse beam °ecrion: Euilt-iip Live Laad....... =130G.00psf Bay raidth....... = 1.0p£r IIxilbraced Length.= 22.42ft Deflection Limit (LivF)= 360.00 Output Report: Deari Lnar_i....... =1200.Ollpsf Span Length..... _ 22,4eft Fp 50.00};s~ Defl-crrion Liinit i;LivF+PFndh= 240 Pla:•:. Moment= 160.20k-ft Feaction= 33.59kip Use Beam Section: Built-up BII30x. 50.40 Sesm Weight= 1129.881h d=30.00in tw= 0.250in bf=10.00in tf= 0.375in Sectian Properties I:t = d16'7.02in^4 S:<=144.47in^3 4rea= 14.81in^t'. rt= Z.SIin d!Af= 8.0Oin^-1 BFnding ^atre°s (ksi)-> fb= 13.31 Fb= 14.78 Stress Ratio=0.90 shear Stress (ks.i)--> fv= 3.91 Fv= n.07 Stress Ratio=0.64 D?flection Live: 2e38 Lice+Dead: 11317 . i.,.,....[ SIP7FI,E BExN] DESIGN Iriyut UatY: Besm Designation ISuzbFr: EP7-11 Use Reaxtr Section: Built-up Zive I,asd.......=100p.C10psf Bay irdidth....... = 1.0[lft Linhrar_e3 L?ngth.= 18. `Ctft ➢Eflection Limit i;Lis=e}= 060.00 Outp,.it Reporr; P9ax. INoment= 78.33k-ft Use &eaun Ser_tian: Dead Load....... = 800.00psf Span Lenath..... = 18.50tt Fp 50.00ksi DFTlection Limit (Liva+Uead}= 240 Aeaction= 16.94k.ip Built-up HII18x 30.92 Bzam Ldzighr= 572.021b d=18,00in tw= 0.179in bf= 9.00in tf= 0.375in Section Propertieu I:; = 542.60in^4 S:= 60.29inA3 xrEa= 9.09102 rt= 2.13in d(Af= 6.L10in^-1 Eending Stress (ksi)--=- fM= 15.59 Fb= 15.65 Nr_res° Ratio=l.iJO Shesr Stress (}:si)--> f:= 5.48 F;r 8.95 'a`tress Ratio=0.61 Deflection I,iue: 1325 Li:-e+DeRd: 736 1411 1 DEPT. JOB NO. K `I JOB TITLE DESCRIPTION ~CA~~41/}ln1<o =,^1'ii~1'~F~ 51 r~rt l5~- o„ ! ~r SHEET NO. MADE BY ~nA CK'D BY _ DATE 4310110L} j . 3~0 • l~- ~ z = l.l~ b-0 Z i" r t' ~ _ ~ 4.3(pr h' x C I Z) j(~. I~-4-~ = Co• 9- G~-z ~t ~ , ~ c C/5~~~ (Z~f~ c ✓ ~ ~~cc. ~5~x ~4*'.:.(n b~l I ii ~ Q. ~L ✓ 'G'< ' = ENGINEERING DEPT. JOB TITLE DESCRIPTION . r.fl - 2 SP~-,•l = 2-0~ -o JOB NO SHEET NO. q MADEBY 0/l DATF bs 1/O I I UL'f' CK'D BY _ ~ ~ W x ~ ~L t, . ~ k-,~ - r.- +q, ~.~e7~'.' ( ~ O C(J~If CS-~XCS.S'~,'K(~•~-Ol~/'U}?,~.~xooO~~C~j`~r ,r c.sa O L C -v U'-~",~ ENGINEERING DEPT. JOB NO. V-II «-L JOB TITLE SHEET NO. DESCRIPTION MADE BY C-V1 CK'D BY ,1,t onre G'~Io004- ,?a,F c:.c:A v M <<µ-K~ V -r ~ ! - L ~bm-~) (~µ-i~~ ~c ~,t +Lz~xl•I~ ° ~~I.~'`F . C-? 4_ , . I I ~ ENGINEERING DEPT. JOB TITLE DESCRIPTION Cr,,>':,':~~ -1~ (.1 ~'T'K i~~Zi.~~( _ ✓d.~L , C-3 ± u,- iy t b JOB NO. SHEET NO. MADE BY `-'~A DATE CK'D BY . ~ ~ ~ : LMs'/e~ ~ ~ !r -Z" r~ ~Is e Y _ ~7- fS•(o t I.SS • L' -J ~ I ~ I i i ~ I I! I~ ~F- DEPT. JOB NO. 2I T~o JOB TITLE SHEET NO. DESCRIPTION MADE BY C/Mf CK'D BY DATE U(4 ~v1E~~/`•,r';in1E :n+:.i ,.~~-;~,':,J. ~Q' 2v" D-C ~ ~LL_ Z ( ~~~~..lEEnl Lin~cS `z'/(~~) kTJ A, ' ZD ~T t 2 2. - Input Data: Type of Beam: Simple Span (SCmrznetrical sihout Center Line) Spen Length....... = 22.75ft Slope 0.00inlft Distributed Load..= 0,19k/ft Concentrated Load.= 0.00kip No, of Concerrtrated Loads= 0 No. of Analysis Hoint s= 20 IInbraced Length...= 22.75ft Fy SOksi. Web Aepth......... _ $.Ooin Web Thickness..... = 4.112i.n Flange width...... = 6.001n Flange Thickxiess..= 0.375in Output Report: Analysis x d Ix fb Pb fv 8v Point ft in in^4 ksi ksi kai ksi 1 0.28 8,00 68.96 0.42 12.35 2.55 16.60 2 0.85 8.00 68.46 1.22 12.36 2.42 16.60 3 1.42 8.00 68.96 1.97 12.36 2.29 16,60 4 2.49 5.00 68.96 2.69 12.36 2.15 16.60 5 2.56 8,04 68.96 3.36 12.36 2.03 16.60 6 3.13 8.00 68.96 3.99 12.36 1.90 16.60 7 3.70 8,00 68.96 4.58 12.36 1,77 16,60 S 4.27 8.00 68.96 5.13 12.36 1.64 16.60 4 4.83 8.00 69.96 5.64 12.36 1.51 16.60 10 5.40 8.00 68.96 6.10 12.36 1.38 16,60 11 5.47 8.00 68.96 6.52 12.36 1.24 16.60 12 6.54 8.00 68.46 6.90 12.36 1.11 16.60 13 7.11 8.00 68.96 7.24 12.36 0.98 16.00 14 7.69 8.00 68.96 7.53 12.36 0.85 16,60 15 8.25 8.00 68.96 7.78 12.36 0.72 16.60 10 8.82 8.00 68.96 7.99 12.36 0.59 16.60 17 9.38 8.00 68.96 8.16 12.36 0.46 16,60 18 9.95 8.00 68.96 8.29 12.36 0.33 16,60 19 10.52 8.04 68.96 8.37 12.36 0.20 16.60 20 11.09 8.00 68.46 8.42 12.36 0.07 16.60 Max. Momen t...= 12.10 k-Ft Max. React ion.= 2.13 ka.p Deflection 0.563itt Beam Wt... = 411.22 LU 41 1 ~ ~ ~ , Input Data: Bzam Designation Use Beam Section Live Laad....... Saq width....... Unbraced Length. Deflection I,imit Gutput Report: SIN]PLE BEAM DESIGN i Nuxn6er: E-BE?N72 Built-up 13.6Dpsf 13.75ft 18.SOft_ iLiVPa= 240.00 Dead Load....... _ MOpsf Span Length..... = 18.5Oft Fy 50.00ksi Deflection Limit (S,i:=e+pead)= 240 N1ax. Mament= 8.56k-ft Reaction= 1.85kip Use Beam Section: Built-up BU 8x 13.07 Beam Weight= 241.791b d= B.DDin tw= 0.112in bf= 6.00in tf= 0.250in Section Properties I:t = 49.00104 Sx= 12.ZSin^3 Area= 3.84i.n^2 rt= 1.66in d/Af= 5.33in^-1 Bending Stress Iksi}--> fb= 8.38 Fb= 10.14 Stress Ratio=0.83 Shear Streoa (ksi)--> f+r= 2.20 Fv= 16.04 a'tress Ratio=0.14 Deflectian Live: 640 Live+Dead: 640 i i i A 1 i SIMPL$ BEAh7 DESIGN Input Data: Beam Desiqnatian Nuirber: E-BEAM3 IIse Beam Section: Built-up Live I,oad....... = 13.60psf Bap width....... = 13.75tt Uxbraced I,ength.= 13.25ft Deflection I,imit (Live)= 240.00 Output Report Dead Load....... = 0.00psf Span Length..... = 13.25ft Fy SD.OOksi Deflection Limit (Live+Dead)= 240 Max.. Moment= 4.35k-ft Reaction= 1.31kip Use Beam Section: Built-up BU 8x 11.37 Beam Weight= 150.651h d= 8.Ol7in tc•~F= 0.1121n bf= S.OOin tf= 0.25171n Section Properties Ix = 41.49in^4 Sx= 10.37in"3 Area= 3.34in^2 rt= 1.37in d/Af= 6.40in^-1 Bending Stxess (ksi)--> fb= 5.04 F6= 12.62 Stress Ratia=0.40 Shear Stress (ksi)--> fv-- 1.56 Fv-- 16.04 Stress Rati0=0.10 Deflection I,ive: 1475 Live+Dead: 14'75 . 4~.:1.. 1 SIMPLE BEAM DESIGN Input Data: Beam Dzsignstian Number: E-BEAM4 Use Beam Section: Built-up I,ive I,oad....... = 13.60psf Bay Width....... = 13.75£t Un6raced Length.= 15.00ft Deflection I,imit (Live)= 240.00 Outp+zt Report: Dead Load....... = O.ODpsf Span Length..... = 15.00ft Fy 50.00ksi Deflectian Limit (Z,ive+Dzadj= 240 Max. Moment= S.SSk-ft Reaction= 1.49kip IIse Beam Section: Built-up BU 8x 11.37 Beam Weight= 170.551h d= S.OOin tc,-- 0.1121n bf= S.OOin tf= 0.250in Section Properties Ix = 41.49in^4 Sx= 10.37in^3 Area= 3.34in^2 rt= 1.37in d/Af= 6.40in^-1 Bending Stresa (ksi)--: fb= 6.46 Fb= 10.42 Stress Ratio=0.62 Shear Stre3s (ksi} f+r= 1.77 Fv-- 16.04 Stress Ratio=0.11 ➢eflection Live: 1016 Live+Dead: 1016 z ii-i r • SIMFLE BEAM DESIGN Input Data: Bean Designation Nu:riber: E-BEi+M5 Use Ream Sectian: &uilt-up I,ive I,oad....... = 13.60psf Bay Width....... = 12.50ft Unbraced I,ength.= 22.75fr Deflection I,imit (Live)= 240.00 Output Report: Dead Load....... = O.OOpsf Span Length..... = 22.75ft Fy = 50.00kai Deflection Limit (Zive+Dzadj= 240 Max.. Moment= 12.00k-ft Reaction= 2.llkip Use Beam Section: Built-up BU 8x 15.52 Beam Weight= 353.08lb d= S.OOin tw-- 0.112in bf= S.OOin tf= 0.375in Szctian Properties Ix = 58.llin^4 Sx= 14.53in"3 Area= 4.56in^2 rt= 1.39in d/Af= 4.27in^-1 Bending Stress (ksi)--> fb= 9.91 Fb= 10.29 Stress Ratio=0,96 Shear Srress (ksi)--> fv-- 2.60 Fv= 16.60 Stress Ratia=0,16 Deflection I,ive: 449 Live+Dead: 449 I ' 'I i ,I I C-yAM Snput Data: Type of Beam: 3lmple Span (Synanetr ical about Center Line) Span Length....... = 28.50ft Slope O.OOin/ft Distributed I,oad..= 0.19kJtt Concentrated Load.- Q.QOkip No, of Concentrated Loads= 0 No. of Ana2ysis Foints= 20 Unbrsaed benqth...= IB.SOfC Fy SOksi 4Jeb Depth......... = 8.00in Web Thickness..... = 0.1121n Elange Wa.dth...... = 6.00in Flsnge Thickness..= 0.250in Output Report: Analysis x d Ix fb Fb fv Fv Point ft in in"4 ksi ksi ksi ksi 1 0.23 8,00 48.98 0.38 10.14 1.99 16.04 2 0.69 8.00 48.48 1.12 10.14 1.88 16.04 3 1.16 8.00 49.98 1.82 10.14 1.78 16.04 4 1.62 8.00 48.98 2.48 10.19 1.68 16.04 5 2.08 8.00 48.98 3.10 10.14 1.58 16.04 6 2.54 8.00 48.98 3.68 10.14 1.48 16.04 7 3.01 8.00 48.98 4.22 10.14 1.38 16.04 8 3.47 8.00 48.98 4.73 10.14 1.27 15.04 9 3.93 8.00 48.98 5.19 10.14 1.17 16.04 10 4.34 8.Q0 98.98 5.62 10.14 1.07 16.04 11 4.86 8.00 48.98 6.01 10.14 0.97 16.04 12 5.32 8,00 48.98 6.35 10.14 0.87 16.Q4 13 5.78 8.00 48.98 6.66 10.14 0.76 16.04 14 6.24 8.00 48.98 6.94 10.14 0.66 16.04 15 5.71 8,00 48.98 7.17 10.14 0.56 16.04 16 7.17 8.00 48.98 7.36 10.14 0.46 16.04 17 7.63 8.00 48.98 7.52 10.14 0.36 16.04 1& 9.09 8.00 48.98 7.63 10.14 0.25 16.04 14 8.56 8,00 48.98 7.71 10.14 0.15 16.04 20 9.02 8.00 48.96 7.75 10.24 0.05 16.04 Ma,c. Moment...= 7191 k-ft Max. Reaction.= 1.71 kip Deflection.... = 0.343in Heam Wt....... = 241.73 I.U 41 J *(14)PURLIN SPACING: * SurE Peak Max * Id Space Space Set Set Of -Set Space- Space Space Space No. 31I112004 RoofDes.out Page 2 * Wall Sets_Of Bay No. * Id Bays Width Says 1 3 14.5833 1 15.0000 2 14.5834 1 2 3 22.7500 1 18.5000 1 13.2500 1 3 3 14.5833 1 15.0000 2 14.5834 1 4 3 13.2500 1 18.5000 1 22.7500 1 5 3 22.7500 1 18.5000 1 13.2500 1 *(10)FR AMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 0 3 0 4 0 *(11)PARTIAL WA LLS: * wall Set Of --Bay Id-- Wall Base Full * Id _ Bays _ Start End Height Type Load Use 1 0 2 0 3 0 4 0 *(12)SURFACE EXTENSION/FRAME RECESS: * Surf ---Surf Ext--- Frame Recess * Id Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 * < FRAMING DESIGN > ~ *(13)PURLINS: * Surf Purlin OS Flg Flg IS Set * Id Type Brace _ Brace Depth 2 'ZB' 'y' 'Y' 0.000 *(14)PU RLIN SPA CING: * Surf Peak_ Max Set * Id Space Space Space Rafter Size----- Left Right 'W08542 ' 'W08542 ' Set Lap Max_Unbr Ext Int Length 0.0000 0.0000 19.0000 Set Of -Set Space- Space Space No. 311112004 RoofDes.out Page 1 *E11176 Roof Design Input 3/ 4/04 4:07pm * < PROGRAM OPERATION > * *(1)JOBID: (Max: 60 char) 'B11Z76' * (2 ) PROGRAM OPTIONS : * Run Run Run * Purlin Panel Brace iYl IN' tYl *(3)DESIGN CODE: * *Design ---Steel Code--- * Code Cold Hot 'WS' 'AISI96' 'ATSC89' ---BUild--- Seismic Country Code Year Zone ' ' 'UBC ' 197' 11 ' *(4)DESIGN CONSTANTS: Wind * -----Steel Yield(ksi ------Stress Ratio------ Lap Strength * Purlin Panel R Col W Col Purlin Panel Wind Frame Stiff Factor 55.0 80.0 36.0 50.0 1.03 1.03 1.03 0.50 1.3330 *(5)DEFLECTION LIMITS: * Purlin------ Extension----- ---Panel--- Wind * Live Wind Total Live Wind Total Live Wind Frame 180.0 120.0 0.0 150.0 120.0 0.0 180.0 120.0 60.0 *(6)REPORTS: * Input Purlin * Echo Design III iyl Purlin Eave Roof Cable Summary Strut Panel Brace I yI T yT tYi I yI *(7)BUILDING TYPE: * Build L Expand_EW R Expand_EW ------Open Wall--- * Type Use Offset Use Offset L EW F SW R EW B SW 'FF-' 'Y ' 4.000 'Y ' 4.000 'N' 'N' 'N' 'N' * < BUILDING LAYOUT > ~ *(8)BUILDING SHAPE * No. X Coord * Surf (ft) 3 0.0000 59.1667 59.1667 Y Coord (ft) 25.0000 27.4653 0.0000 *(9)WALL BAY SPACING: (Max: 40 bays) 311112004 FramSum.out Page 6 GIRT LOCATION: Bay No. Id Girt 1 0 2 0 3 0 Girt Location WALL BRACING: Bay Brace Brace Brace Id Height Type Diam - 1 13.00 Rod 0.625 25.00 Rod 0.625 3 13.00 Rod 0.625 25.00 Rod 0.625 311112004 FramSum.out Page 5 Bay No. Id Girt 1 0 2 0 3 0 4 0 Girt Location 311176 FRAMING SUMMARY: Front Sidewall 3/11/04 3:53pm GIRTS: Girt IS Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Id Girt 1 0 2 0 3 0 WALL BRACING: Girt Location Bay Brace Brace Brace Id Height Type Diam - 1 13.00 Rod - 0.625 27.47 Rod 0.625 3 13.00 Rod 0.625 27.47 Rod 0.625 B11176 FRAMING SUMMARY: Back Sidewall GIRTS: Girt IS F1g Type Strap ZF 0 3/11/04 3:53pm i 311112004 FramSum.out Page 4 ~ B11176 FRAMING SUMMARY: Left Endwall 3/11/04 3:53pm COLUMNS: Column Column Column Column ~ - Base Bolts - Id Offset Len+/- Size - _ + No Type Diam - 2 14.6 24.7 W08842 - 0 3 29.6 25.3 W08862 0 4 44.6 25.9 W08862 0 GIRTS: Girt IS Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Girt Location Id Girt 1 0 2 0 3 0 4 0 ---Top_Bolts-- No Type Diam 4 A325 0.500 4 A325 0.500 4 A325 0.500 - - B11176 FRAMING SUMMARY: Right Endwall 3/11/04 3:53pm COLUMNS: Column Column Column Column ~--Base Bolts-- Id Offset - Len+/- Size _ ~ No Type Diam 2 - - 14.6 25.9 W08862 0 3 29.6 25.3 W08862 0 4 44.6 24.7 W08842 0 GIRTS: Girt IS Flg Type Strap ZF 0 ---Top_Bolts-- No Type Diam 4 A325 0.500 4 A325 0.500 4 A325 0.500 GIRT LOCATION: 311112004 FramSum.out Page 3 B11176 FRAMING SUMMARY; Roof 3/11/04 3:53pm PURLIN LAYOUT: Surface Purlin Surf Ext Stub Purlin Total Peak Set Space- Id Type Left Right Left Right - Rows Space _ Space Row 2 ZB 0.00 - 0.00 Y N 21 0.000 PURLIN & EAVE STRUT SZZE; Surface Bay Purlin -Purlin Lap- IS F1g Eave B SW Eave F SW Id Id Size Left Right - Strap Strut StruE 2 1 9Z15 1.88 1 9C13S - 9C13S 2 9Z15 1.85 1.88 0 9C13S 9C13S 3 9Z16 1.88 0 9C135 9C13S ROOF BRACTNG: Bay Brace Attachment Location (Distance measured from back sidewall) Id Type 0.0 14~6 29.6 44.6 59,2 1 Rod 0.500 0.500 0.500 0.500 3 Rod 0,625 0.500 0.500 0.625 BOLTS AT EAVE STRUT: Wall Frame Line Lap ----Bolt Size--- Id Id - Type - Plate No Type Diam Was her 2 - 1 - RF 2 A307 0.500 0 2 2 RF N 2 A307 0.500 0 2 3 RF N 2 A307 0.500 0 2 4 RF 2 A307 0.500 0 4 4 RF 2 A307 0.500 0 4 3 RF N 2 A307 0.500 0 4 2 RF N 2 A307 0.500 0 4 1 RF 2 A307 0.500 0 PURLIN ANTI -ROLL: Surf Line Ds A R ol No, Id Id Anti Roll Type Td Purlin Purlin Id 2 RF Dire - ct bolt - @002 - 1 11 311112004 FramSum.out ROCKFORD MANUFACTURING FRAMING SUMMARY FOR R11176 BUILDING DATA Width (ft) = 59.2 Length (ft) = 54,5 Eave Height (ft) = 25.0/ 27.5 Roof Slope (rise/12) = 0.50 Dead Load (psf ) = 2.20 Live Load (psf ) = 20.00 Collat. Load (psf ) = 0.00 Snow Load (psf ) = 30.00 Wind Speed(mph ) = 90.0 Wind Code = UBC 97 Closed/Open = C Exposure = g Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.19 Designer = CM Page 1 3/11/04 311112004 DesCa1c.out Page 12 I Rho = 1.000 = 1.0 for zones 1& 2 Seismic Dead Load, W Snow Factor = 0.250 Roof Snow = 30.00 (psf Roof Dead = 2.20 (psf Frame Dead = 2.00 (psf Roof Total = 11.70 (psf L EW Dead = 2.00 (psf R EW Dead = 2.00 (psf F SW Dead = 2.00 (psf B_SW Dead = 2.00 (psf , Weight= 37.73 (k ) , Weight= 1.55 (k ) , Weight= 1.55 (k ) , Weight= 1.50 (k ) , Weight= 1.36 (k ) Total = 43.69 (k Seismic Forces Roof Bracing R = 5.6 , Rho = 1.00, RMax = 1.00, Omega= 2.20 W = 40.83 (k ) Force, V = 45.32 (k ) Sidewall Bracing Front R W Force, V Back R W Force, V Rigid Frames 5.6 9.85 10,93 5.6 9.66 10.72 , Rho = 1.00, RMax (k ) (k ) , Rho = 1.00, RMax (k ) (k ) 1.00, Omega= 2.20 1.00, Omega= 2.20 R = 8.5 , Rho = 1.00, RMax = 1.00, Omega= 1.00 Frame 1 W = 0.60 (k ) Force, V = 0.20 (k ) Frame 2 W = 1.02 (k ) Force, V = 0.34 (k ) End Plates Frame Omega= 2.80 311112004 DesCalc.out Page IZ *1 Frame Lines : 1 4 *2 Frame Lines : 2 3 Endwall Column Reactions -Out Of Plane- Frame Col Dead Collat Live -Brc_ Wind L- -Brc Wind R- Wind P Wind S Line - Line Vert Vert Vert Horz Vert - Horz Vert Horz Horz 1 D 3.7 0.0 13.7 0.0 0.0 0.0 0.0 - -2.5 - 2.5 1 C 3.9 0.0 13.7 0.0 0.0 0.0 0.0 -2.6 2.6 1 B 3.9 0.0 13.7 0.0 0.0 0.0 0.0 -2.6 2.6 4 B 3.9 0.0 13.7 0.0 0.0 0.0 0.0 -2.6 2.6 4 C 3.9 010 13.7 0.0 0.0 0.0 0.0 -2.6 2.6 4 D 3.7 - 0.0 - - 13.7 0.0 - 0.0 0.0 0.0 -2.5 2.5 - Endwall Column Reactions Frame Col -Raf Wind L- -Raf_Wind R- --Seismic L- --Seismic R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert 1 D 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 1 C 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 B 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 B 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 4 C 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 D 0.0 0.0 - - 0,0 - 0.0 - 0.0 0.0 - 0.0 0.0 - - B11176 Seismic Design Report: 3/11/04 3:53pm Building Data Code =UBC 97 Length = 54.50 Width = 59.17 Left Eave Height = 25.00 Right Eave Height = 27.47 Seismic Formula Shear Force, V Zone Ca = Omega*2.5*Ca*W*I/R = 1 = 0.190 311112004 DesCalc.out 9 DL+WRl+WS 10 DL+WP BRACING/PANEL SHEAR REACTIONS: ------Reactions(k ---Wa11-- Col Wind---- --Seismic--- Loc Line Line Horz Vert Horz Vert 1 Rigid Frame At Endwall A 1,2 5.40 6.03 5.46 6.10 3,4 5.40 10.35 5.46 10.47 4 Rigid Frame At Endwall E 4,3 5.23 9.05 5.36 9.27 2,1 5,23 5.27 5.36 5.40 B11176 Additional Reactions Report: Rigid Frame Column Reactions 3/11/04 3:53pm Frame Col ---Dead--- Collateral ---Live--- --Live R-- -Wind L1-- Line Line - Horiz - - Vezt Horiz Vert Horiz - - Vert Horiz Vert Horiz Vert *1 E 1.7 7,8 0.0 - 0.0 - 7.8 31,1 0.0 0.0 - -5.1 -5,6 *1 A -1.7 8,5 0.0 0.0 -7.8 33.1 0.0 0.0 -2.1 -1.7 *2 E 3.0 14,6 0.0 0.0 16.0 67.0 0.0 0.0 -9.1 -9,9 *2 A -3.0 16.1 0.0 0.0 -16.0 74,3 0.0 0.0 -3.8 -3,0 Frame Col -Wind Rl-- -Wind L2-- -Wind R2-- Seism ic L- Seismi c R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert *1 E 2.6 -1.3 -4.2 - - -4.8 1.7 -2.1 -3.8 -3.2 - 3.8 3.2 *1 A 5.4 -5.9 -1.3 -2.4 4.6 -5.2 -3.3 3.2 3.3 -3.2 *2 E 5.0 -2.4 -7.5 -8.6 3.4 -3.7 -5.2 -4.3 5.2 4.3 *2 A 9.3 -10.5 -2.5 -4.3 7.9 -9.2 -4.4 4.3 4.4 -4.3 Frame Col -LnWi nd L- -LnWi nd R- Line Line - - Horiz - Vert Horiz Vert *1 E 0.2 -16.6 0.2 -16.6 *1 A -0.2 -18.5 -0.2 -18.5 *2 E 0.5 -19.5 0.5 -19.5 *2 A -0.5 -21.4 -0.5 -21.4 Page IO Panel Shear (Ib/ft) 311112004 DesCalc.out Page 9 ' B11176 Reactions, Anchor Bol ts, & Base Plates: 3/11 /04 3:53pm - Foundation Loads (k) Frame Col Max Pos Val Max Neg Va1 Anc . Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam - Width Len Thick ' - 1 D 9 2.5 3.7 10 -2.5 3.7 2 0.750 5.00 5.00 0.500 3 0.0 17.3 1 C 9 2.6 3.9 10 -2.6 3.9 2 0.750 8.00 8.00 0.500 3 0.0 17.5 1 B 9 2.6 3.9 10 -2.6 3.9 2 0.750 8.00 8.00 0.500 3 0.0 17.5 g g g 2.6 3.9 10 -2.6 3.9 2 0.750 8.00 8.00 0.500 3 0.0 17.5 4 C 9 2.6 3.9 10 -2.6 3.9 2 0.750 8.00 8.00 0.500 3 0.0 17.5 4 D 9 2.5 3.7 10 -2.5 3.7 2 0.750 8.00 8.00 0.500 3 0.0 17.3 *1 E 1 10.9 38.2 2-3.8 -3.2 6 0.750 8.00 17.00 0.500 3 9.5 38.9 *1 A 4 3.6 2.6 5-10.6 40.8 6 0.750 8.00 17.00 0.500 3 -9.6 41.6 6 3.3 -3.2 *2 E 1 21.5 80.4 7-6.1 4.7 6 0.750 12.00 17.00 0.500 3 19.0 81.6 2 -5.2 -4.3 *2 A 4 6.3 5.6 5-21.0 88.9 6 0.750 12.00 17.00 0.625 3 -19.0 90.4 6 4.4 -4.3 *1 Frame Lines : 1 4 *2 Frame Lines : 2 3 Load Load Id Combination 1 DL+CL+LL+WR1/2 2 SEIS L 3 DL+CL+LL 4 DL+WRl S DL+CL+LL+WL1/2 6 SEIS R 7 DL+WL1 8 DL+CL+SEIS R ' 3/11/2004 Add Id 22 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 DesCa3c.out Id Type ~ Wpl Wp2 Co D11 D12 2 D -0.20 0.00 -0.040 0.00 1.93 2 D 0.00 -0.20 0.040 0.00 59.17 1 C 1.50 0.00 0.00 0.00 24.00 1 C -1.50 0.00 0.00 0.00 24.00 3 C 1.50 0.00 0.00 0.00 0.00 3 C -1.50 0.00 0.00 0.00 0.00 1 C 1.14 0.00 0.00 0.00 24.00 3 C 1.14 0.00 0.00 0.00 0.00 1 C 3.52 0.00 0.00 0.00 24.00 3 C 3.52 0.00 0.00 0.00 0.00 2 C 0.00 -10.20 0.00 14.58 0.00 2 C 0.00 -2.44 0.00 14.58 0.00 2 C 0.00 -10.20 0.00 29.58 0.00 2 C 0.00 -2.44 0.00 29.58 0.00 2 C 0.00 -21.55 0.00 39.17 0.00 2 C 0.00 -5.15 0.00 39.17 0.00 2 C 0.00 -6.16 0,00 44.58 0.00 2 C 0,00 -1.50 0,00 44.58 0.00 1 C 0.00 -21.77 0.00 0.00 13.00 1 C 0.00 -5.21 0,00 0.00 13.00 3 C 0.00 -21.77 0.00 0.00 -14.47 3 C 0.00 -5.21 0,00 0.00 -14.47 Page 8 - Distributed 311112004 DesCalc.out Page 7 4 1 C -0.84 0.00 0.00 0.00 24.00 5 3 C 0.84 0.00 0.00 0.00 0.00 6 3 C -0.84 0.00 0.00 0.00 0.00 7 1 C 0.64 0.00 0.00 0.00 24.00 8 3 C 0.64 0.00 0.00 0.00 0.00 9 1 C 2.80 0.00 0.00 0.00 24.00 10 3 C 2.80 0.00 0.00 0.00 0.00 11 2 C 0.00 -5.47 0.00 14.58 0.00 12 2 C 0.00 -1.32 0.00 14.58 0.00 13 2 C 0.00 -5.47 0.00 29.58 0.00 14 2 C 0.00 -1.32 0.00 29.58 0.00 15 2 C 0.00 -8.62 0.00 39.17 0.00 16 2 C 0.00 -2.06 0.00 39.17 0.00 17 2 C 0.00 -3.50 0.00 44.58 0.00 18 2 C 0.00 -0.84 0.00 44.58 0.00 19 1 C 0.00 -10.21 0.00 0.00 13.00 20 1 C 0.00 -2.44 0.00 0.00 13.00 21 3 C 0.00 -10.21 0.00 0.00 -14.47 22 3 C 0.00 -2.44 0.00 0.00 -14.47 RIGID FRAME #z: BASIC LOADS: Basic Defl Seis Weak Axis React Dead Live Snow Collateral Wind Ratio Load L Col R Col 2.2 20.0 35.7 0.0 15.1 1.00 0.2 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- Id Left Right 1 0.80 -0.50 2 -0.70 -0.70 3 -0.50 0.80 DESIGN LOADS: Load Live/ No Id Dead Coll Snow 17 1 1.00 1.00 1.00 2 1.00 0.00 0.00 3 1.00 0.00 0.00 4 1.00 1.00 1.00 S 1.00 1.00 1.00 6 1.00 0.00 0.50 7 1.00 0.00 0.50 8 1.00 0.00 0.00 9 1.00 0.00 0.00 10 1.00 1.00 1.00 11 1.00 1.00 1.00 12 1.00 0.00 0.50 13 1.00 0.00 0.50 14 1.00 1.00 0.00 15 1.00 1.00 0.00 16 0.00 0.00 0.00 17 0.00 0.00 0.00 --Winc Left 0.80 -0.70 -0.50 Live Right 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 3 2--- Right -0.50 -0.70 0.80 -Wind Lt 0.00 1.00 0.00 0.50 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 Surface Friction 0.00 0.00 0.00 1-- -Wind 2- Rt Lt Rt 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.100 0.00 0.00 0.00 1.00 0.00 0.50 0.00 0.00 0.00 0.50 0.00 1.00 0.00 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 0.00 Long Lt 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 Wind Rt 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 -Seismic-- Aux Long Tran Id 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 1.00 0 0.00 -1.00 0 ADDITIONAL LOADS: No. Add Surf Load ~ P V M Dx Dy - Concentrated I 311112004 DesCaZc.out 2 1.00 0.00 0.00 0.00 1.00 0 BRACING DESIGN LOADS : Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 ADDITIONAL LOADS: No. Add Load ~ P Dx - Concentrated Add Id Type I Wpl Wp2 Dx1 Dx2 - Uniform 2 1 D -9.5 0.0 0.0 1.9 2 D 0.0 -9.5 52.6 54.5 RIGID FRAME #1: - - BASIC LOADS; Dead Live Snow Collateral 2.2 20.0 30.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Id Left Right Left Right 1 0.80 -0.50 0.80 -0.50 2 -0.70 -0.70 -0.70 -0.70 3 -0.50 0.80 -0.50 0.80 DESI( Load No Id 17 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 >N L0, Dead 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 kD S : Coll 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Live/ Snow 1.00 0,00 0.00 1,00 1.00 0,50 0.50 0.00 0.00 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 ADDITIONAL LOADS Live Right 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 -Wind Lt 0.00 1,00 0.00 0.50 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 Basic Defl Seis Weak Axis React Wind Ratio Load L Co1 R Col 15.1 1.00 0.1 0.0 0.0 Surface Friction 0.00 0.00 0.00 1-- -Wind Rt Lt 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.50 0.00 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 2- Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 Long Lt 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 Wind Rt 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 -Sei Long 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 Page 6 amic-- Aux Tran Id 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 1.00 0 -1.00 0 1.00 0 -1.00 0 No. Add Surf Load ~ P V M Dx Dy - Concentrated Add Id Id Type ~ Wpl Wpz Co D11 D12 - Distributed 22 1 2 D -0.11 0.00 -0.040 0.00 1.93 2 2 D 0.00 -0.11 0.040 57.23 59.17 3 1 C 0.84 0.00 0.00 0.00 24.00 311112004 DesCalc.out Page 5 Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.80 -0.50 0.00 0.00 2 -1.50 -1.50 -1.50 -1.50 -0.70 -0.70 -0.70 0.00 3 0.00 0.00 0.00 0.00 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Dead Snow/ Raft No Id Dead Coll Live Left 8 1 1.00 1.00 1,00 0.00 2 1.00 0.00 0,50 0.00 3 1.00 0.00 0.50 0.00 4 1.00 0.00 0.00 0.00 5 1.00 0.00 0.00 1.00 6 1.00 0.00 0.00 0.00 7 1.00 1.00 0.00 0.00 8 1.00 1.00 0.00 0.00 RAFTER DESIGN LOADS: No. Load Snow/ Load Id Dead Collat Live 7 1 1.00 1.00 1.00 2 1.00 0.00 0.00 3 1.00 0.00 0,00 4 1.00 0.00 0.00 5 1.00 0.00 0,00 6 1.00 1.00 0.00 7 1.00 1.00 0,00 ADDSTIONAL LOADS: No. Add Surf Load ~ Add Id, Id Type ~ 6 1 2 I 2 2 I 3 3 I 4 3 I 5 4 I 6 4 I ROOFDES: BASIC LOADS =r Wind Brace Wind Long Column Wind I Aux Load Right Left Right Wind Press Suct Seisl Id Coef 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 Rafter Wind 1 Rafter Wind 2 ~ Aux Load Left Right Left Right Seis I Id Coef 0.00 0.00 0.00 0.00 0.00 0 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 P V M Dx - Conc. Wl W2 Co Dxl Dx2 - Unif. 0.00 -13.66 0.00 0.00 13.00 0.00 -3.27 0.00 0.00 13.00 0.00 -13.66 0.00 0.00 13.00 0.00 -3.27 0.00 0.00 13.00 0.00 -13.66 0.00 0.00 13.00 0.00 -3.27 0.00 0.00 13.00 Dead Live Snow Collateral Basic Load Load Load Load Wind 2.2 20.0 30.0 0.0 15.1 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct R 0.0 _ -15.1 Purlins 0.0 -19.7 Panels 16.8 -10.6 -14.8 Bracing PURLIN DESIGN LOADS: Surf No. Des Load Live/ Ic3 Loads Id Dead Col lat Snow 2 2 1 1.00 1. 00 1.00 Wind Load Surface Ratio Friction 1.00 0.00 Wind Wind Aux Press Suct Id 0.00 0.00 0 311112004 DesCalc.out Page 4 Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.80 -0.50 0.00 0.00 2 -1.50 -1.50 -1.50 -1.50 -0.70 -0.70 -0.70 0.00 3 0.00 0.00 0.00 0.00 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS Load Dead Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 RAFTER DESIGN LOADS: No. Load Snow/ Rafter Wind 1 Rafter Wind 2 I Aux Load Load Id Dead Collat Live Left Right Left Right Seis ~ Id Coef 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 ADDITIONAL LOADS: No. Add Surf Load ~ P V M Dx - Conc. Add Id, Id Type ~ W1 W2 Co Dxl Dx2 - Unif. 6 1 2 I 0.00 -13.66 0.00 0.00 13.00 2 2 I 0.00 -3.27 0.00 0.00 13.00 3 3 I 0.00 -13.66 0.00 0.00 13.00 4 3 I 0.00 -3.27 0.00 0.00 13.00 5 4 I 0.00 -13.66 0.00 0.00 13.00 6 4 I 0.00 -3.27 0.00 0.00 13.00 RIGHT ENDWALL: BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Ratio Load Load Load Load Wind Deflect Factor 2.2 20.0 30.0 0.0 15.1 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 13.6 -13.6 Column 13.6 -13.6 Girt/Header 13.6 -13.6 Jamb 18.2 -18.2 Panel 19.7 -19.7 Parapet WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface 311112004 DesCalc.out Page 3 B11176 Design Loads For Each Building Component: 3/11/04 3:53pm FRONT SIDEWALL: BASIC LOADS: Basic Wind Load Ratio Wind Deflect Factor 15.1 1.00 0.00 WIND PR Wind Press 13.6 18.2 13.6 19.7 ESSURE/SUCTION: Wind Wind Suct Long -13.6 -18.2 -13.6 -19.7 BACK SIDEWALL: BASIC LOADS: Basic Wind Load Ratio Wind Deflect Factor 15.1 1.00 0.00 WIND PR Wind Press 13.6 18.2 13.6 19.7 ESSURE/SUCTION: Wind Wind Suct Long -13.6 -18.2 -13.6 -19.7 LEFT ENDWALL: Girt/Aeader Panel Jamb Parapet Girt/Header Panel Jamb Parapet BASIC LOADS: Dead Live Snow Collateral Load Load Load Load 2.2 20.0 30.0 0.0 WIND PRESSURE/SUCT ION: Wind Wind Pre ss Suct 13 .6 -13.6 . . Column 13 .6 -13.6 . . Girt/Header 13 .6 -13.6 . . Jamb 18 .2 -18.2 . . Panel 19 .7 -19.7 . . Parapet Basic Wind Load Ratio Wind Deflect Factor 15.1 1.00 0.00 WIND COEFFICIENTS: Surf Rafter Wind 1 Rafter_wind_2 Bracing_Wind Long Surface 311112004 DesCalc.out Page 2 211176 Design Standards And Specifications 3/11/04 3:53pm - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - The following standards, specifications, and codes are used in designing metal buildings at the company. Standards: ASCE Standard: American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures. MBMA: Metal Building Manufacturer's Association, Low Rise Building Systems Manual, latest edition. Specifications: Structural Steel: AISC Manual of Steel Construction, Allowable Stress Design - Ninth Edition Structural Joints: AISC specification for structural joints using ASTM A325 or ASTM A490 Bolts Cold-Formed Steel: AISI Cold-FOrmed Steel Design Manual 1996 edition with 1999 Supplement. Welding: AWS (American Welding Society) D1.1 for Structural Steel, AWS D1.3 for Sheet Steel. CSA (Canadian Standard Association) W59 & W47.1 Bolts: As a standard, ASTM A325 (Type N) bolts are used as bearing type connections. Occasionally, it may be necessary to use (Type X) bolts. It is ensured that proper checking is done for this condition. ASTM A307 bolts are used for secondary member connections. High Strength Bolts: ASTM A325 (Used where specified on drawings). ASTM A325 bolts used on rigid frame moment connections are designed as bearing type connections, and threads are included in the shear plane. Turn of the nut method is to be used in tightening the high strength moment connection bolts. Special inspection of the tightening of these bolts is required as specified on building codes. Welding: Welds joining flanges to splice plates, flange to flange, and web butt joints are full penetration welds with effective weld throat equal to or exceeding the required strength of the joint. {~ti) SIN]PLE BEAP] DESIVN Input Data: Beam Designation Nurnher: E-BEkP97 Use Seam Section: Built-up Li•rz Zoad....... = 13.60psf Bay tilidth....... = 12.50£t Unbraced I,ength.= 13.25ft Peflectian Limit (Live}= 240.00 output Repoxt: Dead I,oad....... = O.OOpsf Span Zength..... = 13.25tt Fy SO.OOksi Deflectian I,irnit (Live+Dead}= 240 Max. Moment= 3.98k-ft Reaccian= 1.20kip Use Beam Section: Built-up --5 BII 8x 11.37 Beam Weight= 150.651k d= 8.170in t*~ 0.112in bf= 5.00in tf= 0.250in Section Properties ---7 Ix = 41.49in^4 Sx= 10.37in^3 Area= 3.34in^d rt= 1.37in dfAf= 6.40in^-1 Bending Stress Iksi1--> fla= 4.61 Fb= 12.62 Stress Rstio=0.36 Shear Strees (ksi}--> f~r- 1.43 Fv-- 16.04 Stress Ratio=0.09 Deflection Live: 1622 Live+Dead: 1622 ~ 1 i n. ~ . r . .J~ . 311112004 RoofDes.out 2 0.0000 5.0000 0.0000 0 *(15)PURLIN SI ZE: * Surf Set No. * Id Purl Pur1 Purlin Size 2 'N' 0 *(16)PANELS & EAVE STRUT: * Panel Standing Eave ---Gutter--- Girt Depth * Size Seam SW B SW Type F F SW B SW 126 HR ' 'N' _ 'EO' 'N' 'N' 0.000 0.000 *(17)WIND FRAMING SELECTION * Order Of Selection----------- * Wall Panel Diagonal Wind Wind Weak Axis * Id Shear Bracing Bent Column Bending 2 'N' 'Y ' 'N' 'N' 'N' 4 'N' 'Y ' 'N' 'N' 'N' 5 'N' 'Y ' *(18)ROOF DIAGONAL BRACING: * Max Pan Brace Each User Selected Roof Bays * Shear Type EW No. Bay_Id 100.0 'R' 'L' 2 1 3 0 *(19)SIDEWALL DIAGONAL BRACING: * Wall Max Pan Brace User Selected SW Bays * Id Shear Type No. Id Bay 2 100.0 'R' 2 _ 1 3 4 100.0 'R' 2 1 3 *(20)WIND BENTS: *Wall Member Col Raf * Id Type Depth Depth 2 'W' 0.00 0.00 4 'W' 0.00 0.00 *(21)WIND COLUMNS: * Wall --Member-- No Of * Id Type Depth Col 2 'W' 0.00 0 4 'W' 0.00 0 No Of Bays Bay_Id 0 0 Left/ Bay_Id Right *(22)WALL BRACING ATTACHMENT *Wall No Of Attach --Bay_Id-- No_Of * Id Attach Id Start End Level Level Height 2 1 1 1 3 2 13 27.4653 4 1 2 1 3 2 13 25.0000 *(23)EAVE EXTENSIONS SIZE: :r *Wa11 No Of Ext --Bay Id-- ---Extension Size- - Edge Extend Eave *Id Extend Id Start End Height width Slope Left Right Type 2 0 Page 3 31I112004 RoofDes.out Page 4 4 0 *(24)EAVE EXTENSIONS PURLINS: * *Ext Purlin OS Flg IS_Flg Set Set Lap Max_UnBr Peak *Id Type Brace Brace Depth Ext Int Length Space *(25)CANOPY SIZE: ~ *Wall No Of Ext --Bay_Id-- ---Extension Size--- Edge_Extend *Id Extend Id Start End Height Width Slope Left Right 1 0 2 0 3 0 4 0 *(26)CANOPY PURLINS: * *Ext Purlin OS Flg IS Flg Set *Id Type Brace Brace Depth *(27)CANOPY PANELS: ~ *Ext Panel Standing *Id Size Seam *(28)FACIA/PARAPET LAYOUT: * *Wall No Of Ext --Bay_Id-- *Id Extend Id Type Start End 1 0 2 0 3 0 4 0 Set Lap Max UnBr Peak Ext Int Length Space Max Set Space Space Eave Type Max Set Space Space Edge_Extend Eave Use Left Right Mount Type Gutter *(29)FACIA/PARAPET SIZE: * *Ext Extension Size----- Facia--------- Arm Back Facia *Id Height Width Slope Elev Height Slope Slope Slope Project *(30)FACIA/PARAPET PURLINS: * *Ext Purlin OS Flg IS Flg Set *Id Type Brace Brace Depth *(31)FACIA/PARAPET PANELS: * Set_Lap Max_UnBr Peak Max Set Ext Int Length Space Space Space *Ext --Roof Panel-- SoffitPane1--- -Front Panel-- - Back Panel----- *Id Size SSeam Size Rot Space Size SSeam Size Rot Space *(32)EXTENSION BRACING: * *Ext Max Pan Brace User Selected Bays *Id Shear Type No. Bay_Id *(33)BASE ELEVATION: * Sidewalls 311112004 RoofDes.out Page 5 * Front Back 0.00 0.00 * < DESIGN LOADS > * *(34)BASIC LOADS: * Dead Collat Live * Load Load Load 2.2 0.0 20.0 Snow Basic Wind Ld Rat Frict Edge_Strip --Seis_Coef-- o Load Wind Defl Factor Coef Width Ratio Frame Brace Snow 30.0 15.1 1.00 1.00 0.00 5.450 1.00 1.1100 1.1100 0.25 *(35)WIND PRESSURE/SUCTION: (psf ) * * Wind Wind Wind * Press Suct Suct R 0.0 -15.1 Purlins 0.0 -42.4 Gable Extension 0.0 -19.7 Panels 16.8 -10.6 -14.8 Bracing *(36)EXTENSION BASIC LOADS: * ----Purlin Wind------ Panel Wind-------- *Ext Dead Co11at Live At tach Beam Facia Beam Attach Beam Facia Beam *Id Load Load Load Pr ess Suct Press Suct Press Suct Press Suct *(37)PURLIN DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 2 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0 0.00 *(38)PURLIN DESIGN LOADS: Deflection * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 0 *(39)BRACING DESIGN LOADS * * Surf No Des Load * Id Loads Id Dead 2 4 1 1.00 2 1.00 3 1.00 4 1.00 Co11at 0.00 0.00 1.00 1.00 Live/ Wind Snow EW 0.00 1.00 0.50 1.00 1.00 0.50 0.00 0.00 Wind Aux Load Roof Seis Id Coef 1.00 0.00 0 0.00 1.00 0.00 0 0.00 0.50 0.00 0 0.00 0.00 1.00 0 0.00 *(40)EXTENSION DESIGN LOADS: ~ * No Des Load Live/ Wind Wind Aux Load * Loads Id Dead Collat Snow Press Suct Id Coef 0 *(41)EXTENSION DESIGN LOADS: Deflection * 311112004 RoofDes.out Page 6 * No Des Load Live/ Wind Wind Aux Load * Loads Id Dead Collat Snow Press Suct Id Coef 0 *(42)AUXILIARY LOADS: * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 *(43)ADDITIONAL LOADS: (F-lb/ft, W-psf, Dx-ft) * No. Add Surf Basic Load ~ Fy Dx - Concentrated * Add Id Id Load Type I W1 W2 Dxl Dx2 - Distributed 2 1 2 'LIVE ' 'D ' -9.5 0.0 0.00 1.93 2 2 'LIVE ' 'D ' 0.0 -9.5 52.57 54.50 *(44)PURLIN LAPS: *Surf Data ------Set 1------- -Set 2- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 0 *(45)PURLIN LAPS: Extensions * *Ext Data Set 1------- Set_2------- Set_3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(46)PURLIN STRAPS: * Data ---Set 1--- ---Set 2--- ---Set 3--- Set4--- * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan ' - ' 0 *(47)PURLIN STRAPS: Extensions * *Ext Data ---Set 1--- ---Set 2--- ---Set 3--- Set4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan * No code file was used. B11176 Roof Design Code 3/11/04 3:43pm STRUCTURAL CODE: Design Basis - WS Hot Ro11ed Steel - AISC89 Co1d Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 1 B11176 Purlin Design Report 3/11/04 3:43pm 311112004 RoofDes.out ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 5.45) PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Id Id Size (ft) Left Right Space Row Brace - Weight - - 1 9Z15 0.33 4.93 1 0 1.2 1 2 9Z15 22.42 1.88 4.93 1 1 87.0 2 3 9Z15 18.50 1.88 1.88 4.93 1 0 79.7 3 4 9Z16 12.92 1.88 4.93 1 0 46.7 S 9Z16 0.33 4.93 1 0 1.1 Total(lb)= Purlin DL= 0.80 (psf ) LOAD COMBINATION # 1 : DL+CO+LL = + CI,~Z+2•i~.a_ ~ ~,g5 , 3.n~t ~I.z~~-t_z~) _ p,s n +y 'L 7•~C~`C.if~ ~bi~OJ't~~i~44'1 Zo'"t "t PURLIN ANALYSIS: ---SHEAR(k ) Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 -0.07 2 1.46 -1.83 -2.13 3 1.72 1.43 -0.91 -1.21 4 1.26 0.97 -0.82 5 0.07 0.00 STRENGTH/DEFLECTION: Span --SHEAR(k ) Id Loc Calc A11ow UC 1 RS -0.07 2.89 0.02 2 RL -1.83 2.89 0.63 3 LL 1.43 2.89 0.49 4 LL 0.97 2.06 0.47 5 LS 0.07 2.06 0.03 -MOMENT(f-k ) - Left Left Mid- Span Sup Lap Mom Loc 0.00 0.00 0.00 0.01 -6.44 9.12 7.83 4.88 -1.53 10.87 3.09 1.00 =I":95 7.85 0.01 0.00 0.33 - -MOMENT(f-k ) Loc Calc Allow UC RS 0.01 6.35 0. 00 MS -6.44 6.35 1. 01 LL 4.88 6.35 0. 77 MS -1.95 5.24 0. 37 LS 0.01 5.24 0. 00 Right Lap 4.12 1.10 Page 7 Total Weight 1.2 87.0 79.7 46.7 1.1 215.7 Right Sup 0.01 7.83 3.09 0.01 0.00 Mom+Shr DEFLECTION(in) Loc UC Calc Allow RS 0.00 0.07 RL 0.82 -1.20 1.49 LL 0.83 -0.04 1.23 LL 0.26 -0.12 0.86 LS 0.00 0.01 v" LAP BOLT SHEAR: 311112004 RoofDes.out Page 8 LAP BOLT Span SHEAR(k ) Id Left Right 2 1.04 3 1.04 0.39 4 0.44 WEB CRIPPLING: SHEAR RATIO ( O.Sin A307 ) Left Right 0.47 0.47 0.18 0.20 WEB CRIPPLING RATIO Bea ring Width (in) Reqd_F1g_Width End 3 4 5 6 For UC= 1.03 Left 1.88 1.70 1.55 1.43 10.0 Right 1.47 1.32 1.20 1.10 6.9 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: SHEAR(k ) Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.02 2 -0.57 0.73 0.85 3 -0.69 -0.57 0.37 0.49 4 -0.51 -0.39 0.32 s -0.02 0.00 STRENGTH/DEFLECTION: ------MOMENT(f-k Left Left Mid-Span Sup Lap Mom Loc 0.00 0.00 0.00 0.00 2.58_) 9.01 -3.14 -1.96 10.87 -1.24 -0.40 7.96 0.00 0.00 0.33 Right Lap -1.65 -0.44 Right Sup 0.00 -3.14 -1.24 0.00 0.00 Span ---SAEAR(k ) - -MOMENT(f-k ) Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Al1ow UC Loc UC Calc Allow 1 RS 0.02 3.85 - 0 .01 RS 0.00 8.46 0.00 RS 0.00 -0.03 2 RL 0.73 3.85 0 .19 MS 2.58 5.92 0.44 RL 0.07 0.60 2.24 3 LL -0.57 3.85 0 .15 LL -1.96 8.46 0.23 LL 0.08 0.02 1.85 4 LL -0.39 2.75 0 .14 MS 0.78 6.16 0.13 LL 0.02 0.06 1.29 5 LS -0.02 2.75 0 .01 LS 0.00 6.99 0.00 LS 0.00 -0.01 v ~ ✓ LAP BO LT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( O.S i n A307 ) Id Left Right Left Right 2 - - 0.42 0.14 3 0.42 0.15 0.14 0.06 311112004 RoofDes.out 4 0.18 0.06 - B11176 Purlin Design Report - ROOF PURLIN DESIGN RUN # l, SURFACE # 2 PURLIN LAYOUT: Page 9 3/11/04 3:43pm Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 9Z15 0.33 4.93 9 0 - 1.2 10.7 1 2 9Z15 22.42 1.88 4.93 9 1 87.0 783.0 2 3 9Z15 18.50 1.88 1.88 4.93 9 0 79.7 717.2 3 4 9Z16 12.92 1.88 4.93 9 0 46.7 420.6 5 9Z16 0.33 4.93 9 0 1.1 9.5 Total(lb)= 1940.9 Purlin DL= 0.80 (psf ) LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: ---SHEAR(k ) Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 -0.07 2 1.46 -1.83 -2.13 3 1.72 1.43 -0.91 -1.21 4 1.26 0.97 -0.82 5 0.07 0.00 STRENGTH/DEFLECTION: -MOMENT(f-k ) - Left Left Mid- Span Sup Lap Mom Lo c 0.00 0.00 0. 00 0.01 -6.44 9. 12 7.83 4.88 -1.53 10. 87 3.09 1.00 -1.95 7. 85 0.01 0.00 0. 33 Right Lap 4.12 1.10 Right Sup 0.01 7.83 3.09 0.01 0.00 Span --SHEAR(k ) - - - -MOMENT(f-k ) - Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc A11ow 1 RS -0.07 2.89 - 0 .02 RS 0.01 6.35 - 0 .00 RS - 0 - .00 0.07 2 RL -1.83 2.89 0 .63 MS -6.44 6.35 1 .01 RL 0 .82 -1.20 1.49 3 LL 1.43 2.89 0 .49 LL 4.88 6.35 0 .77 LL 0 .83 -0.04 1.23 4 LL 0.97 2.06 0 .47 MS -1.95 5.24 0 .37 LL 0 .26 -0.12 0.86 311112004 RoofDes.out Page 10 5 LS 0.07 2.06 0.03 LS LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 1.04 0.47 3 1.04 0.39 0.47 0.18 4 0.44 0.20 WEB CRIPPLING: 0.01 5.24 0.00 LS 0.00 WEB CRIPPLING RATIO Bea ring Width (in) Reqd_Flg_Width End 3 4 5 6 For UC= 1.03 Left 1.88 1.70 1.55 1.43 10.0 Right 1.47 1.32 1.20 1.10 6.9 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: ---SHEAR(k ) Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.02 2 -0.57 0.73 0.85 3 -0.69 -0.57 0.37 0.49 4 -0.51 -0.39 0.32 5 -0.02 0.00 -------MOMENT(f -k ) - Left Left Mid- Span Sup Lap - Mom Loc 0.00 0.00 0.00 0.00 2.58 9.01 -3.14 -1.96 0.62 10.87 -1.24 -0.40 0.78 7.96 0.00 0.00 0.33 0.01 Right Lap -1.65 -0.44 Right Sup 0.00 -3.14 -1.24 0.00 0.00 STRENGTH/DEFLECTION: Span --SHEAR(k ) - -MOMENT(f- k ) Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc All ow UC Loc UC Calc Allow 1 RS 0.02 3.85 - 0 .01 RS 0.00 8. 46 0.00 RS 0.00 -0.03 2 RL 0.73 3.85 0 .19 MS 2.58 5. 92 0.44 RL 0.07 0.60 2.24 3 LL -0.57 3.85 0 .15 LL -1.96 8. 46 0.23 LL 0.08 0.02 1.85 4 LL -0.39 2.75 0 .14 MS 0.78 6. 16 0.13 LL 0.02 0.06 1.29 5 LS -0.02 2.75 0 .01 LS 0.00 6. 99 0.00 LS 0.00 -0.01 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO 311112004 RoofDes.out Page 11 Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.42 0.14 3 0.42 0.15 0.14 0.06 4 0.18 0.06 B11176 Purlin Design Report 3/11/04 3:43pm - ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 5.45) PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right - Space Row Brace Weight Weight 1 9Z15 0.33 4.93 1 0 1.2 1.2 1 2 9Z15 22.42 1.88 4.93 1 1 87.0 87.0 2 3 9Z15 18.50 1.88 1.88 4.93 1 0 79.7 79.7 3 4 9Z16 12.92 1.88 4.93 1 0 46.7 46.7 5 9Z16 0.33 4.93 1 0 1.1 1.1 Total(lb)= 215.7 Purlin DL= 0.80 (psf ) LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: Span Id 1 2 3 4 S ---SHEAR(k ) Left Left Right Right Sup Lap Lap Sup 0.00 -0.07 1.46 -1.83 -2.13 1.72 1.43 -0.91 -1.21 1.26 0.97 -0.82 0.07 0.00 -MOMENT(f-k ) - Left Left Mid- Span Sup Lap Mom Loc 0.00 0.00 0.00 0.01 -6.44 9.12 7.83 4.88 -1.53 10.87 3.09 1.00 -1.95 7.85 0.01 0.00 0.33 Right Lap 4.12 1.10 Right Sup 0.01 7.83 3.09 0.01 0.00 STRENGTH/DEFLECTION: Span - -SHEAR(k ) --MOMENT(f-k ) Mom+Shr DEFLECTION(in) 31I112004 RoofDes.out Page 12 Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc 1 RS -0.07 2.89 0.02 RS 0. 01 6.35 0.00 RS 0.00 0.07 2 RL -1.83 2.89 0.63 MS -6. 44 6.35 1.01 RL 0.82 -1.20 3 LL 1.43 2.89 0.49 LL 4. 88 6.35 0.77 LL 0.83 -0.04 4 LL 0.97 2.06 0.47 MS -1. 95 5.24 0.37 LL 0.26 -0.12 S LS 0.07 2.06 0.03 LS 0. 01 5.24 0.00 LS 0.00 0.01 LAP BOLT SHEAR: LAP BOLT Span SHEAR(k ) Id Left Right 2 1.04 3 1.04 0.39 4 0.44 WEB CRIPPLING: SHEAR RATIO ( O.5in A307 ) Left Right 0.47 0.47 0.18 0.20 WEB CRIPPLING RATIO Bearing Width (in) Reqd_Flg_Width End 3 4 5 6 For UC= 1.03 Left 1.88 1.70 1.55 1.43 10.0 Right 1.47 1.32 1.20 1.10 6.9 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: ---SHEAR(k ) Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.02 2 -0.57 0.73 0.85 3 -0.69 -0.57 0.37 0.49 4 -0.51 -0.39 0.32 5 -0.02 0.00 STRENGTH/DEFLECTION: -------MOMENT(f -k ) Left Left Mid -Span Sup Lap - Mom Loc 0.00 0.00 0.00 0.00 2.58 9.01 -3.14 -1.96 0.62 10.87 -1.24 -0.40 0.78 7.96 0.00 0.00 0.33 Right Lap -1.65 -0.44 Allow 1.49 1.23 0.86 Right Sup 0.00 -3.14 -1.24 0.00 0.00 Span --SHEAR(k ) - -MOMENT(f-k ) - Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Ca1c Allow UC Loc UC Calc Allow - 1 RS 0.02 3.85 - 0 - - .01 RS 0.00 8.46 0. 00 RS - 0 .00 -0.03 2 RL 0.73 3.85 0 .19 MS 2.58 5.92 0. 44 RL 0 .07 0.60 2.24 3 LL -0.57 3.85 0 .15 LL -1.96 8.46 0. 23 LL 0 .08 0.02 1.85 4 LL -0.39 2.75 0 .14 MS 0.78 6.16 0. 13 LL 0 .02 0.06 1.29 311112004 RoofDes.out Page 13 5 LS -0.02 2.75 0.01 LS 0.00 6.99 0.00 LS 0.00 -0.01 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( O.Sin A307 ) Id Left Right Left Right 2 0.42 0.14 3 0.42 0.15 0.14 0.06 4 0.18 0.06 B11176 In-Plane Roof Force 3/11/04 3:43pm Win (k Design in plane load Wout(k Design out plane load P1 (k Force in plane of roof per anti-roll PURLIN ROLL FORCES: Surf Load Line --ROOf Load-- Id Id Id Win Wout P1 2 1 1 18.32 0.76 0.78 2 1 2 46.22 1.93 2.00 2 1 3 29.70 1.24 1.32 2 1 4 10.60 0.44 0.47 2 2 1 -7.14 0.05 -0.61 2 2 2 -18.55 0.13 -1.59 2 2 3 -11.91 0.08 -1.04 2 2 4 -4.04 0.03 -0.35 CHECK ON PURLIN CLIP: ---Standard Purlin Connection--- --Required Anti Roll Connection-- Surf Line --Force/Purlin-- Force/Connection Id Id Row Type Thick Calc Al1ow UC No. Type Thick Calc Allow UC 2 RF 11 Bolt 0.79 1 Clip 0.057 2.00 7.50 0.27 Type Description Clip Bolted clip Weld Welded clip Gusset Welded clip with gusset Bolt Direct bolt Strap Bolted strap PANEL SHEAR/PURLIN ANTI ROLL LOCATION: Surf Line Panel Shear DS AROLL No. Id Id Calc Al1ow Id Purlin Purlin Location - - 2 RF 33.7 100.0 @002 1 11 31I112004 RoofDes.out Page 14 B11176 Roof Diagonal Bracing Report 3/11/04 3:43pm PANEL SHEAR: Al1ow = 0.0 Calc =148.2 DIAGONAL BRACING: Brace Tension(k ) Bay Brace Loc. -Diag Brace----- W ind---- ---Seismic-- Max Id Start End Type Size Part Calc A11ow Calc Allow UC 1 - 0.00 14.58 R 0.500 RBO500 4.72 5.00 4.13 5.00 0.94 14.58 29.58 R 0.500 RB0500 1.65 5.00 1.41 5.00 0.33 29.58 44.58 R 0.500 RBO500 1.58 5.00 1.40 5.00 0.32 44.58 59.17 R 0.500 RBO500 4.80 5.00 4.14 5.00 0.96 3 0.00 14.58 R 0.625 R30625 5.91 7.85 5.17 7.85 0.75 14.58 29.58 R 0.500 R13O500 2.08 5.00 1.78 5.00 0.42 29.58 44.58 R 0.500 RBO500 1.99 5.00 1.76 5.00 0.40 44.58 59.17 R 0.625 R130625 6.01 7.85 5.19 7.85 0.77 B11176 Sidewall Dia gonal Bracing Rep ort 3/11/04 3:43pm PANEL SHEAR: Wall Id Calc Allow 2 200.5 100.0 4 196.8 100.0 DIAGONAL BRACING Brace Tension(k ) Wall Bay Level Diag_ Brace----- W ind---- ---Seismic-- Max Id Id Height Type Size Part Calc Allow Calc Allow UC 2 1 13.00 R 0.625 RB0625 6.16 7.85 6.23 7.85 0.79 27.47 R 0.625 RB0625 6.21 7.85 6.28 7.85 0.80 2 3 13.00 R 0.625 RB0625 7.43 7.85 7.51 7.85 0.96 27.47 R 0.625 R90625 7.53 7.85 7.62 7.85 0.97 4 1 13.00 R 0.625 RB0625 7.19 7.85 7.37 7.85 0.94 25.00 R 0.625 R30625 6.65 7.85 6.82 7.85 0.87 4 3 13.00 R 0.625 R30625 5.97 7.85 6.12 7.85 0.78 25.00 R 0.625 R30625 5.75 7.85 5.90 7.85 0.75 BASE REACTIONS: Wall Bay Col Wind_Max Seismic_Max 311112004 RoofDes.out Page 15 Id Id Id Horz Vert(+/-) Horz Vert(+/-) 2 1 1 -5.40 6.03 -5.46 6.10 2 1 2 5.40 6.03 5.46 6.10 2 3 3 -5.40 10.35 -5.46 10.47 2 3 4 5.40 10.35 5.46 10.47 4 1 1 -5.23 9.05 -5.36 9.27 4 1 2 5.23 9.05 5.36 9.27 4 3 3 -5.23 5.27 -5.36 5.40 4 3 4 5.23 5.27 5.36 5.40 B11176 Brace d Purlin Report 3/11/04 3:43pm Surf Span Brace Purlin Id Id Loc. Size 2 2 14.6 9Z15 2 3 14.6 9Z15 2 4 14.6 9Z16 2 2 29.6 9Z15 2 3 29.6 9Z15 2 4 29.6 9Z16 2 2 44.6 9Z15 2 3 44.6 9Z15 2 4 44.6 9Z16 Load ----Axial(k ) Id Ca1c Allow - UC 1 4.56 11.02 0.41 2 4.56 11.02 0.41 3 2.28 11.02 0.21 4 3.48 11.02 0.32 1 0.59 11.02 0.05 2 0.59 11.02 0.05 3 0.29 11.02 0.03 4 1.18 11.02 0.11 1 4.56 9.64 0.47 2 4.56 9.64 0.47 3 2.28 9.64 0.24 4 3.48 9.64 0.36 1 3.31 11.02 0.30 2 3.31 11.02 0.30 3 1.65 11.02 0.15 4 2.34 11.02 0.21 1 0.61 11.02 0.06 2 0.61 11.02 0.06 3 0.30 11.02 0.03 4 1.20 11.02 0.11 1 3.31 9.64 0.34 2 3.31 9.64 0.34 3 1.65 9.64 0.17 4 2.34 9.64 0.24 1 4.65 11.02 0.42 2 4.65 11.02 0.42 3 2.33 11.02 0.21 4 3.49 11.02 0.32 1 0.62 11.02 0.06 2 0.62 11.02 0.06 3 0.31 11.02 0.03 4 1.19 11.02 0.11 1 4.65 9.64 0.48 2 4.65 9.64 0.48 3 2.33 9.64 0.24 4 3.49 9.64 0.36 --Moment(f-k Calc Allow UC 2.52 5.92 0.43 -0.47 8.46 0.06 -4.96 8.46 0.59 -0.44 8.46 0.05 -1.91 8.46 0.23 0.36 7.52 0.05 3.76 8.46 0.44 0.33 7.52 0.04 0.76 6.16 0.12 -0.14 6.99 0.02 -1.50 6.99 0.21 -0.13 6.99 0.02 2.52 5.92 0.43 -0.47 8.46 0.06 -4.96 8.46 0.59 -0.44 8.46 0.05 -1.91 8.46 0.23 0.36 7.52 0.05 3.76 8.46 0.44 0.33 7.52 0.04 0.76 6.16 0.12 -0.14 6.99 0.02 -1.50 6.99 0.21 -0.13 6.99 0.02 2.52 5.92 0.43 -0.47 8.46 0.06 -4.96 8.46 0.59 -0.44 8.46 0.05 -1.91 8.46 0.23 0.36 7.52 0.05 3.76 8.46 0.44 0.33 7.52 0.04 0.76 6.16 0.12 -0.14 6.99 0.02 -1.50 6.99 0.21 -0.13 6.99 0.02 Ax1+MOm UC 0.82 0.47 0.74 0.36 0.25 0.09 0.41 0.15 0.58 0.49 0.42 0.38 0.70 0.35 0.67 0.26 0.25 0.10 0.41 0.15 0.45 0.36 0.36 0.26 0.83 0.48 0.74 0.30' 0.25 0.10 0.41 0.15 0.59 0.50 0.43 0.38 311112004 RoofDes.out Page 16 311176 Eave Strut Report 3/11/04 3 43pm Wall Bay Eave Bay Axial Calc Axial Axial Id Id Size Width Wind Seis A11ow Ratio 2 1 9C13S 22.75 - 5.71 5.46 15.18 0.38 2 2 9C13S 18.50 0.31 1.02 15.18 0.07 2 3 9C13S 13.25 5.71 5.46 15.18 0.38 4 3 9C13S 22.75 5.51 5.36 15.18 0.36 4 2 9C135 18.50 0.28 0.97 15.18 0.06 4 1 9C13S 13.25 5.51 5.36 15.18 0.36 B11176 Strut Bo1t Report 3/11/04 3:43pm EAVE STRUTS: Wall Frm Line -Bolt Selected----- Id Id Type No Type Diam Wshr 2 1 RF 2 A307 0.500 0 2 2 RF 2 A307 0.500 0 2 3 RF 2 A307 0.500 0 2 4 RF 2 A307 0.500 0 4 1 RF 2 A307 0.500 0 4 2 RF 2 A307 0.500 0 4 3 RF 2 A307 0.500 0 4 4 RF 2 A307 0.500 0 PURLINS: Surf Frm Line Brace -Bolt Selected Id Id Type Loc No Type Diam - Wshr 2 1 RF 14.58 2 A307 0.500 0 2 2 RF 14.58 2 A307 0.500 0 2 3 RF 14.58 2 A307 0.500 0 2 4 RF 14.58 2 A307 0.500 0 2 1 RF 29.58 2 A307 0.500 0 2 2 RF 29.58 2 A307 0.500 0 2 3 RF 29.58 2 A307 0.500 0 2 4 RF 29.58 2 A307 0.500 0 2 1 RF 44.58 2 A307 0.500 0 --Bolt Capacity-- Calc Allow Ratio 5.71 5.89 0.97 5.71 5.89 0.97 5.71 5.89 0.97 5.71 5.89 0.97 5.51 5.89 0.94 5.51 5.89 0.94 5.51 5.89 0.94 5.51 5.89 0.94 Load ---Bolt Capacity--- Id Ca1c Allow Ratio 1 4.56 5.89 0.77 1 4.56 5.89 0.77 1 4.56 5.62 0.81 1 4.56 5.62 0.81 1 3.31 5.89 0.56 1 3.31 5.89 0.56 1 3.31 5.62 0.59 1 3.31 5.62 0.59 1 4.65 5.89 0.79 311112004 RoofDes.out Page 17 2 2 RF 44.58 2 A307 0.500 0 1 4.65 5.89 0.79 2 3 RF 44.58 2 A307 0.500 0 1 4.65 5.62 0.83 2 4 RF 44.58 2 A307 0.500 0 1 4.65 5.62 0.83 B11176 - Roof Design Weight Summary 3/11/04 3:43pm Roof Purlins = 2372.25 Eave Struts = 516.83 Roof Bracing = 280.88 Wal1 Bracing = 365.08 Total = 3535.05 311176 Roof Design Warning Report 3/11/04 3:43pm No Warnings 311512004 EwDes-L.out Page 1 - - *B11176 Endwall Design Input Echo 3/ 4/04 3:46pm *(1)JOBID: (Max: 60 char) 'B11176' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No Des Lap * Id Col/Raf Girt Brace Panel Cycles Stiff 'L' 'Y' 'N' 'N' 'N' 4 0.50 *(3)DESIGN CODE: * *Design ---Steel Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' ' ' ' UBC ' 197' '1 ' *(4)DESIGN CONSTANTS: Wind * SteelYi eld(ksi - ---Stre ss Ratio--- Strength * Web Flg C-Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor 50.0 50.0 55.0 50.0 36.0 36.0 50.0 80.0 1.03 1.03 1.03 1.3330 *(5)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Tota1 Colum n Wall Facia Wall Facia Wall Bent 180. 120. 0. 240. 240. 0. 240. 0. 240. 60. *(6)REPORTS: * Input Column Wa11 Door Wall Cable * Echo Rafter Girt Jamb Pane1 Brace [IF ly, lYl lyi iYr lyi *(7)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 59.1667 54.5000 'Y ' 4.00 *(8)SURFACE SHAPE: * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 3 0.0000 25.0000 0.000 59.1667 27.4653 9.000 59.1667 0.0000 0.000 *(9)BAY SPACING: * Roof Frame ~ * Bay Recess ~ 0.3333 0.3333 Sets_Of Bay No. Bays Width Bays 3 14.5833 1 15.0000 2 14.5833 1 *(10)FRAMED OPENINGS: 311512004 EwDes-L.out Page 2 * No. Bay Open * Open Id Width 0 *(11)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 0 * (12) COLUMNS: * - Left Corner-- x Type Rot Depth * (in) 1W ' 10.00 Open Open Open Sill Base Aeight Offset Type Height Elev --Bay Id-- Wall Start End Height Set Member Remove Depth Select Panels -Right Corner-- -Int_Facia-- Int_No Facia Max_UnBr Base Type Rot Depth Type Depth Type Depth Same Length Elev (in) (in) (in) Dep (ft) (in) 'W ' 1-' 10.00 'W ' 10.00 'W ' 10.00 'N' 30.000 0.000 * (13)COLUMIlV SIZE: * Set No. * Member Column 'Y' 5 *(14)RAFTERS: * Rafter Set * Select Depth 'W ' 0.000 Column Size 'W08542' 'W10842' 'W10842' 'W10842' 'W08542' Rafter Flange Same Brace lY, iyi *(15)RAFTERS SIZE: * Set No. * Member Rafter 'N' Rafter Size *(16)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 1 32.6090 'M ' *(17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZF' 'N' 0.000 0.0000 7.3333 'Y' 'Y' 13.0000 *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'N' 0 *(19)SPECIAL GIRT: * Sets Of --Bay Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 *(20)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 0.000 4.935 11 0.000 *(21)PANELS: 311512004 EwDes-L.out Page 3 * Wall * Panel '26 HR ' *(22)WIND FRAMING SELECTION: * -----Order Of Selection * Pane1 Diagonal Wind Wind * Shear Bracing Bent Column lYi tYl INI IN' *(23)WALL BRACING: ~Wind Brace * Shear Type 100.0 'CR' No. Bays Specified Specified Bays_For_Bracing 0 *(24)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay_Id 0.00 0 * (25)WIND COLTiMN'S: * --Member-- No Of Left/ * Type Depth Bays Bay_Id Right 0.00 0 *(26)WALL BRACING ATTACHMENT *No Of Attach --Bay_Id-- No_Of *Attach Id Start End Leve1 0 Level Height *(27)EAVE EXTENSION: * *Wall No Of Ext -Bay Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(28)CANOPY: r *Wall No Of Ext -Bay Id-- -Edge Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 *(29)FACIA/PARAPET * *Wall #Of Ext Fac Bay Id ----Attach Beam--- ---Facia/Parapet--- Edge_Extend Ext * Id Ext Id Typ St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (zt) 1 0 2 0 4 0 *(30)FACIA/PARAPET GIRTS: ~ *Ext - - -Top-- - --Interior- ---Back Panel--- Angle 311512004 EwDes-L.out *Id Type Rotate Type Rotate Part Rotate Spacing *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: ~ * *Ext Ext Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct *(32)BASIC LOADS: * Dead Collat Live Snow Basic Wind Load Ratio * Load Load Load Load Wind Deflect Factor 2.2 0.0 20.0 30.0 15.1 1.00 1.00 *(33)13ASIC LOADS AT EAVE: * Seis Coeff Seis Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.1866 0.1866 0.30 0.30 0.00 0.00 *(34)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 13 .6 -13.6 Column 13 .6 -13.6 Girt/Header 13 .6 -13.6 Jamb 18 .2 -18.2 Panel 19 .7 -19.7 Parapet Girt *(35)WIND COEFFICIENTS: * Surf Rafter Wind 1 Rafter Wind 2 Bracing Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.80 -0.50 0.00 0.00 2 -1.50 -1.50 -1.50 -1.50 -0.70 -0.70 -0.70 0.00 3 0.00 0.00 0.00 0.00 -0.50 0.80 0.00 0.00 *(36)COLUMN & BRACING DESIGN LOADS * *LOad Snow/ Rafter Wind Brace Wind *No Id Dead Co11 Live Left Right Left Right 8 1 1.00 1.00 1 .00 0.00 0.00 0.00 0.00 2 1.00 0.00 0 .50 0.00 0.00 1.00 0.00 3 1.00 0.00 0 .50 0.00 0.00 0.00 1.00 4 1.00 0.00 0 .00 0.00 0.00 0.00 0.00 5 1.00 0.00 0 .00 1.00 0.00 0.00 0.00 6 1.00 0.00 0 .00 0.00 1.00 0.00 0.00 7 1.00 1.00 0 .00 0.00 0.00 0.00 0.00 8 1.00 1.00 0 .00 0.00 0.00 0.00 0.00 Page 4 Long Column Wind I Aux Load Wind Press Suct Seisl Id Coef 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0 0.00 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(37)COLUMN & BRACING DESIGN LOADS: Deflection * *Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 0 *(38)RAFTER DESIGN LOADS: x 311512004 EwDes-L. out * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 ~ Aux Load *Load Id Dead Collat Live Left Right Left Right Seis ~ Id Coef 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 S 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(39)RAFTER DESIGN LOADS: Deflection * * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 I Aux Load *Load Id Dead Collat Live Left Right Left Right Seis ~ Id Coef 0 *(40)AUXILIARY LOADS: (Max: SO loads, 20 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 *(41)ADDITIONAL LOADS: Page 5 * No. Add Surf Basic Load ~ FX FY M X Y -Conc. * Add Id Id Load Type I Wl W2 Co DLl DL2 -Unif. 6 1 2 'LIVE ' 'I ' 0.00 -13.66 0.00 0.00 13.00 2 2 'DEAD ' 'I ' 0.00 -3.27 0.00 0.00 13.00 3 3 'LIVE ' 'I ' 0.00 -13.66 0.00 0.00 13.00 4 3 'DEAD ' 'I ' 0.00 -3.27 0.00 0.00 13.00 5 4 'LIVE ' 'I ' 0.00 -13.66 0.00 0.00 13.00 6 4 'DEAD ' 'I ' 0.00 -3.27 0.00 0.00 13.00 *(42)GIRT LAPS: * * Data Set1 Set 2------- Set3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 *(43)GIRT STRAPS: * * Data ---Set 1--- ---Set 2--- ---Set 3--- ---Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 * No code file was used. B11176 Endwall Design Code 3/15/04 8 46am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 311512004 EwDes-L.out Page 6 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 1 B11176 Column & Rafter Design 3/15/04 8:46am MEMBER SIZES: Member Member Id Locate Col-1 Col-2 Col-3 Col-4 Col-5 Raf-1 Raf-2 Member ---Web Size-- -Flange Size- Member Size Depth Thick Width Thick Length -Tid6-~ 7.50 0.112 - 5.00 0.250 24.1 W10842 (ZF-L 9.50 0.112 8.00 0.250 24.7 W10842 L- 9.50 0.112 8.00 0.250 25.3 W10842 9.50 ~ 0.112 8.00 0.250 25.9 A:4;65:z 7.50 0.112 5.00 0.250 26.5 *0-875-4-t 7.50 0.112 5.00 0.250 32.6 [d'ECE''r2 7.50 0.112 5.00 0.250 26.6 Member Weight ~L 425.4✓ 436.2✓ 4 4 6 . 9'- .9-& 0.0 14.6 29.6 44.6 59.2 Tota1= DESIGN ACTIONS/STRESSES: (W/R/U-Section) 1891.30 Axial (k ksi ) - Shear (k ksi ) Moment (f-k ksi Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress - Stress Load Stress Stress Col-1 1 0.28 0.08 2.79 0.00 0.00 16.04 0.00 0.00 6.49 Col- 1 2 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col- 1 3 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col- 1 4 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col- 1 5 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col- 1 6 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col- 1 7 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col- 1 8 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col- 2 1 17.36 3.40 7.15 0.00 0.00 11.56 0.00 0.00 9.46 Col -2 2 10.53 2.06 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Col -2 3 10.53 2.06 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Col -2 4 3.70 0.72 9.53 2.48 ✓ 2.33 15.41 -15.33 -8.93 12.61 Col -2 5 3.70 0.72 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Col -2 6 3.70 0.72 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Col -2 7 3.70 0.72 9.53 0.00 0.00 15.41 0.00 0.00 12.61 Col -2 8 3.70 0.72 9.53 0.00 0.00 15.41 0.00 0.00 12.61 Col -3 1 17.37 3.41 6.80 0.00 0.00 11.56 0.00 0.00 9.00 Col -3 2 10.54 2.07 9.06 -2.58 2.43 15.41 16.34 -9.52 11.99 Col -3 3 10.54 2.07 9.06 -2.58 1/ 2.43 15.41 16.34 -9.52 11.99 Col -3 4 3.71 0.73 9.06 2.58 2.43 15.41 -16.34 -9.52 11.99 Col -3 5 3.71 0.73 9.06 -2.58 2.43 15.41 16.34 -9.52 11.99 Col -3 6 3.71 0.73 9.06 -2.58 2.43 15.41 16.34 -9.52 11.99 Col -3 7 3.71 0.73 9.06 0.00 0.00 15.41 0.00 0.00 11.99 Col -3 8 3.71 0.73 9.06 0.00 0.00 15.41 0.00 0.00 11.99 311512004 EwDes-L.out Page 7 Col-4 1 17.38 3.41 6.48 0.00 0.00 11.56 0.00 0.00 8.57 Col-4 2 10.55 2.07 8.63 -2.61 2.45 15.41 16.92 -9.86 11.42 Col-4 3 10.55 2.07 8.63 -2.61✓ 2.45 15.41 16.92 -9.86 11.42 Col-4 4 3.72 0.73 8.63 2.61 2.45 15.41 -16.92 -9.86 11.42 Col-4 5 3.72 0.73 8.63 -2.61 2.45 15.41 16.92 -9.86 11.42 Col-4 6 3.72 0.73 8.63 -2.61 2.45 15.41 16.92 -9.86 11.42 Col-4 7 3.72 0.73 8.63 0.00 0.00 15.41 0.00 0.00 11.42 Co1-4 8 3.72 0.73 8.63 0.00 0.00 15.41 0.00 0,00 11.42 Co1-5 1 0.31 0.09 2.30 0.00 0.00 16.04 0.00 0.00 5.89 Col-5 2 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col-5 3 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col-5 4 0.31 0.09 3.06 0.00 0.00 21.35 0.00 0.00 7.85 Col-5 5 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col-5 6 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col-5 7 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col-5 8 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Raf-1 1 0.00 0.00 24.17 0.00 0.00 16.04 0.00 0.00 32.43 Raf-1 2 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 3 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 4 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 5 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 6 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 7 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-2 1 0.00 0.00 24.17 0.00 0.00 16.04 0.00 0.00 30.00 Raf-2 2 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 3 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 4 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 5 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 6 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 7 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 STRESS RATIO: Mem Load Id Id Axial Shear Moment Ax1+Mom Col-1 1 0.03 0.00 0.00 0.03 Col-1 2 0.02 0.00 0.00 0.02 Col-1 3 0.02 0.00 0.00 0.02 Co1-1 4 0.02 0.00 0.00 0.02 Co1-1 5 0.02 0.00 0.00 0.02 Col-1 6 0.02 0.00 0.00 0.02 Col-1 7 0.02 0.00 0.00 0.02 Col-1 8 0.02 0.00 0.00 0.02 Co1-2 1 0.48 0.00 0.00 0.45 Co1-2 2 0.22 0.15 0.71 0.84 Co1-2 3 0.22 0.15 0.71 0.84 Co1-2 4 0.08 0.15 0.71 0.73 Col-2 5 0.08 0.15 0.71 0.73 Col-2 6 0.08 0.15 0.71 0.73 Col-2 7 0.08 0.00 0.00 0.08 Col-2 8 0.08 0.00 0.00 0.08 Col-3 1 0.50 0.00 0.00 0.50 Col-3 2 0.23 0.16 0.79 0.93 Col-3 3 0.23 0.16 0.79 0.93 Co1-3 4 0.08 0.16 0.79 0.81 Shr+MOm 311512004 EwDes-L.out Page 8 Col-3 5 0.08 0.16 0.79 0.81 Col-3 6 0.08 0.16 0.79 0.81 Col-3 7 0.08 0.00 0.00 0.08 Col-3 8 0.08 0.00 0.00 0.08 Col-4 1 0.53 0.00 0.00 0.53 Col-4 2 0.24 0.16 0.86 1.01 Col-4 3 0.24 0.16 0.86 1.01 Col-4 4 0.08 0.16 0.86 0.88 Col-4 5 0.08 0.16 0.86 0.88 Col-4 6 0.08 0.16 0.86 0.88 Col-4 7 0.08 0.00 0.00 0.08 Col-4 8 0.08 0.00 0.00 0.08 Col-5 1 0.04 0.00 0.00 0.04 Col-5 2 0.03 0.00 0.00 0.03 Col-5 3 0.03 0.00 0.00 0.03 Col-5 4 0.03 0.00 0.00 0.03 Col-5 5 0.03 0.00 0.00 0.03 Col-5 6 0.03 0.00 0.00 0.03 Col-5 7 0.03 0.00 0.00 0.03 Col-5 8 0.03 0.00 0.00 0.03 Raf-1 1 0.00 0.00 0.00 0.00 Raf-1 2 0.00 0.00 0.00 0.00 Raf-1 3 0.00 0.00 0.00 0.00 Raf-1 4 0.00 0.00 0.00 0.00 Raf-1 5 0.00 0.00 0.00 0.00 Raf-1 6 0.00 0.00 0.00 0.00 Raf-1 7 0.00 0.00 0.00 0.00 Raf-2 1 0.00 0.00 0.00 0.00 Raf-2 2 0.00 0.00 0.00 0.00 Raf-2 3 0.00 0.00 0.00 0.00 Raf-2 4 0.00 0.00 0.00 0.00 Raf-2 5 0.00 0.00 0.00 0.00 Raf-2 6 0.00 0.00 0.00 0.00 Raf-2 7 0.00 0.00 0.00 0.00 MEMBER DE FLECTIONS/COLUA'IN REACTIONS: Mem Load Deflection (in) Reaction ( k ) Id Id Calc Allow Horz(OP) - Vert Horz(IP) Co1-1 1 0.00 1.20 - - 0.00 0.28 0.00 Col-1 2 0.00 1.20 0.00 0.28 0.00 Col-1 3 0.00 1.20 0.00 0.28 0.00 Col-1 4 0.00 1.20 0.00 0.28 0.00 Col-1 5 0.00 1.20 0.00 0.28 0.00 Col-1 6 0.00 1.20 0.00 0.28 0.00 Col-1 7 0.00 1.20 0.00 0.28 0.00 Col-1 8 0.00 1.20 0.00 0.28 0.00 Col-2 1 0.00 1.23 0.00 17.36 0.00 Col-2 2 0.56 1.23 2.48 10.53 0.00 Col-2 3 0.56 1.23 2.48 10.53 0.00 Col-2 4 -0.56 1.23 -2.48 3.70 0.00 Col-2 S 0.56 1.23 2.48 3.70 0.00 Col-2 6 0.56 1.23 2.48 3.70 0.00 Col-2 7 0.00 1.23 0.00 3.70 0.00 Col-2 8 0.00 1.23 0.00 3.70 0.00 311512004 EwDes-L.out Page 9 Col-3 1 0.00 1.27 0.00 17.37 0.00 Col-3 2 0.63 1.27 2.58 10.54 0.00 Col-3 3 0.63 1.27 2.58 10.54 0.00 Col-3 4 -0.63 1.27 -2.58 3.71 0.00 Col-3 5 0.63 1.27 2.58 3.71 0.00 Col-3 6 0.63 1.27 2.58 3.71 0.00 Col-3 7 0.00 1.27 0.00 3.71 0.00 Col-3 8 0.00 1.27 0.00 3.71 0.00 Col-4 1 0.00 1.30 0.00 17.38 0.00 Col-4 2 0.69 1.30 2.61 10.55 0.00 Col-4 3 0.69 1.30 2.61 10.55 0.00 Col-4 4 -0.69 1.30 -2.61 3.72 0.00 Col-4 5 0.69 1.30 2.61 3.72 0.00 Col-4 6 0.69 1.30 2.61 3.72 0.00 Col-4 7 0.00 1.30 0.00 3.72 0.00 Col-4 8 0.00 1.30 0.00 3.72 0.00 Col-5 1 0.00 1.33 0.00 0.31 0.00 Col-5 2 0.00 1.33 0.00 0.31 0.00 Col-5 3 0.00 1.33 0.00 0.31 0.00 Col-5 4 0.00 1.33 0.00 0.31 0.00 Col-5 5 0.00 1.33 0.00 0.31 0.00 Col-5 6 0.00 1.33 0.00 0.31 0.00 Col-5 7 0.00 1.33 0.00 0.31 0.00 Col-5 8 0.00 1.33 0.00 0.31 0.00 Raf-1 1 0.00 1.00 Raf-1 2 0.00 1.50 Raf-1 3 0.00 1.50 Raf-1 4 0.00 1.50 Raf-1 5 0.00 1.50 Raf-1 6 0.00 1.50 Raf-1 7 0.00 1.50 Raf-2 1 0.00 0.97 Raf-2 2 0.00 1.46 Raf-2 3 0.00 1.46 Raf-2 4 0.00 1.46 Raf-2 5 0.00 1.46 Raf-2 6 0.00 1.46 Raf-2 7 0.00 1.46 B11176 - Rafte r Spl ice Report 3/15/04 8:46am Splice -Surface- ---Plate - - Design_ Load - - -BO1ts(A325 - Id Typ - Id Locate Width Th ick Id Axl - Shr Mom Row Diam Space Gage 1 M 2 32.6 5.0 0. 375 0 0.0 0.0 0.0 2 0.500 3.00 3.00 0 0.0 0.0 0.0 2 0.500 3.00 3.00 B11176 Base Plate & Anchor Bolt Design 3/15/04 8 46am 311512004 EwDes-L.out Page 10 Column Base Id Depth Col-1 8.0 Col-2 10.0 Col-3 10.0 Col-4 10.0 Col-5 8.0 Max Reactions(k ) Comp Tens Shear 0.3 0.0 0.0 17.4 0.0 1.9 17.4 0.0 1.9 17.4 0.0 2.0 0.3 0.0 0.0 --Plate Size(in)-- Width Length Thick -Bolts(A307 Row Diam Gage B11176 Endwall Design Warning Report 3/15/04 8:46am No Warnings B11176 Endwall Weight SummarY 3/15/04 8:46am FORCED SPACING Total Column Weight = 1891.30 Total Rafter Weight = 0.00 Tota1 Girt Weight = 0.00 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Tota1 Clips Weight = 0.00 Tota1 Endwall Weight = 1891.30 311512004 EwDes-R.out Page 1 *B11176 Endwall Design Input Echo 3/ 4/04 4:02pm *(1)JOBID: (Max: 60 char) 'B11176' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No Des Lap 'k Id Col/Raf Girt Brace Panel Cycles Stiff 'R' 'Y' 'N' 'N' 'N' 4 0.50 *(3)DESIGN CODE: * *Design ---Steel Code--- ---BUild--- Seismic * Code Co1d Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' ' ' ' UBC ' 197' 91 ' *(4)DESIGN CONSTANTS: Wind * SteelYi eld(ksi ---Stre ss Ratio--- Strength * Web Flg C-Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor 50.0 50.0 55.0 50.0 36.0 36.0 50.0 80.0 1.03 1.03 1.03 1.3330 *(5)DEFLECTION LIMITS: * Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Total Colum n Wall Facia Wall Facia Wall Bent 180. 120. 0. 240. 240. 0. 240. 0. 240. 60. *(6)REPORTS: * Input Column * Echo Rafter iIi 'Y' *(7)BUILDING TYPE: * Build Build * Type Width 'FF-' 59.1667 *(8)SURFACE SHAPE: ~ No. X-Coord * Surf (ft) 3 0.0000 59.1667 59.1667 *(9)BAY SPACING: * Roof Frame * Bay Recess 0.3333 0.3333 Wall Door Wall Cable Girt Jamb Panel Brace I Y1 1 yT I yI F YI Build Expand_EW Length Use Offset 54.5000 'Y ' 4.00 Y-Coord Offset (ft) (in) 27.4653 0.000 25.0000 9.000 0.0000 0.000 Sets Of Bay No. Bays Width Bays 3 14.5833 1 15.0000 2 14.5833 1 *(10)FRAMED OPENINGS: 311512004 EwDes-R.out Page 2 * No. Bay Open * Open Id Width 0 *(11)PARTIAL WALLS: * Set_Of Base Fu11 * Bays Type Load 0 * (12 ) COLT.TMNS : Open Open Open Sill Base Height Offset Type Height Elev --Bay_Id-- Wall Start End Height Set Member Remove Depth Select Panels *--Left Corner-- -Right_Corner-- -Int_Facia-- Int_No Facia Max UnBr Base = Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length E1ev * (in) (in) (in) (in) Dep (ft) (in) tw I f-I 0.00 lw I f-T 0.00 lw 1 0.00 lw 1 0.00 IN' 30.000 0.000 *(13)COLUMIIV SIZE: * Set No. * Member Column iyl 5 *(14)RAFTERS: * Rafter Set * Select Depth 'W ' 0.000 *(15)RAFTERS SIZE: * Set No. * Member Rafter 'N' Column Size 'W08542' 'W10842' 'W10842' 'W10842' 'W08542' Rafter Flange Same Brace FyI lyl Rafter Size *(16)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 1 26.6090 'M ' *(17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZF' 'N' 0.000 0.0000 7.3333 'Y' 'Y' 13.0000 *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'N' 0 *(19)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 *(20)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 0.000 4.935 11 0.000 *(21)PANELS: 311512004 EwDes-R.out Page 3 * Wall * Panel '26 HR ' *(22)WIND FRAMING SELECTION: * -----Order Of Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column lYl pYl IN, 'Nt *(23)WALL BRACING: - Wind Brace * Shear Type 100.0 'CR' No. Bays Specified Specified Bays_For_Bracing 0 *(24)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay_Id 0.00 0 *(25)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay_Id Right 0.00 0 *(26)WALL BRACING ATTACHMENT *No Of Attach --Bay_Id-- No_Of *Attach Id Start End Level 0 Level Height *(27)EAVE EXTENSION: * *Wall No Of Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(28)CANOPY: * *Wall No Of Ext -Bay Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 3 0 2 0 4 0 *(29)FACIA/PARAPET ~ *Wall #Of Ext Fac Bay Id ----Attach Beam--- ---Facia/Parapet--- Edge_Extend Ext * Id Ext Id Typ St End Height Width S1ope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 3 0 2 0 4 0 *(30)FACIA/PARAPET GIRTS: * *Ext Top---- Interior- - - Back Panel- - Angle 311512004 EwDes -R.out Page 4 *Id Type Rotate Type Rotate Part Rotate Spacing *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: ~ * *Ext Ext Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct *(32)BASIC LOADS: * Dead Collat Live Snow Basic Wind Load Ratio * Load Load Load Load Wind Deflect Factor 2.2 0.0 20.0 30.0 15.1 1.00 1.00 *(33)BASIC LOADS AT EAVE: * Seis Coeff Seis Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.1866 0.1866 0.30 0.30 0.00 0.00 *(34)WIND PRESSURE/SUCTION: :r * Wind Wind * Press Suct 13.6 -13.6 Column 13.6 -13.6 Girt/Header 13.6 -13.6 Jamb 18.2 -18.2 Panel 19.7 -19.7 Parapet Girt *(35)WIND COEFFICIENTS: * Surf Rafter Wind 1 Rafter Wind 2 Bracing Wind Long Surface * Id Left R ight Left Right Left R ight Wind Fr iction 1 0.00 0.00 0.00 0.00 0.80 - 0.50 0.00 0 .00 2 -1.50 - 1.50 -1.50 -1.50 -0.70 - 0.70 -0.70 0 .00 3 0.00 0.00 0.00 0.00 -0.50 0.80 0.00 0 .00 *(36)COLTJMN & BRA CING DESIGN LOADS: * *Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 S 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(37)COLUNN & BRACING DESIGN LOADS: Deflection ~ *Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right Plind Press Suct Seis~ Id Coef 0 *(38)RAFTER DESIGN LOADS: r 311512004 EwDes -R.out * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 I Aux Load *Load Id Dead Collat Live Left Right Left Right Seis ~ Id Coef 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(39)RAFTER DESIGN LOADS: Deflection * * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 ~ Aux Load *Load Id Dead Collat Live Left Right Left Right Seis ~ Id Coef 0 *(40)AUXILIARY LOADS: (Max: 80 loads, 20 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 *(41)ADDITIONAL LOADS: Page 5 * No. Add Surf Basic Load ~ FX FY M X Y -Conc. * Add Id Id Load Type ~ W1 W2 Co DL1 DL2 -Unif. 6 1 2 'LIVE ''I ' 0.00 -13.66 0 .00 0.00 13.00 2 2 'DEAD ''I ' 0.00 -3.27 0 .00 0.00 13.00 3 3 'LIVE ''I ' 0.00 -13.66 0 .00 0.00 13.00 4 3 'DEAD ''I ' 0.00 -3.27 0 .00 0.00 13.00 5 4 'LIVE ''I ' 0.00 -13.66 0 .00 0.00 13.00 6 4 'DEAD ''I ' 0.00 -3.27 0 .00 0.00 13.00 *(42)GIRT LAPS: * * Data Set1 Set2 Set3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 *(43)GIRT STRAPS: k * Data ---Set 1--- ---Set 2--- ---Set 3--- ---Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan ' - ' 0 * No code file was used. - B11176 Endwall Design Code 3/15/04 8:54am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 311512004 EwDes-R.out Page 6 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 1 B11176 Column & Rafter Design 3/15/04 8:54am MEMBER SIZES: Member Member Member Id Locate Size Col-1 Col-2 Col-3 Col-4 CO1-S Raf-1 Raf-2 ---Web Size-- Depth Thick 0. 0 W2 E~1,z ~ 14.6 W10842 29.6 W10842 44.6 W10842 59.2 rin_~= +s.lf-;~ ~.J 7.50 0.112 9.50 0.112 9.50 0.112 9.50 0.112 7.50 0.112 7.50 0.112 7.50 0.112 -Flange_Size- Width Thick 5.00 8.00 8.00 8.00 5.00 5.00 5.00 0.250 0.250 0.250 0.250 0.250 0.250 0.250 Member Length 26.5 25.9 25.3 24.7 24.1 26.6 32.6 Member Weight 446.9 436.2 425.4 -9--9- 6-rB- Tota1= 1891.30 DESIGN ACTIONS/STRESSES: (W/R/U-Section) Axial (k ksi ) - Shear (k ksi ) Moment (f-k ksi Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress Col- - 1 1 0.31 0.09 2.30 - 0.00 0.00 16.04 0.00 0.00 5.89 Col- 1 2 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col- 1 3 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col- 1 4 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col- 1 5 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col- 1 6 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col- 1 7 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col- 1 8 0.31 0.09 3.06 0.00 0.00 21.38 0.00 0.00 7.85 Col- 2 1 17.38 3.41 6.48 0.00 0.00 11.56 0.00 0.00 5.57 Col- 2 2 10.55 2.07 8.63 -2.61 2.45 15.41 16.92 -9.86 11.42 Col- 2 3 10.55 2.07 8.63 -2.61 2.45 15.41 16.92 -9.86 11.42 Col- 2 4 3.72 0.73 8.63 2.61 2.45 15.41 -16.92 -9.86 11.42 Col- 2 5 3.72 0.73 8.63 -2.61 2.45 15.41 16.92 -9.86 11.42 Col- 2 6 3.72 0.73 8.63 -2.61 2.45 15.41 16.92 -9.86 11.42 Col- 2 7 3.72 0.73 8.63 0.00 0.00 15.41 0.00 0.00 11.42 Col- 2 8 3.72 0.73 8.63 0.00 0.00 15.41 0.00 0.00 11.42 Col- 3 1 17.37 3.41 6.80 0.00 0.00 11.56 0.00 0.00 9.00 Col- 3 2 10.54 2.07 9.06 -2.58 2.43 15.41 16.34 -9.52 11.99 Col- 3 3 10.54 2.07 9.06 -2.58V 2.43 15.41 16.34 -9.52 11.99 Col- 3 4 3.71 0.73 9.06 2.58 2.43 15.41 -16.34 -9.52 11.99 Col- 3 5 3.71 0.73 9.06 -2.58 2.43 15.41 16.34 -9.52 11.99 Col- 3 6 3.71 0.73 9.06 -2.58 2.43 15.41 16.34 -9.52 11.99 Col- 3 7 3.71 0.73 9.06 0.00 0.00 15.41 0.00 0.00 11.99 Col- 3 8 3.71 0.73 9.06 0.00 0.00 15.41 0.00 0.00 11.99 311512004 EwDes-R.out Page 7 Co1-4 1 17.36 3.40 7.15 0.00 0.00 11.56 0.00 0.00 9.46 Col-4 2 10.53 2.06 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Col-4 3 10.53 2.06 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Col-4 4 3.70 0.72 9.53 2.48 ✓ 2.33 15.41 -15.33 -8.93 12.61 Col-4 5 3.70 0.72 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Col-4 6 3.70 0.72 9.53 -2.48 2.33 15.41 15.33 -8.93 12.61 Co1-4 7 3.70 0.72 9.53 0.00 0.00 15.41 0.00 0.00 12.61 Co1-4 8 3.70 0.72 9.53 0.00 0.00 15.41 0.00 0.00 12.61 Co1-5 1 0.28 0.08 2.79 0.00 0.00 16.04 0.00 0.00 6.49 Col-5 2 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col-5 3 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col-5 4 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col-5 5 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col-5 6 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col-5 7 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Col-5 8 0.28 0.08 3.72 0.00 0.00 21.38 0.00 0.00 8.65 Raf-1 1 0.00 0.00 24.17 0.00 0.00 16.04 0.00 0.00 32.43 Raf-1 2 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 3 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 4 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 S 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 6 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-1 7 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 43.23 Raf-2 1 0.00 0.00 24.17 0.00 0.00 16.04 0.00 0.00 30.00 Raf-2 2 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 3 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 4 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 5 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 6 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 Raf-2 7 0.00 0.00 32.21 0.00 0.00 21.38 0.00 0.00 39.99 STRESS RATIO: Mem Load Id Id Axia1 Shear Moment Ax1+Mom Col-1 1 0.04 0.00 0.00 0.04 Col-1 2 0 .03 0.00 0.00 0.03 Col-1 3 0 .03 0.00 0.00 0.03 Col-1 4 0 .03 0.00 0.00 0.03 Col-1 5 0 .03 0.00 0.00 0.03 Col-1 6 0 .03 0.00 0.00 0.03 Col-1 7 0 .03 0.00 0.00 0.03 Col-1 8 0 .03 0.00 0.00 0.03 Col-2 1 0 .53 0.00 0.00 0.53 Col-2 2 0 .24 0.16 0.86 1.01 Col-2 3 0 .24 0.16 0.86 1.01 Col-2 4 0 .08 0.16 0.86 0.88 Col-2 5 0 .08 0.16 0.86 0.88 Col-2 6 0 .08 0.16 0.86 0.88 Col-2 7 0 .08 0.00 0.00 0.08 Col-2 8 0 .08 0.00 0.00 0.08 Col-3 1 0 .50 0.00 0.00 0.50 Col-3 2 0 .23 0.16 0.79 0.93 Col-3 3 0 .23 0.16 0.79 0.93 Col-3 4 0 .08 0.16 0.79 0.81 Shr+Mom EwDes-R.out f2004 0 p.79 0 0,16 79 .81 .81 p.08 5 0.08 016 O. 00 0'00 0.08 0.08 Col-3 6 p. Col-3 0.08 00 0.00 p.48 00 Col-3 8 0.08 p,00 0. 15 0.~1 0.48 Col-3 0.84 p.84 1 p. Col-4 Z 0.2Z ~.15 0.'7 1 171 0.13 , Col-4 3 0.22 0 .15 0. 0.08 15 o.71 col-4 73 0 , p.73 § p. Col-4 5 0.08 p15 0.?1 . 00 0.08 0 0. Col-4 6 0.08 0 . Q~ 0.00 Col-4 O.0$ p p.08 Q.03 p. Col-4 ? $ 0.08 p .00 0.90 00 p.p2 Col-4 1 0.03 00 0. 02 p. 0.00 Col-5 0 p.02 p 02 . Col-5 2 0.02 0'0p0 ~ 0.0a 00 Q' 3 , p.02 0Q 0. 0.02 Co3-5 0.00 Col-5 4 0.02 p.Q2 0 02 Col-5 5 0.02 0'00 0.00 00 6 . p.02 0.02 p.00 0. Cp1-5 17 00 0.00 Col-5 a 0.02 p.00 0- ~ Cal-5 0.00 ~ 0.00 0.00 0.00 ~0 0.00 gaf-I l 0.00 0' 0 00 0.00 Raf-1 3 0.00 0 ,00 0. 0.00 00 0.00 gaf-1 0.00 0 .00 4 p . Raf-1 5 0•00 p00 0.00 , 0 o p,00 Raf-i 6 0.0o oo 0 . 0.00 gaf-1 0.00 Q a.oo p.00 q gaf-1 ~ 0.00 0'~ 0.00 00 0.00 ,00 0. gaf-2 2 0.00 p gaf-2 0.00 00 0.00 0.00 0.00 0 gaf-2 3 0.00 ~'o 0.00 00 p.00 ~0 gaf-2 5 0.00 p, 00 0.00 gaf-2 0.00 ~ 0. 0.0 6 0.00 , Raf-2 gaf-2 COLUMN RBACTIONSI ECTIONS/ geaction ert HorzllP) tk DEFL MEMBER ction orz(OP) ~ V - Allow Load DeEle i Mem Calc - 00 0.00 f 0.31 0,00 Yd d ~ 1,33 0~ 0 p , 00 0.31 0.00 0.31 00 . 1.33 c01-1 1 0.00 1.33 2 00 0'0 ().0 0. 0.31 0.00 31 0.00 1.33 Col-1 Col-1 3 0.00 1 33 0'00 0 0. p.00 0.31 0.00 . Col-1 4 0.00 1,33 00 5 0.0 0.60 p,31 0,00 0,31 00 0• 1.33 Col-1 Co1-1 6 0.00 1.33 1 0'00 00 0 , 17 .38 p.00 7 0.00 1.30 Col-1 00 8 0 . 2.61 10.55 0 .00 10.55 00 0. Co1-1 1.30 Col-z 1 0.69 30 2•61 61 0. 3.-72 0.00 ' Col-2 2 0.69 1,34 69 3 -2. 61 2~ 3.72 0.00 3.~2 00 _0. Col-2 1.30 Col 2 5 0.69 1 30 61 00 0. 3 .72 0.00 . C01-2 0.69 1.30 6 0. 0 .00 3 ,?2 0.00 1 30 C01-2 '7 0 a 0. Col-Z ~ 311512004 EwDes-R.out Page 9 Col-3 1 0.00 1.27 0.00 17.37 0.00 Col-3 2 0.63 1.27 2.58 10.54 0.00 Col-3 3 0.63 1.27 2.58 10.54 0.00 Col-3 4 -0.63 1.27 -2.58 3.71 0.00 Col-3 5 0.63 1.27 2.58 3.71 0.00 Col-3 6 0.63 1.27 2.58 3.71 0.00 Col-3 7 0.00 1.27 0.00 3.71 0.00 Col-3 8 0.00 1.27 0.00 3.71 0.00 Col-4 1 0.00 1.23 0.00 17.36 0.00 Col-4 2 0.56 1.23 2.48 10.53 0.00 Col-4 3 0.56 1.23 2.48 10.53 0.00 Col-4 4 -0.56 1.23 -2.48 3.70 0.00 Col-4 5 0.56 1.23 2.48 3.70 0.00 Col-4 6 0.56 1.23 2.48 3.70 0.00 Col-4 7 0.00 1.23 0.00 3.70 0.00 Col-4 8 0.00 1.23 0.00 3.70 0.00 Col-5 1 0.00 1.20 0.00 0.28 0.00 Col-5 2 0.00 1.20 0.00 0.28 0.00 Col-5 3 0.00 1.20 0.00 0.28 0.00 Col-5 4 0.00 1.20 0.00 0.28 0.00 Col-5 5 0.00 1.20 0.00 0.28 0.00 Col-5 6 0.00 1.20 0.00 0.28 0.00 Col-5 7 0.00 1.20 0.00 0.28 0.00 Col-5 8 0.00 1.20 0.00 0.28 0.00 Raf-1 1 0.00 1.00 Raf-1 2 0.00 1.50 Raf-1 3 0.00 1.50 Raf-1 4 0.00 1.50 Raf-1 5 0.00 1.50 Raf-1 6 0.00 1.50 Raf-1 7 0.00 1.50 Raf-2 1 0.00 0.97 Raf-2 2 0.00 1.46 Raf-2 3 0.00 1.46 Raf-2 4 0.00 1.46 Raf-2 5 0.00 1.46 Raf-2 6 0.00 1.46 Raf-2 7 0.00 1.46 B11176 Rafter Spl ice Report 3/15/04 8:54am Splice -Surface- ---Plate--- Design_ Load - - -Bolts(A325 ) - Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 M 2 26.6 5.0 0.375 0 - 0.0 0.0 0.0 2 0.500 3.00 3.00 0 0.0 0.0 0.0 2 0.500 3.00 3.00 B11176 Base Plate & Anchor Bolt Design 3/15/04 8:54am 311512004 EwDes-R.out Page 10 Column Base Id Depth Col-1 8.0 Col-2 10.0 Col-3 10.0 Col-4 10.0 Col-5 8.0 Max Reactions(k ) Comp Tens Shear 0.3 0.0 0.0 17.4 0.0 2.0 17.4 0.0 1.9 17.4 0.0 1.9 0.3 0.0 0.0 --Plate Size(in)-- Width Length Thick -Bolts(A307 Row Diam Gage B11176 Endwall Design Warning Report 3/15/04 8:54am No Warnings B11176 Endwall Weight Summary 3/15/04 8:54am FORCED SPACING: Total Column Weight = 1891.30 Total Rafter Weight = 0.00 Total Girt Weight = 0.00 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 0.00 Total Endwall Weight = 1891.30 311112004 RfDes-l.out Page 1 *B11176 *(1)JOBID: 'B11176 Rigid Frame Design Input Echo 3/ 8/04 12:03am *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No Of End Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option_Id 1 'RFE' 5.00 11.54,/ 7 'P' 'P' 1.00 ' - ' ' ' *(3)ANALYSIS OPTIONS: *Plate Depth Frame Column Dep_Opt(in) Rafter Dep_Opt(in) Web Stiffener P * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side Delta 'N' 'N' 'N' 'T ' 9.50 60.00 'T ' 8.00 60.00 'N' 0.00 'Y ' 'N' *(4)DESIGN CODE: * *Design ---Steel Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS ' 'AISI96' 'AISC89' ' ' 'UBC ' 197' 11 ' *(5)DESIGN CONSTANTS: * Wind * Steel Yield(ksi StressRatio---- Strength * Web Flg R Frm P Frm T Frm EP BP Frame Col EP BP Factor 50.0 50.0 36.0 36.0 46.0 50.0 50.0 1.03 1.03 1.03 1.03 1.3330 *(6)DEFLECTION LIMITS: * Total weak * Horz Vert Vert Axis 200.0 240.0 0.0 60.0 t, ✓ *(7)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React 'It tYi ly~ iyr lyi IN' IN' FYI IN' TN' IN' IN' *(8)BUILDING SHAPE: * No. X Coord Y Coord Offset * Surf (ft) (ft) (in) 3 0.0000 25.0000 0.000" 59.1667 27.4653 9.000" 59.1667 0.0000 0.000 *(9)MEMBER DEPTHS: * Surf Member * Id Size 1 ' ' Z F 1 --Depth(in)-- No. Start End Dep 16.000 32.000 0 34.000 34.000 3 Interior Depths Loc.(ft) Depth(in) 19.2180 34.000 29.2180 34.000 39.2180 34.000 3 ' 1 36.000 16.000 0 311112004 RfDes-l.out Page 2 *(10)MEMBER SPLICES * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 2 0.0000 'VEE' 29.2180 '-EE' 3 1 0.0000 'VEE' *(11)SEGMENT PLATES: * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I .S.Flg 1 3 1 10.0000 8.00 0.1790 0.2500 0.5000 2 5.0000 8.00 0.1790 0.2500 0.5000 3 0.0000 8.00 0.1790 0.2500 0.6250 2 2 4 0.0000 8.00 0.2500 0.2500 0.3750 5 10.0000 8.00 0.2500 0.3750 0.2500 3 1 6 0.0000 8.00 0.2500 0.3750 0.2500 4 1 7 0.0000 8.00 0.2500 0.2500 0.2500 5 2 8 10.0000 8.00 0.2500 0.2500 0.2500 9 0.0000 8.00 0.2500 0.2500 0.3750 6 3 10 0.0000 8.00 0.1790 0.3750 0.6250 11 10.0000 8.00 0.1790 0.3750 0.6250 12 10.0000 8.00 0.1790 0.2500 0.6250 *(12)INT ERIOR COL UMNS: * No. C o1 Col Col Col Connection Unbrace Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 * (13 ) TAPERED INTERIOR COLTJNIlVS : *Col Col ---Depth---- No. Start --Web Depth--- * Id Shape Min Max Mem Locate Start End *(14)BASE ELEVATION: * Elev 0.00 Left Column 0.00 Right Column *(15)WALL GIRTS: Web Flg OS_F1g IS_Flg Thick Width Thick Thick *Surf Girt Girt Girt Girt No. * Id Type Depth Project Lap Girt Location(ft) 1 'ZF' 0.00 0.00 0.000 0 3 'ZF' 0.00 0.00 0.000 0 *(16)ROOF PURLINS *Surf Purl Purl Purl Purl No. Peak Set Of -Set Space- * Id Type Depth Project Lap Purlin Space Space Space No. 2 'ZB' 9.00 0.00 1.875 11 0.000 0 *(17)FLANGE BRACES: 3/I1/2004 * Surf No. * Id Brace 1 0 2 11 3 0 *(18)SIDEWALL *Surf No Ext * Id Ext Id 1 0 3 0 -Wind 2--- Left Right 0.80 -0.50 0.70 -0.70 0.50 0.80 ----Facia Size---- Elev Height Slope *(19)EXTENSION LOADS: *Ext Dead Collat Live Windl Coeff Wind2 Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right *(20)BASIC LOADS * Basic Wind * Dead Live Snow Co11at Wind Load * psf psf psf psf psf Ratio 2.20 20.00 30.00 0.00 15.13 1.00 *(21)2ASIC LOADS AT EAVE: * Seismic Weak ~is L * Load SpcEP Coef Wind Seis * k k k k 0.10 0.00 0.19 0.00 0.00 *(22)WI * Surf * Id 1 2 3 *(23)LONGITUDINAL * * Wind----- * Horiz Vert 7.52 13.01 7.77 14.88 *(24)DESIGN LOADS: Weak Pxis R Wind Seis k k 0.00 0.00 Long_Wind_1 Lt Rt -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 BRACING LOADS: ---Seismic--- Horiz Vert 1.80 3.12 Left Column 1.84 3.52 Right Column Surface Friction 0.00 0.00 0.00 Page 3 Load Width -EW Brace-- Wind Seis k k 0.00 0.00 * - --Load Coefficients---- *Load Live/ Live -Wind 1- -Wind 2- Long Wind -Seis mic-- *No Id Dead Co11 Snow Right Lt Rt Lt Rt Lt Rt Long Tran 17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 Flange_Brace At Girt/Purlin Number RfDes-l.out 1 2 3 4 5 6 7 8 9 10 11 EXTENSIONS: -------Extension Size------- Type Elev Width Slope --Torsion-- Wind Seis k k 0.00 0.00 Aux Id 0 0 0 0 0 0 0 0 0 0 0 ND COEFFICIENTS: --Wind 1--- - Left Right 0.80 -0.50 -0.70 -0.70 - -0.50 0.80 - 311112004 RfDes-l.out Page 4 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 *(25)DESIGN LOADS: * ----Load Coefficients--- - *Load Live/ Live -Win d 1- -Wind 2- Long Wind -Seismic-- Aux *No Id Dead Co11 Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id 0 *(26)A UXILARY LO ADS: .-5 *No. Aux Aux No, Add Add Comb f *Aux Id Name Loads Id Coeff 0 1-- *(27)ADDITI ONAL LOADS: (F -k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Co D11 D12 -Dist 22 1 2 'LIVE ' 'D ' -0.11 0.00 -0.04 0.000 1.930 2 2 'LIVE ' 'D ' 0.00 -0.11 0.04 57.230 59.170 3 1 'WINDLI' 'C ' 0.84 0.00 0.000 0.000 24.000 4 1 'WINDR1' 'C ' -0.84 0.00 0.000 0.000 24.000 5 3 'WINDL1' 'C ' 0.84 0.00 0.000 0.000 0.000 6 3 'WINDR1' 'C ' -0.84 0.00 0.000 0.000 0.000 7 1 'SEIS ' 'C ' 0.64 0.00 0.000 0.000 24.000 8 3 'SEIS ' 'C ' 0.64 0.00 0.000 0.000 0.000 9 1 'SEIS ' 'C ' 2.80 0.00 0.000 0.000 24.000 10 3 'SEIS ' 'C ' 2.80 0.00 0.000 0.000 0.000 11 2 'LIVE ' 'C ' 0.00 -5.47 0.000 14.580 0.000 12 2 'DEAD ' 'C ' 0.00 -1.32 0.000 14.580 0.000 13 2 'LIVE ' 'C ' 0.00 -5.47 0.000 29.580 0.000 14 2 'DEAD ' 'C ' 0.00 -1.32 0.000 29.580 0.000 15 2 'LIVE ' 'C ' 0.00 -8.62 0.000 39.170 0.000 16 2 'DEAD ' 'C ' 0.00 -2.06 0.000 39.170 0.000 17 2 'LIVE ' 'C ' 0.00 -3.50 0.000 44.580 0.000 18 2 'DEAD ' 'C 1 0.00 -0.84 0.000 44.580 0.000 3/I1/2004 RfDes-I.out Page 5 19 1 'LIVE ' 'C ' 0.00 -10.21 0.000 0.000 13.000 20 1 'DEAD ' 'C ` 0.00 -2.44 0.000 0.000 13.000 21 3 'LIVE ' 'C ' 0.00 -10.21 0,000 0.000 -14.470 22 3 'DEAD ' 'C ' 0.00 -2.44 0.000 0.000 -14.470 *(28)FLOOR BEAMS: * Bay No. Beam Beam Con_Type * Id Beam Id Ht Lt Rt 1 0 *(29)CABLES: Con_Loc Beam Properties Lt Rt Area Ixx * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *(30)CRANE BRACKET: *Crane BayId Crane Crane Beam *No Id Lt Rt Type Height Depth 0 *(31)FRAME LINES: * No *Line Frame Line Id 2 1 4 *(32)DESIGN PLATES: Offset---- ---Bracket---- Col Sup Load Left Right Type Select L R(k ) *No. ---Plate-- --Plate Size- Bolt Bolt ---Top---- -Bottom-- *Plt Type Id Width Thick Dia Gage Row Space Row Space 0 *(33)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 0 B11176 Rigid Frame Design Code 3/ 8/04 12;03am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - ATSS96 BUILDING CODE: Wind Code - IIBC Year - 97 Seismic Zone - 1 Seismic Coef - 0.19 311I12004 RfDes-1.out Page 6 B11176 Base Plate and Anchor Bolt Design 3/ 8/04 12:03am Weak --Column Base-- Max Reactions(k ) Axis --Plate Size(in)-- --201ts(A307 Loc. Typ Depth Comp Tens Shear Tens Width Length Thick - Row Diam Gage Left P 16.8 38.9 -2.4 -9.5 0.0 8.0 17.00 0.500 3 0.750 3.00 Right P 16.9 41.6 -2.4 9.6 0.0 8.0 17.00 0.500 3 0.750 3.00 WELDS: Base Id Left Right ----OUtside Flange--- Shear(k/in ) Size Typ Calc A11ow 0.188 F1 0.15 2.78 0.I88 F1 0.15 2.78 ----Inside Flange---- Shear(k/in ) Size Typ Calc Allow 0.188 F1 0.15 2.78 0.250 Fl 0.15 3.71 Web Shear(k/in ) Size Typ Calc Allow 0.188 Fl 0.60 2.78 0.188 F1 0.60 2.78 1311176 Bolted-End-Plate Design 3/ 8/04 12:03am Splice Member Web -Splice(in)- Ten Load(k f -k Bolts (A325 ) Id Typ Loc. Depth Width Thick Loc Id - - P.xl Shr Mom Row Diam Space Gage 1 VEE 1- 2 34.00 8,0 0.750 Top(b)x 10 33 420 - 2 1.000 4.00 4.00 Bot 16x 0 -3 84 2 1.000 4.00 4.00 2-EE 3- 4 34.00 8.0 0.750 Top 17x 0 3 0 2 0.750 4.00 3.00 Bot 1 10 6 203 2 0.750 4.00 3.00 3 VEE 5- 6 34.00 8.0 1.000 Top(a)x 9 -35 428 2 1.000 4.00 4.00 Bot 17x 0 3 84 2 1,000 4.00 4.00 (a)Moment: D+L+2.8*Seismic L (b)Moment: D+L+2.8*Seismic R WELDS: Splice Id Side 1 L 1 R 2 L 2 R 3 L x Loads shown are fu].1 loads. Design results are adjusted for windistrength factor (1.333) r r'~~~r't ~..°t171 1..----Outsi Size Typ 0.375 F 0.313 F 0.250 F 0.250 F 0.375 F 3e Flange--- Shear(k/in Calc Allow 4.88 5.66 3.86 4.64 0.00 3.71 0.00 3.71 3.93 5.56 --Inside F1ange---- Shear(k/in ) Size Typ Calc Allow - 0.250 F 0.96 3.71 0.250 F 1.01 3.71 0.250 F 2.48 3.71 0.250 F 2.63 3.71 0.375 F 1.01 5.66 Size 0.250 0.250 0.250 0.250 0.375 Typ Fl Fl Fl Fl F1 Web Shear Ca7 c 0.73 0.73 0.13 0.18 0.78 (k/in A11ow 3.71 3.71 3.71 3.71 S.Gb 311112004 RfDes-l.out Page 7 3 R 0.375 F 4.97 5.66 0.375 F 0 .95 5 .66 0.375 Fl 0.78 5.66 B11176 Stiffen er Report 3/ 8/04 12:03am Stiff -Plate Size- Web Load -----Force(k ) Location No. Width Thick Length Id Calc Allow UC Left Co1 1 4.00 0.250 32.00 1 82.1 81.5 1.01 Right Col 1 4.00 0.375 36.00 1 84.9 110.3 0.77 Stiffener Yield = 50.0 ksi B11176 Flange Brace Report 3/ 8/04 12:03am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace 1 0 2 5 Locate: Sides . Part . WebDep: BrcDst: Force . BrcUC : ConUC : 3 0 Flange Braces 1 4 7 10 11 1 1 1 1 1 FB FB FB FB FB 34.00 34.00 34.00 34.00 34.00 34.50 34.50 34.50 34.50 34.50 0.48 0.06 0.04 0.19 0.54 0.37 0.05 0.03 0.14 0.43 0.33 0.04 0.03 0.13 0.38 311176 Weld Report: Web To Flange 3/ 8/04 12:03am ----Max Weld Shear----- -Weld Prov ided- Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ---1.-- ---1--- ---1--- ---1-- - 0.49 0.188 2.78 F 1 1. 2 4 1 0.33 0.188 2.78 F 1 1. 3 6 1 0.30 0.250 3.71 F 1 2 4 9 1 0.50 0.188 2.78 F 1 1 5 12 1 0.44 0.188 2.78 F 1 6 l~ 1 0.21 0.188 2.78 F 1 311112004 RfDes-l.out Page 8 4 7 20 1 0.27 0.125 1.86 F 1 5 8 23 1 0.41 0.125 1.86 F 1 5 9 26 1 0.56 0.188 2.78 F 1 6 10 28 1 0.23 0.250 3.71 F 1 6 11 31 1 0.31 0.250 3.71 F 1 6 12 34 1 0.50 0.250 3.71 F 1 B11176 Special Segment Report 3/ 8/04 12:03am TOP OF LEFT COLUMN: Reqd Initial Web Thick= 0.179 ( 0.179) Flange Width= 8.000 ( 8.000) Flange Thick= 0.375 ( 0.250) TOP OF RIGHT COLUMN: Reqd Initial Web Thick= 0.179 ( 0.179) Flange Width= 5.000 ( 8.000) Flange Thick= 0.375 ( 0.375) B11176 Design Summary Report 3/ 8/04 12:03am FRAME: Id = 1 Type = RF Line Id= 1 4 MEMBERS Mem Segl Flange lWeb Depthl Plate Thickness Id Id I Len WidIStrt Endl Web O-flg I-flg - - - 1 1 10.0 8.0 16.0 23.4 0.179 0.250 0.500 1 2 5.0 8.0 23.4 27.2 0.179 0.250 0.500 1 3 9.2 8.0 27.2 32.0 0.179 0.250 0.625 2 4 6.7 8.0 34.0 34.0 0.250 0.250 0.375 2 S 10.0 8.0 34.0 34.0 0.250 0.375 0.250 3 6 10.0 8.0 34.0 34.0 0.250 0.375 0.250 4 7 10.0 8.0 34.0 34.0 0.250 0.250 0.250 S 8 10.0 8.0 34.0 34.0 0.250 0.250 0.250 5 9 6.8 8.0 34.0 34.0 0.250 0.250 0.375 6 10 6.7 3.0 36.0 32.9 0.179 0.375 0.625 6 ll 10.0 8.0 32.9 24.4 0.179 0.375 0.625 6 12 10.0 8.0 24.4 16.0 0.179 0.250 0.625 I M. lId 3 5 8 9 12 15 20 23 26 27 29 ax UCV Ld Ucv 1 0.41 1 0.50 1 0.59 1 0.62 1 0.55 1 0.27 1 0.41 1 0.63 1 0.70 1 0.66 1 0.60 1 0.43 I Max UCO IId Ld Uco 1 1 0.54 5 16 0.37 8 16 0.44 9 1 0.56 14 1 0.40 17 1 0.65 18 1 0.96 21 1 0.84 26 1 0.59 27 17 0.32 29 17 0.29 34 1 O.n'1 I M lId 3 5 8 9 14 17 18 21 26 27 29 32 3.x UCI Ld uci 1 0.98 1 0.95 1 0.92 1 0.5: 1 0.36 1 0.62 1 0.6E 1 0.57 1 0.61 1 1.03 1 0.9£ 1 1.01 311112004 RfDes-l.out Page 9 LOAD COMBINATIONS: 1 - DL+CO+LL 16 - SEIS 17 - -SEIS WEIGHTS: Member . 1 2 3 4 5 6 Weight (lb) : 865 766 459 425 - 738 1115 Total Weight (lb) : Frame Members = 4369 Interior Col. = 0 Conn. Plates = 468 Base Plates = 39 Trans Stiff = 0 4876 REACTIONS: (Sidewall Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 --Left Column--- Fx(k ) Fy(k ) Fz(k ) M(f-k ) 9.54 38.88 0.00 0.00 -3.41 2.23 0.00 0.00 4.36 6.46 0.00 0.00 6.97 36.10 0.00 0.00 10.86 38.22 0.00 0.00 0.50 17.77 0.00 0.00 8.27 22.01 0.00 0.00 -2.51 2.98 0.00 0.00 3.46 5.71 0.00 0.00 7.42 36.48 0.00 0.00 10.41 37.84 0.00 0.00 1.39 18.53 0.00 0.00 7.37 21.25 0.00 0.00 -2.04 4.62 0.00 0.00 5.50 10.96 0.00 0.00 -3.77 -3.17 0.00 0.00 3.77 3.17 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.20 -0.19 -1.45 2 0.63 0.63 0.08 3 0.76 -0.76 -0.10 4 0.13 0.14 -1.36 5 -0.56 -0.55 -1.37 Right_ Column-------- Fx(k ) Fy(k ) - Fz(k ) M(f-k ) -9.55 41.59 0.00 0.00 -3.86 6.83 0.00 0.00 3.64 2.60 0.00 0.00 -10.62 40.75 0.00 0.00 -6.87 38.64 0.00 0.00 -7.77 23.37 0.00 0.00 -0.27 19.14 0.00 0.00 -3.08 6.08 0.00 0.00 2.86 3.35 0.00 0.00 -10.23 40.38 0.00 0.00 -7.26 39.01 0.00 0.00 -6.99 22.62 0.00 0.00 -1.06 19.90 0.00 0.00 -5.04 11.67 0.00 0.00 1.58 5.34 0.00 0.00 -3.31 3.17 0.00 0.00 3.31 -3.17 0.00 0.00 31I112004 RfDes-I.out Page 10 6 0.54 0.55 -0.67 7 -0.84 -0.84 -0.70 8 0.41 0.41 -0.09 9 -0.54 -0.54 -0.10 10 0.02 0.03 -1.36 11 -0.45 -0.44 -1.37 12 0.32 0.33 -0.68 13 -0.62 -0.62 -0.69 14 0.89 0.89 -0.24 15 -0.96 -0.96 -0.28 16 0.92 0.92 0.02 17 -0.92 -0.92 -0.02 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 1450 1679 490 2 464 512 8886 3 381 420 6813 4 2216 2288 523 5 517 578 518 6 534 584 1055 7 345 381 1018 S 716 789 8348 9 536 590 7167 10 13544 10579 522 11 642 721 519 12 895 974 1047 13 466 517 1026 14 328 360 2954 15 302 333 2504 16 314 346 32895 17 314 346 32895 Max Live Vertical =-1.19, Span/Deflection = 599. (Limit= 240.) ✓ Max Horizontal Drift= -0.96, Eave Height/Drift= 302. (Limit= 200.) v B11176 Rigid Frame Clearances 3/ 8/04 12:03am VERTICAL CLEARANCE: Left Col Right Col Midspan . 257-09" (X= 32-10", Y= 257-09") . 284-04" (X= 673-04", Y= 284-04") . 276-00" (X- 472-00", Y= 276-0011) HORIZONTAL CLEARANCE: 311112004 RfDes-I.out Page 11 Left Col - Right Col 640-10" (X1= 32-10", X2= 673-04") B11176 Rigid Frame Design Warnings 3/ 8/04 12:03am No Warnings 311112004 RfDes-2.out Page 1 *B11176 Rigid Frame Design Input Echo 3/ 8/04 12;11am *(1)SOBID: 'B11176 *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No Of End Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option Id 2 'RF ' 5.00 20.63 J 7 'P' 'P' 1.00 ' ' *(3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) Rafter_Dep_Opt(in) Web Stiffener P * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side Delta 'N' 'N' 'N' 'T ' 9.50 60.00 'T ' 8.00 60.00 'N' 0.00 'Y ' 'N' *(4)DESIGN CODE: * *Design --Stee1 Code--- ---BUi1d- - Seismic * Code Cold Hot Country Code Year Zone 'WS ' 'ASSI96' 'AISC89' ' - 'UBC ' 197' '1 ' *(S)DESIGN CONSTANTS: ,r Win * SteelYield(ksi ----Stress Ratio---- Strength * Web Flg R_Frm P Frm T Frm EP BP Frame Col EP BP Factor 50.0 50.0 36.0 36.0 46.0 50.0 50.0 1.03 1.03 1.03 1.03 1.3330 *(6)DEFLECTION LIMITS: * Total Weak * Horz Vert Vert Axis 200.0~ 2401y0 0.0 60.0 *(7)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React ,I, lY, ~Z,, 'y' 'Z,' IN' IN? ly, INI fNi IN? IN' *(8)BUILDING SHAPE: * No. X Coord Y Coord Offset * Surf (ft) (ft) (in) 3 0.0000 25.0000 0.000 ~ 59.1667 27.4653 9.000 59.1667 0.0000 0.000 *(9)MEMBER DEPTHS: * Surf Member * Id Size 1 ' ' 2 ' - Depth(in)-- No. Start End Dep 16.000 30.000 0 34.000 34.000 3 Interior Depths Loc.(ft) Depth(in) 19.2180 34.000 29.2180 34.000 39.2180 34.000 3 1 30.000 16.000 0 311112004 kfDes-2.out Page 2 *(10)MEMBER SPLICES: * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 2 0.0000 'VEE' 29.2180 '-EE' 3 1 0.0000 'VEE' *(11)SEGMENT PLATES: * Mem No. Seg Len Flange Plate Thicknes s (in) * Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 3 1 10.0000 12.00 0.1790 0.3750 0.5000 2 5.0000 12.00 0.1790 0.3750 0.5000 3 0.0000 12.00 0.2500 0.3750 0.5000 2 2 4 0.0000 10.00 0.3125 0.3750 0.3750 5 10.0000 10.00 0.3125 0.3750 0.3750 3 1 6 0.0000 10.00 0.2500 0.5000 0.3750 4 1 7 0.0000 10.00 0.2500 0.5000 0.3750 5 2 8 10.0000 10.00 0.3125 0.5000 0.3750 9 0.0000 10.00 0.3125 0.3750 0.3750 6 3 10 0.0000 12.00 0.2500 0.3750 0.6250 11 10.0000 12.00 0.1790 0.3750 0.6250 12 10.0000 12.00 0.1790 0.3750 0.6250 *(12)INT ERIOR COLUMNS: * No. C ol Col Col Col Connection Unbrace Length Col Col * Col Id Typ Rot Loc Bot _ Top Major Minor Set Size 0 *(13)TAPERED INTERIOR COLUMNS: *Col Col - -Depth-- - No. Start --Web Depth--- * Id Shape Min Max Mem Locate Start End *(14)BASE ELEVATION: T Elev 0.00 Left Column 0.00 Right Column *(15)WALL GIRTS: Web Flg OS_F1g IS_Flg Thick Width Thick Thick *Surf Girt Girt Girt Girt No. * Id Type Depth Project Lap Girt Location(ft) 1 'ZF' 0.00 0.00 0.000 0 3 'ZF' 0.00 0.00 0.000 0 *(16)ROOF PURLINS *Surf Purl Purl Purl Purl No. Peak Set Of -Set Space- * Id Type Depth Project Lap Purlin Space Space Space No. 2 `ZB' 9.00 0.00 1.875 11 0.000 0 *(17)FLANGE BRACES: 311112004 RfDes-2.out Page 3 * Surf No. * Id Brace 1 0 2 11 3 0 *(18)SIDEWALL *SurE No Ext * Id Ext Id 1 0 3 0 Flange Brace At Girt/Purlin Number 1 2 3 4 5 6 7 EXTENSIONS: -------Extension Size------- Type Elev width Slope Weak Axis R Wind Seis k k 0,00 0.00 *(19)EXTENSION LOADS: *Ext Dead Co11at Live Windl Coeff Wind2 Coeff Facia Wind *Id psf psf pst Le£t Right Left Right Left Right *(20)BASIC LOADS: * * Dead Live Snow Collat * psf psf psf psf 2.20 20.00 35.66 0.00 *(21)BASIC LOADS AT * Seismic----- * Load SpcEP Coef * k k 0.17 0.00 0.19 *(22)WI * Surf * Id 1 2 3 Basic Wind Wind Load psf Ratio 15.13 1.00 EAVE: Weak Axis L Wind Seis k k 0.00 0.00 --Wind2 Left Right 0.80 -0.50 0.70 -0.70 0.50 0.80 *(23)LONGITUDINAL BRACING LOADS: * * ----Wind----- ---Seismic--- * Horiz Vert Horiz Vert 7.52 13.01 1.80 3.12 7.77 14.88 1.84 3.52 *(24)DESIGN LOADS: * *Load Live/ *No Id Dead Coll Snow 17 1 1.00 1.00 1.00 2 1.00 0.00 0.00 3 1.00 0.00 0.00 4 1.00 1.00 1.00 5 1.00 1.00 1.00 6 1.00 0.00 0.50 7 1.00 0.00 0.50 8 1.00 0.00 0.00 9 1.00 0.00 0.00 10 1.00 1.00 1.00 11 1.00 1.00 1.00 Live Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 Long_Wind 1 Lt Rt -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 8 9 10 11 ----Facia Size---- E1ev Height Slope --Torsion-- Wind Seis k k 0.00 0.00 Surface Friction 0.00 0.00 0.00 Left Column Right Column -Load -Wind Lt 0.00 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Coefficient 1- -Wind Rt Lt 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.50 0.00 U.i)0 2- Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.50 Long Lt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Width -EW Brace-- Wind Seis k k 0.00 0.00 Wind -Seismic-- Rt Long Tran 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 O.QO 0.00 Aux Id 0 0 0 0 0 0 n 0 0 i) 0 ND COEFFICIENTS: --Wind 1--- Left Right 0.80 -0.50 -0.70 -0.70 - -0.50 0.80 - 311112004 RfDes-2.out Page 4 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 *(25)DESIGN LOADS: * --Load Coefficients--- - *Load Live/ Live -Wind_1- -Wind 2- Long_ Wind -Seismic-- Aux *No Id Dea d Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id 0 *(26)AUXIL ARY LOADS: *No. Aux Aux No. Add Add Comb *Aux Id Name Loads Id Coeff 0 *(27)ADDIT IONAL LOADS: ( F-k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Co D11 D12 -Dist 22 1 2 'LIVE ' 'D ' -0.20 0.00 -0.04 0.000 1.930 2 2 'LIVE ' 'D ' 0.00 -0.20 0.04 0.000 59.170 3 1 'WINDL1' 'C ' 1,50 0.00 0.000 0.000 24,000 4 1 'WINDR1' 'C ' -1.50 0.00 0.000 0.000 24,000 5 3 'WINDL1' 'C ' 1.50 0.00 0.000 0.000 0.000 6 3 'WINDR1' 'C ' -1.50 0.00 0.000 0.000 0.000 7 1 'SEIS ' 'C ' 1.14 0.00 0.000 0.000 24,000 8 3 'SEIS ' 'C ' 1.14 0.00 0.000 0.000 0,000 9 1 'SEIS ' 'C ' 3.52 0.00 0.000 0.000 24,000 10 3 'SEIS ' 'C ' 3.52 0.00 0.000 0.000 0.000 11 2 'LIVE ' 'C ' 0.00 -10.20 0.000 14.580 0,000 12 2 'DEAD I 'C ' 0.00 -2.44 0.000 14.580 0,000 13 2 'LIVE ' 'C ' 0.00 -10.20 0.000 29.580 0.000 14 2 'DEAD ' 'C ' 0.00 -2.44 0.000 29.580 0.000 15 2 'LIVE ' 'C ' 0.00 -21.55 0.000 39.170 0.000 16 2 'DEAD ' 'C ' 0.00 -5.15 0.000 39.170 0.000 17 2 'LIVE ' 'C ' 0.00 -6.16 0.000 44.580 0,000 18 2 'DEAD ' 'C ' 0.00 -1.50 0.000 44.580 0.000 311112004 RfDes-2.out Page 5 19 1 'LIVE ' 'C ' 0.00 -21.77 0. 000 0.000 13.000 20 1 'DEAD ' 'C ' 0.00 -5.21 0. 000 0.000 13.000 21 3 'LIVE ' 'C ' 0.00 -21.77 0. 000 0.000 -14.470 22 3 'DEAD ' 'C ' 0.00 -5.21 0. 000 0.000 -14,470 *(28)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(29)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *(30)CRANE BRACKET: *Crane BayId Crane Crane Beam Offset ---Bracket---- Col Sup Load *No Id Lt Rt Type Height Depth Left Right Type Select L R(k ) 0 *(31)FRAME LINES: * No *Line Frame Line Id 2 2 3 *(32)DESIGN PLATES: *No. ---Plate-- --Plate Size- Bolt *Plt Type Id Width Thick Dia 0 *(33)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key - 0 Bolt ---Top---- -Bottom-- Gage Row Space Row Space B11176 Rigid Frame Design Code STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 1 Seismic Coef - 0.19 3/ 8/04 12:13am 311112004 RfDes-2.out Page 6 B11176 Base Plate and Anchor Bolt Design 3/ 8/04 12:13am --Column Base - Loc. Typ Depth Left P 16.9 Right P 17.0 WELDS: Weak Max Reactions(k ) Axis Comp Tens Shear Tens 81.6 -3.2 -19.0 0.0 90.4 -3.2 19.0 0.0 -Outside Flange--- Sase Shear(k/in ) Id Size Typ Calc Allow Left 0.188 Fl 0.13 2.78 Right 0.250 F1 0.13 3.71 - - B11176 Bolted-E Splice Member Web -Splice(in) Id Typ Loc. Depth Width Thick 1 VDE 1- 2 34.00 12.0 1.000 2-ED 3- 4 34.00 10.0 1.000 3 VDE 5- 6 34.00 12.0 1,000 --Plate Size(in)-- Width Length Thick 12.0 17.00 0.500 12.0 17.00 0.625 ----Inside Flange---- Shear(k/in ) Size Typ Calc Allow - - 0.188 F1 0.13 2.78 0.250 Fl 0.13 3.71 zd-Plate Design - Ten ---Load(k f-k Loc Id Axl Shr Mom - Top(b)x 19 61 680 Bot 16x 0 -4 118 Top 17x 1 4 3 Bot 1 20 14 481 Top(a)x 17 -68 700 Bot 17x 0 4 115 --Bolts(A307 Row Diam Gage 3 0.750 3.00 3 0.750 3.00 Web------ - - Shear(k/in ; Size Typ Calc Allow 0.188 Fl 1.19 2.78 0.250 Fl 1.19 3.71 3/ 8/04 12:13am ----Bolts(A325 - Row Diam Space Gage - 4 1.000 4.00 4.00 2 1.000 4.00 4.00 2 1.000 4.00 4.00 4 1.000 4.00 4.00 4 1.000 4.00 4.00 2 1.000 4.00 4.00 (a)Moment: D+L+2.8*Seismic L (b)Moment: D+L+2.8*Seismic R WEL➢S; Splice Id Side 1 L 1 R 2 L 2 R 3 L x Loads shown are full loads. Design results are adjusted for wind/ strength factor (1.333) ; °E: ~ r,rY✓1 ~ C ---Outsi Size Typ 0.375 F 0.438 F 0.375 F 0.375 F 0.438 F 3e Flange--- Shear(k/in ) Calc Allow 5.52 5.66 6.16 6.49 0.03 5.66 0.03 5.66 6.34 6.49 ----Inside Flange---- Shear(k/in Size Typ Calc Allow 0. 375 F 1. 07 5.66 0. 375 F 1. 07 5.66 0. 438 F 5. 95 6.49 0. 438 F 5. 95 6.49 0. 375 F 1. 04 5.66 Size 0.375 0.375 0.375 0.375 0.375 Typ Fl F1 Fl F1 F1 Web Shear Calc 1.35 1.35 0.41 0.-11 1.49 (k/in Allow 5.66 5.66 5.66 5.66 5.66 311112004 RfDes-2.out Page 7 3 R 0.438 F 6.11 6.49 0.375 F 1 .00 5 .66 0.375 F1 1.49 5.66 B11176 Stiffen er Report 3/ 8/04 12:13am Stiff -Plate Size- Web Load -----Force(k ) Location No. Width Thick Length Id Calc Allow UC Left Col 1 6.00 0,375 30.00 1 155.1 178.7 0.87 Right Col 1 6.00 0.375 30.00 1 165.0 178.7 0.92 Stiffener Yield = 50.0 ksi B11176 Flange - - - Brace Report - 3/ - - - - - - - - 8/04 12:13am Flange Brace Yield= 36.0 ksi Flange Brace Bolt = 0.500 (A307 ) Surf No. Id Brace 1 0 2 5 Locate: Sides . Part . WebDep: BrcDst: Force . BrcUC : ConUC : 3 0 Flange_Braces 1 4 7 10 11 2 2 2 2 2 FB FB FB FB FB 34.00 34.00 34.00 34.00 34.00 34.50 34.50 34.50 34.50 34.50 0.43 0.06 0.03 0.11 0.46 0.33 0.04 0.02 0.08 0.36 0.30 0.04 0.02 0.08 0.32 $11176 Weld Report: Web To Flange 3/ 8/04 12:13am ---Max Weld Shea r---- -Weld Prov ided- Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side 1 1 1 1 0.98 0.188 2.78 F 1 1 2 4 1 0.69 0.188 2.78 F 1 1 3 6 1 0.59 0.188 2.78 F 1 2 4 9 1 1.00 0.188 2.78 F 1 2 5 12 1 0.88 0.188 2.78 F 1 3 6 15 1 0.54 0.188 2.78 F 1 311I12004 RfDes-2.out Page 8 4 7 20 1 0.82 0.188 2.78 F 1 5 8 23 1 1.17 0.188 2.78 F 1 5 9 26 1 1.19 0.188 2.78 F 1 (5 10 28 1 0.58 0.250 3.71 F 1 6 11 31 1 0.74 0.250 3.71 F 1 6 12 34 1 1.01 0.250 3.71 F 1 B11176 Special Segment Report 3/ 8/04 12:13am TOP OF LEFT COLUMN; Reqd Initial Web Thick= 0.250 ( 0.250) Flange Width= 12.000 ( 12.000) Flange Thick= 0.375 ( 0.375) TOP OF RIGHT COLUMN: Reqd Initial Web Thick= 0.250 ( 0.250) Flange Width= 12.000 ( 12.000) Flange Thick= 0.500 ( 0.375) B11176 Design Summary Report 3/ 8/04 12:13am FRAME: Id = 2 Type = RF Line Id= 2 3 MEMBERS: Mem Segl Flange jWeb Depthj Plate Thickness Id Id I Len WidIStrt Endl Web 0-flg I-flg - - - - - - 1 1 10.0 12 16.0 22.5 0.179 0.375 0.500 1 2 5.0 12 22.5 25.8 0.179 0.375 0.500 1 3 9.2 12 25.8 30.0 0.250 0.375 0.500 2 4 6.8 10 34.0 34.0 0.313 0.375 0.375 2 5 10.0 10 34.0 34.0 0.313 0.375 0.375 3 6 10.0 10 34.0 34.0 0.250 0.500 0.375 4 7 10.0 10 34.0 34.0 0.250 0.500 0.375 S 8 10.0 10 34.0 34.0 0.313 0.500 0.375 S 9 7.3 10 34.0 34.0 0.313 0.375 0.375 6 10 6.7 12 30.0 27.8 0.250 0.375 0.625 6 11 10.0 12 27.8 21.9 0.179 0.375 0.625 5 12 10.0 12 21.3 16.0 0.179 0.375 0.625 IM ~Id 3 5 8 9 12 15 20 23 26 27 29 32 3X UCV Ld Ucv 1 0.81 1 0.96 1 0.41 1 0.67 1 0.59 1 0.60 1 0.91 1 0.70 i 0.80 1 0.41 1 1.03 1 0.79 ~ Max UCO lId Ld Uco 1 1 0.38 5 1 0.58 S 1 0.68 9 1 0.73 14 1 0.78 17 1 1.01 18 2 1.01 21 1 0.87 26 1 0.80 27 1 0.72 29 1 0.70 34 1 0.41 ~ M ~Id 3 5 8 9 14 17 18 21 26 27 29 32 ax UCI Ld Uci 1 0.84 I 0.93 1 0.98 1 0.95 1 0.59 1 1.00 1 1.00 1 0.88 1 1.01 1 0.97 1 0.96 1 0.82 311112004 RfDes-2.out Page 9 LOAD COMBINATIONS: 1 - DL+CO+LL WEIGHTS: Member . 1 2 3 4 5 6 Weight (lb) : 1260 1038 - 587 587 1110 1489 Total Weight (lb) : Frame Members = 6072 Inter ior Col, = 0 Conn. Plates = 798 Base Plates = 65 Trans Stiff = 0 6935 REACTIONS Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 (Sidewall Columns) Left Column- Fx(k ) Fy(k ) Fz(k ) M(f-k ) 19.02 81.63 0.00 0.00 -6.15 4.67 0.00 0.00 7.98 12.22 0.00 0.00 14.45 76.67 0.00 0.00 21.51 80.44 0.00 0.00 1.87 38.19 0.00 0.00 15.99 45.73 0.00 0.00 -4.52 6.01 0.00 0.00 6.35 10.58 0.00 0.00 15.26 77.34 0.00 0.00 20.70 79.77 0.00 0.00 3.49 39.53 0.00 0.00 14.36 44.39 0.00 0.00 -2.24 10.29 0.00 0.00 8.23 18.91 0.00 0.00 -5.24 -4.31 0.00 0.00 5.24 4.31 0.00 0.00 Right_ Column-- Fx(k ) Fy(k ) - Fz(k ) M(f-k ) -19.04 90.37 0.00 0.00 -6.84 13.11 0.00 0.00 6.32 5.56 0.00 0.00 -20.97 88.87 0.00 0.00 -14.39 85.10 0.00 0.00 -14.87 50.24 0.00 0.00 -1.70 42.70 0.00 0.00 -5.47 11.77 0.00 0.00 4.95 6.91 0.00 0.00 -20.28 88.20 0.00 0.00 -15.07 85.77 0.00 0.00 -13.50 48.90 0.00 0.00 -3.08 44.04 0.00 0.00 -7.42 20.41 0.00 0.00 1.43 11.80 0.00 0.00 -4.42 4.31 0.00 0.00 4.42 -4.31 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Co1 Vert Defl Id Left Right @ Midspan - 1 0.03 0.04 -2.27 2 0.85 0.85 -0.16 3 -1.01 -1.01 -0.11 4 0.45 0.46 -2.17 5 -0.48 -0.47 -2.14 6 0.86 0.87 -1.12 7 -1.00 -0.99 -1.06 311112004 RfDes-2.out Page 10 8 0.56 0.56 -0.16 9 -0.72 -0.71 -0.12 10 0.31 0.31 -2.16 11 -0.33 -0.32 -2.14 12 0.57 0.57 -l.ll 13 -0.70 -0.70 -1.07 14 0.94 0.94 -0.38 15 -0.94 -0.94 -0.34 16 0.94 0.94 -0.02 17 -0.94 -0.94 0.02 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 10823 9124 313 2 341 376 4325 3 288 317 6326 4 642 697 327 5 608 681 331 6 336 369 635 7 291 322 666 8 520 573 4485 9 406 447 6013 10 950 1023 327 11 876 989 331 12 508 557 639 13 413 458 663 14 307 339 1868 15 308 341 2075 16 308 340 37481 17 308 340 37481 Max Live Vertical =-1.81, Span/Deflection = 393. (Limit= 240.) ' Max Horizontal Drift= -1.01, Eave Height/Drift= 288. (Limit= 200.) . B11176 Rigid Frame Clearances 3/ 8/04 12:13am VERTICAL CLEARANCE: Left Col . 257- 06" (X= 30- 11", Y= 257-0611) Right Col . 284- 06" (X= 679- 05", Y= 284-06") Midspan . 275- 12" (X= 472- 01", Y= 275-12") HORIZONTAL CLEARANCE: Left Col - Right Col . 648- 09" (X1= 30 -11", X2= 679-0511) 312112004 RfDes-2.out Page 11 B11176 Rigid Frame Design Warnings 3/ 8/04 12:13am No Warnings DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner : PropeRy Address : 4892 Marshall Street Contractor License No. : Company : Building Permit Number Date OWNERlCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on lhis application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNEn DATF 6946 4/27/98 Phone : 423-7905 Phone : Construction Value : $600.00 Permit Fee : $15.00 Plan Review Fee : $0.00 Use Tax : $15.00 Total: $30.00 Use: Description : Install a free standing business sign BUILDING DEPARTMENT USE ONLY p SIC N~K Approval : MLC Meets sign code regulations Zoning : C-1 Approval: Approval: Occupancy : Walls Electrical License No : Company: Expiration Date : Approval: Roof : Stories Plumbing License No : Company : Expiration Date : Approval: Sq. Ft. : Residential Units : Mechanical License No : Company: Expiration Date : Approval: (7) This pertnit was issuetl in accordance with the provisions set forth in yopur application and is subject to the laws ot the Sta[e of Coloratlo and to ihe Zoning Regulations and Building Code of Wheat Ritlge, Cobratlo or any other applicable ortlinances of the City. (2) 7his permit shall expire if (A) the work authorizetl is not commenced within sixry (60) tlays from issue tlate or (B) the building authorized is suspended or abantlonetl for a periotl of 120 tlays. (3) If lhis pertnil expires, a new permit may be acquired for a fee of one-half ihe amount normally required, provided no changes have been or will be made in ihe original plans and specifcations antl any suspension or abandonment has not exceeded one (7) yeac If changes are made or if suspension or abandonment exceetls one (i) year, full fees shall 6e paid for a new permit. (4) No work of any manner shall be tlone [hat will change the natural Flow of water causing a draina9e probiem. (5) Contractor shall notify the Building Inspecfor hventy-four (24) hours in advance For all inspectwns and shall receive written approval on inspedion card before proceediing with successive phases of the job. (6~ The issuance of a permit or the appmval of drawings and specifcations shall nol be construed to be a permit tor, nor an approval of, any violation of the provisions of the building catles or any other ordinance, law, rule or regulation. ~ i~4i Chief Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RfDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Properiy Owner Property Address :'Y rqz ~274t-3' 'q l~ S/:~> P! Phone : 5/23"7 [C:~j Contractor License No. : Company : Phone : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicabk ordinances, iules or regulationa of the City of Wheat Ridge or wvenants, easements or reslrictions of record; that ail measurements shown, and allegations made are accurate; that I have read and ayree lo abide by all cond@ions printed on lhis application, and that i assume full responsibirt'y for campliance with the Wheat Ridge Building Code (U.B.C.) and all other applicabie Ridge ordinan s, f work under this pertnit. (OWNER)(CONTRACTOR)SIGNE DATF DescriDtion: Sryh .J Construction Value : 00 Permit Fee : 45,00 Use Tax : Total: $0.00 Use: . ~ Cv'l,jv~ BUILDING DEPARTMENT USE OMLY ~ Approval : Zoning (tl 8uilding Permit Number : Date : ~warKSWi0immen Approval; Occupancy : Walis Roof Stories ElecUical License No : Company : Expiration Date : Approvai: Plumbing License No : Company: Expiration Date : Approval: SIC Sq: Ft : / i-~ Residential,Unitsr Mechanical License No : Company : Expiration Date : Approval: (1) This pefmil was luued In axordante vrith the Provisions sM IoM in Yopur aDplicaEOn anE is suDiect lo Uie laws of the State of CdaaCO and to the Zoninq Regula6ons ane 8ufkfing Code of Wneat Ridpe, ColoraCO a arry wner app~de orafnances of the Gr/. (2) Thia pemvl sAap ezpire d(A) tlie work auUwtizetl is nd commenceA wiNin sizty (60) days Irom iasue Eate a(B) the buildiny authoriied'u 3uspentle0 or abanaoneE fa a penatl of 770 days. (7) If Nis permil expires, a new pemut may be aoQUireQ for a!ee M oncAaM 1M amount rarmally rrquued, povidM ro changes Iwva baen or wiM be maCe in Itie origirwl Dlans and and any wspensbn a aCandonmen! lus m! eiceeded one (t) year. II dunqes aremaCe or H wapmsian a a.... ezcecds one (t) year, tull fees sha11 Oe paW la e new permit 4) No vrork of atry manner shatl De dona Mat wifl rhanqe Me natural flaw of water nusft a tl2inage problem. 5) conuaa« snan noary uhe eoiainy i~.,peqor twenry-lour (24) houn in advance Iw all inspeclions anE shall receive wriUM a0por+l on Inspectbn prd belpre Dnccetlii suxessive phaxa M the~ob. (6) The issua of a permit a Ihe epp~o'v~aoltlrawi(ps anG spetifca~ioru slull nW De consUVeO tc Ue a pemtil lor, nor an apprpval ol, arry vblaUon W Ne provislons of Ihe Wi1Ei cmfs of any oUyf pyny~~ce, iaw, iule a repulalion. 1 / / v` Cfiigf Buiiding Inspector for Mayor /THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION , j jj o/ y ~ J 13 / / ~ r.._ ~L'J 1 ~ ~1 , - ii ~pSt~ ~ ~;ti) rN7 ~ ~ L- r V,~ ~ = C~~ C~' ~S Ct r'Ffy c, . 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Y~ r5 - Z p,Ct GL'ohKs -1 ,,j ; 2 ¢~/C-F ~ $9D ~a~'d• i 3~u ~ LU = z~:~ ~r Lti,l E`J X Z`E- l.~ = z-9" ~ ai-7° ~2 F Co ~ti1 N1 Fh.r~ ~ ' ~ p Ci T- 1~ r~ f"~ F cS ~7, i i~i C-DAJc r1,.F~~ fi- 14 Yj E fF=i L c/1- S i R- EI J l-D ~K=ci7G' n,e. LL N• c ptic- TT:- i s Uv i-~-) i tJ-l -0 rTift~_ ° `CTFYI=r- T[ f--F- ; A-e ~ tic 3 rFf v~ 0 f)-~- ~ o~-t I A-,- 7s , / 7 ' 1 Lf,n;'G `-z;' p7J L-v'0✓~P J i ~ OT- Fv~,,A o r- /1 ~ ~l N-i s W ~ L~- , 1J C: ~ l~1 1 ZL~ S TI\:~__S j l^- S I(/ l1 f7Lt,IC'N~ or ~ , -~-°-~..-~-~d~ ~ ` f . ~ R, •1 l•' f~ 7 _ " 3oss ~ i 1 ~ s ~ ''--y~ - 1 ~5 9t ~ --~1 ~ 3 55 -f ~ ~\1 1 _)QtQ YZ,G r AA, 2A/G Gt~~1a~ R,ol}i . C17. ~DD~ 3oSS S~ ~ 45~2~1 : I~ 70~3 N3l 7„ w A ('Rin IJO 150 ~r 4__-CA~ --k4,A 74,e-_~_ddcd__p.P / 53 9'- 55 208 b~ =i = ~ . . - R ~J ~A ~`ARCEL OF LAND LOCAT~~ iN L AND ~ PORTION 4~ ~~4CK iN T~iE ~Il~, CITY OF 1~/NETRIDGE N d io` 20' so' ad sca~E~ i"= 20' ~ ~ LOT 22 G~lGt P' irF'o►1 P~P~ ,~~,pt'`~~~G`~" ~ ~ o ~i~.--_ ~n ' + ~ N 89°59'43" E 208.34' MEA.~i pLY1doDG+ 69rrS9'd3' ~ 95.32' D= 3° 50 2fi" ~ ~ nor ~a co~rc~c~A R~ 1096.3' ~+s ~ D.R'~2.o w~~c.~c~t L= 73.49' "p~t~ f ~ ~ nor 2~ Ch. N 3.' ~°I9~57"W C' ! ~0~0 ~89Z MAKSI~ALI. gT. , ti♦;` '`'Y ~;s. r 73.47` $ ~ ~ MEASURED ~,t ! 5to~f ~rttGK y'~ . R = 809.50' N _ e~►te,~t o ~ ~ ~ . ~ , ~ PA~cyuwl~ ~ L= 73.68 N ~ ~ nor zo ~ . Ch.= N 3S°'~1'"50 W, 3.65 ~ cvr 2a a ~ Lca~~c CALCULATED - ' ' ~N 82.~s1o .r'. - 3 S 89 59 43 W 166.00 REC.a MEA s ~,y~~,~,+ ~.or 2w ( LOT 19 . G~ rust t~~t~t►J~. To ~ouCN- t~5. 1 bG ~ LOT 18 -r 5kl Co SEC f 3 1 ~ ( 13~'`~ ~1JD. ~i~~' ~RASg C.1P L.5.13212 ~ SURVEY PLAT C~UHFI~I$S WITH SECTIt~N 3;i-S1-102 - - ~ ~ ~ ~ - 5. ~,►1~. sW'1 Sic,. t3 _ ~Al 8~~~` ~ Zlo~'1.23 t[EG. $ M~.a.. CoK °.sgG i~✓, ~~ID y~ 23 ?,c~ 3y6" ~ICA.~S CAP I.S 132 iZ ~G~ cc►urr~rx s boMflnl•n • !1~)Tf/sT ta7l~ ~ war) NOTki4. 1. ACC4FDINQ TO G4IARAD4 LAW YOU Mf)~T CQMM~NCE ANY LEGAL A~~'TION HASE'L UPON ANY D~F~~~"1' IN THIS SURVEY WITHTN THREE YEARS AFTBk YflU FIRST DISCOVER SUCH UEEF~;fi. 1N NaJ EVENT, ~_a_ MAY ANY 3CTI4N HASED UPON AtJY D~PECT IN THIS SURVEY BE t:,e>Mt18NCED MOR$ THAN TEN YEAR:; FROM '!''HE L7ATE QF Ck:kTIE'II;ATE SHCiWN H~Et1tON. SlJk1C1iY32~,~_.~1~3Tit'1 2. EiASIS l7F HEARTNC» IS 1'HH S~JTH LINE OF 9'HF. SW 1/9 ~ l , ,)OHN U. WILi.~Y -~-~f~, ~EC'TION 19> Tt)WNSHIP 3 Fi()UTH kANt~E t39 WEST BETW~~:N THE SW S'T'ATE uE GOLVRAUO ~t~RNF.R OF :~~C'TIUN 13 HEING A FaUt~U 8 X/a" B£tASS i:AP IN kAN~~F EN~;IN~ERIQJU AND St.i E3i~X AriU 2HE S 1/4 CORNER SECTIUN 13 HBIMt3 A ~uUNU 3 1/~" SURVEY WAS PLftFOFtM BRASS C:AP IN FWNGS 64X AS H~INt3 N 89°5y"43" APkIG 3u, 1982 AN TN1iREuN WEf2E M f- 3. THIS v[TRVEY HA5 BEEN PRBPAtFiA tJITHt~Ufi THE B~+NEFIT OF A "MUNU '1'8L S E11LL AND :YJRRENT TITLH COMMTTMENI' t►ND THERE~'gRE SHOWS OMLY ENI;UMHRANt'&S UNG'OVFkk;U HY A REA50NAHLE aBARCH f3Y TFiE SUkVEYt7R. 4. THIS PLAT WAS PREPAk~ti FOR THE EXCLUSIVE USE OF THE ~ ~Y PEkSOM I'EkS~NS OR ENTI'T'Y NAMED IN THE C~;RTIFI~AT'E HEkEGN. `~52~ ~AIG ~ER`PIFICAT~ DDES NOT EXTEND TO ANY UNNAMED PER5t~1N wt°1~N~>UT AN EXPRESS RECER'i`IFI~~ATI~~N HY "I~lt~ SURVEYOR tJAMIN~3 ~AiC~ P~Ra~1N. 5. ENCW7ACHh!$NT pF APPkOXIMAT~LY 8 FEET INTt) ADJOININ~~ RisGIiPT I ON WILI.~:Y. LULY ftEGISTEKEP LAND SUt;VfSY+~Ft 1N THE PROPERTY C?N THE NORTH OF PLYWUOD &:{TENSION ONTti GC~kRUiiATED METAL BUILDING. L,OFtAUO. 1:Ci HEkEHX CERTIFY QN BEHALF OE R & W ACCSP`PED POR FILINt3 IN THE OFFICE 0}' TH8 CO AND SuRVb;Yita~,, INC.. TO RICMARU TODD. 't'NAT THIS RSCURDER CF JEP'~'SRSON CuUNTY AT Gf3LLEN, CO LRFORMEU )3Y MIi ~)R t!NDEk MY UIRECT ~U!'~hUI~IvN titd QUAY G~' l~i..._ AT 6 . Ec~£CAkD I.S(3AL DESGRI PTION APPEARS fi0 ~NCRt~A+:H INTO THE Ct 1 i~HT uF WAX OF MAR:3HALL STREET t R . N . A . STATE H IuHWAY NO . yn-~ AAIT~ ~rciA~r corn cr~uvc•v eur~ muQ n~wre~~ur.n DC~TN'T` h' 7~) B5' AFPFcOXIMATELY 4 ~ FFE'P AS NOTED H~k~iON. THEF?E ART r~~NFLICTING RADIUS CALL5 IN ?HE LCsE[aS AMp ~'1`NER hECOHD I.EGALS. 7'H8 SURVEYORS OPIWIUN OE THB ENi;kUACHMENT WAS BASED uN AN AS YST UNRBCt~RD$A PLAT MAP OF A RIf3MT OF WAY SURVEY UUNL F~.~R 1'HB CITY OF WHAT RIDO~ 8Y SELLA~tPI~ ANTS CiRIt3G, INC. 'PHE Ct'l'Y t1F WHHAT RIDCiH I5 STILL IN 'rH~ PRt~CBSS ~JE' MAKINa A FINAL UET~IRMINATION f~~' IT5 kI(3HT ~E' WAY IN THIN AkEA THE:AEP+)kB N4 DSTSRh1INATIQN t~AN BS t1AD~ AT THIS TIME_ P i PEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner : Property Address : 4892 Marshall Street Contractor License No. : 18039 Company : Mark's Electric Building Permit Number Date OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C) and all other applicable Wheat Ridge ordmances, for work under this permd. (OWNER)(CONTRACTOR) SIGNED Description : Wire sign nATF Phone: 7346 6/25/98 Phone: 425 0753 Construction Value : $150.00 Permit Fee : $25.00 Plan Review Fee : $0.00 Use Tax : $2•25 Total: $27.25 Use: BUILDING DEPARTMENT USE ONLY p[Ao; r Approval : Zoning : Approval : Approval : Occupancy : Walls : Roof Electrical License No : Plumbing License No : Company : Company : Expiration Date : Expiration Date : Approval: Approval: Mechanical License No : Company : Expiration Date : Approval : (1) This permit was issued in accordance with the provisions set forth in yopur application and is subjecl to the laws of the State of Coloredo and to the Zoning Regulations antl Builtling Code oF Wheat Ridge, Cobrado or any other apphcable ordinances of the Ciry. (2) This permit shall expire if (A) the work authorized is not commenced within sixry (60) days from issue date or (B) the building authonzed is suspended or a6andoned !or a periotl of 120 days. (3) If this permit expires, a new permit may be acquired for a tee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specdications and any suspension or a6antlonment has not one (1) year. If changes are matle or it suspension or abandonment exceeds one (1) year, tull fees shail be paitl for a new permit. (4) No work of any manner shall be tlone that will change the natural Flow otwater causing a drainage problem. (5) Contractor shall notify the Builtling Inspeclor twenty-four (24) hours in advance for all inspedions antl shall receive written approval on inspection card before proceediing with successive phases of the job. (e) The issuance ot a permit or the approval of drawings and specifcations shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the builtling codes or any other ortlinance, law, rule or regulation. r 1C~0 -Chief Building spector SIC : Sq. Ft. : Stories Residential Units : THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number : Property Owner : ~5 T Property Address : Contrectar License No. : Company : -IC rJ I~/'' Date : Phone : Phone : ~ r - I . OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value I hereby certify that the setbaek distances proposed by this pertnil application are accurate, and do not vioWte applicable oMinances, rules or regulations of the City of Wheat Ridge or eovenants, easements or restridions of record; that all measuremeMS shown, and allegations made are accurate; that I have read and agree to abide bY all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat RidgQ ordinancps, fyr work under this pertnit. (OWNER)(CONTR4CTOR) SIGNED ~ X& DATE 6 -0 45:f$ US@ : Descriotion : ~jlp Approval: Zoning : "Idmm~ Approval: Qlfl Approval: Ir 5/e/l/ Occupancy : Walls Electrical License No : Company : Expiration Date : Approval: BUILDING DEPARTMENT USE ONLY Roof Plumbing License No : Company : Expiration Date : Approval: Mechanical License No : Company : Expiration Date : Approval: (1) TTis permil was Issued In axpdance w%h the pmWSians set larth in yopur applifation and Ia subjecl b ft laws o( the State ol CobraEO and to the Zonirg Regulatlans anC BuiWinB Cade of Wheat RIEQe, Cobredo a any oNer applica0le ordinances ot the Ciry. (2) Tliu pertril sha4 expire d(A) the vrork a Wwnzed ia nol cortaneMed wiNln sizry (60) daya hom iswe Late a(8) Ma 6uiidhp auVarized is suspenCeC or aEandoned Ip a peAOd ot 720 Oays. (J) II IMS pemvt eapires, a new pemul may 6e atquired lu a fee W me-hatt ihe amanl nomuly required, provided no thanges have Oeen a will be made in the original plaru anC spedficationa anO any euspenslon or aCandonment tws not exceetled one (t) year. II chaipes are made a i1 wspensbn a aEanOOnment e:ceeES one (7) year. Nn feee shan be paiE la a new pertnit. (4) No work of any manner shall ba dona thal vrill tlhange the nalural flow of waler pusirg a d2inage problem. (5J Con4aqot slull raUry the BuilEinp InsGeGOr hrenrydwr (21) fqun In aEVance tw all inspections anO shall receive written apqowl on inspeetion card Oetore CnceeEii'p with sutcessNe phaxa ot theIob (8) The issuanca ol a pemit or the approvel o(E2winqs an0 specificatlons stull rwt De consWeO to be a pemiit la, nor an approval ol, arry vlolation o11M provisbna W the EuilCinq mdes a any oNer ordinance, law, rule or repuWtion, . Chief Building Inspector SIC Sq. Ft : Stories : Residential Units : For Mayor Permit Fee : Use Tax : Total: $0.00 0~,~y~t.o.V . ~d TNIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION