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Home My WebLink About9001 W. 38th AvenuePERMIT: ADDRESS: INSPECTION RECORD JOB CODE: Inspection online form: http://www.cl.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter 104 Foundation Setback Cert. 105 Stem Walls 106 Foundation wall Insulation Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground ; ) Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing 303 Roof Sheathing 304 Sheer Inspection 305 Insulation 306 Mid -Roof ; ) 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS JC, i ?. C= ,7 ? el- `lal 14-) � Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning Inspections from these entities shall be requested one week in advance. For landscaping and parking inspections please call 303-235-2846 For ROW and drainage inspections please call 303-235-2861 For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works 413 Flood plain Inspection 414 Fire Insp. / Fire Protection 415 Public Works Final 416 Storm Water Mgmt. 417 Zoning Final Inspection 418 Building Final Inspection Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. J City of Wheat Ridge � r Residential Roofing PERMIT - 201707799 PERMIT NO: 201707799 ISSUED: 09/28/2017 JOB ADDRESS: 9001 W 38th AVE EXPIRES: 09/28/2018 JOB DESCRIPTION: Residential Re -roof to install CertainTeed asphalt shingles - 26 sq (19 sq pitched / 7 sq flat) Pitch = 6/12 *** CONTACTS *** OWNER (303)726-7771 HILDENBRAND LANE TRUST SUB (303)798-0111 Larry Johnson 150247 My Home Solution Co., LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 10,705.00 FEES Total Valuation 0.00 Use Tax 224.81 Permit Fee 220.15 ** TOTAL ** 444.96 *** COMMENTS *** *** CONDITIONS *** Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. The 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec. R806. The installation of ridge venting requires the installation or existence of soffit venting. For calculation purposes, one hat or turtle vent equal to one-half of one square foot of opening. 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 -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. 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. In order to pass a final inspection of elastomeric or similar type roof coverings, 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. Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required, the 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. ► City of Wheat Ridge Residential Roofing PERMIT - 201707799 PERMIT NO: 201707799 ISSUED: 09/28/2017 JOB ADDRESS: 9001 W 38th AVE EXPIRES: 09/28/2018 JOB DESCRIPTION: Residential Re -roof to install CertainTeed asphalt shingles - 26 sq (19 sq pitched / 7 sq flat) Pitch = 6/12 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 pefformed is disclosed in this document and/or its' accompanying approved plans and specifications. (v Signature of OWNED or CONTRACTOR (Circle one) Date I. 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. Thispermit 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 not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or finance 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. Dane Lovett 2 01 �v 7 7qq From: no-reply@ci.wheatridge.co.us Sent: Monday, September 25, 2017 3:27 PM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Follow Up Flag: Follow up Flag Status: Completed Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATIONAL Property Address 9001 W 38th Ave Property Owner Name Christopher Hildenbrand Property Owner Phone 303-726-7771 Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Address Do you have a signed contract to reroof this property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed Contract clhildenbrand@comcast.net Yes Hildenbrand Residence Roof Contract.pdf CONTRACTOR INFORMATION Contractor Business My Home Solution Colorado, LLC d/b/a Superoofs Name t.. Contractor's License 150247 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123-4567) Contractor Address (Primary address of your business) 303-947-1608 191 University Blvd., #317, Denver CO 80206 Contractor Email Address Larry@superoofs.com Retype Contractor Email Larry@superoofs.com Address DESCRIPTION OF WORK TOTAL SQUARES of 26 the entire scope of work: Project Value (contract 10705,// value or cost of ALL materials and labor) Are you re -decking the N9'/ roof? Is the permit for a flat Flat roof (less than 2:12 pitch), Pitched roof (2:12 pitch or roof, pitched roof, or greater) 90 both? (check all that apply) What is the pitch of the 1:12 FLAT roof? How many squares are 7 part of the FLAT roof? Describe the roofing Modified Bitumen material for the FLAT roof: Type of material for the Rolled FLAT roof: What is the specific pitch 6:12 of the PITCHED roof? How many squares are i 19 part of the PITCHED roof? Describe the roofing Certainteed Northgate IR Shingles materials for the PITCHED roof: Type of material for the Asphalt PITCHED roof: Provide any additional Residence only detail here on the description of work. (Is this for a house or garage? Etc) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this Yes application is NOT a permit. I understand I will 91 be contacted by the City to pay for and pick up the permit for this property. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Name of Applicant Larry Johnson Email not displaying correctly? View it in your browser. 92 till/ itottte SOLUTION CO. LLC wner's Name: Christopher Hildenbrand w ier's City, state, zip: Wheat Ridge, CO. 80033 roject Name & Address: RESIDENTIAL ROOFING CONTRACT NO. MHC 17.81 191 University Blvd., #317 Denver, Colorado 80206 OFFICE: 303.798.0111 FAX: 303.798.5211 )wner's Address: 9001 W. 381h Ave. )wner's Phone: - Owner's Alt. Phone: 303-907-4746 J+ 1l) 1,S03-7JkT49-( www.SUPEROOFS.com 9001 W. 3816 Ave. Wheat Ridge, CO. 80033 1 clhildenbrand(@comcast.net I/WE, the Owner(s) of the premises described above authorize My Home Solution Colorado, LLC dba Superoofs, hereinafter referred to as "Contractor", to furnish all materials and labor necessary to roof and/or improve these premises according to the following terms, specifications andpro `i ' ns: PROPERTY OWNER IS INTENDING TO MAKE PAYMENT FROM THE PROCEEDS OF A PROPERTY AND CASUALTY INSURANCE POLICY Z— INITIALS a. Scope of Roofing services and Materials to be Provided: Remove 18.98 squares of existing roofing material to clean deckon main dwell- ing; Replace with Certainteed Winterguard Ice & WaterShield on all eaves, valleys & penetrations; Certainteed Diamond Deck syn- thetic underlayment; 2'x 4" drip edge an all eaves and rakes; CT Landmark shingles in ( ); Shadow Ridge cap; Replace all storm caps and collars, pipe jacks and chimney flashing's, R&R 7.13 sq modified bitumen roof, R&R gutter/ downspout- galvanized-upto 5" $10,705.34 Owner may upgrade to Landmark lRClass-4 shingles for$418.00 APPROVED DECLINE Al. Shed Roof -R&R 0.86 squares comp shingle $328.94 A2. Elevations- Descriptions 19,20,21,22,23,24,25,26,27,28,29,30,31,33& 34 per Safeco Claim#543674756039 $7,000.41 A3. Certainteed 4 -Star extended Material warranty and 3-yearWorkmanship Warranty. No Charge. Owner may upgrade to CT 5 -Star 25150 Year Warranty for $190.00 APPROVED_�& DECLINE Contractor Liability and Workman's Comp Insurance through Alliance Insurance Agency (720-836-3411 ext211) * ACV & Deductible Due upon completion of roof. Depreciation Due When received from Insurer. b. Description of any areas that will NOT be worked on: None This list of specifications may be continued on subsequent pages (see page number below). C. Approximate Costs of the Services for Damage Known at This Time: Contractor will perform the above, (subject to any additions and/or deductions pursuant to authorized change orders), for the Approximate Sum of $18,034.69+Permit Down Payment (if any) $ 11,775.06* INSURANCE: THIS AGREEMENT IS NULL AND VOID AND DOES NOT OBLIGATE ANY PARTY TO IT SHOULD THE INSURANCE COMPANY REFUSE COVERAGE UNDER THIS CLAIM OR SHOULD THE COVERAGE OFFERED BE INSUFFICIENT FOR CONTRACTOR TO PROPERLY DO THE WORK. THE ONLY COST TO THE PROPERTY OWNER IS THEIR DEDUCTIBLE, PLUS ANY UPGRADES CHOSEN OR ANY NON COVERED ITEMS THAT MUST BE REPLACED TO COMPLETE THE REPAIRS. THE CONTRACT BALANCE (ACTUAL CASH VALUE OF THE WORK) IS PAID BY YOUR INSURANCE COMPANY PER FINAL LOSS INVOICE. ALL PROCEEDS FROM THE INSURANCE COMPANY INCLUDING, BUT NOT LIMITED TO, PROCEEDS FOR SUPPLEMENTAL CLAIMS MADE BY CONTRACTOR ON BEHALF OF OWNER, PROCEEDS FOR PROFIT & OVERHEAD, AND PROCEEDS FOR RECOVERABLE DEPRECIATION, ARE GIVEN IN PAYMENT FOR THE WORK OF CONTRACTOR AND OWNER AGREES TO TIMELY, (WITHIN 24 HOURS OF RECEIPT BY OWNER), REMITALL SUCH PROCEEDS TO CONTRACTOR. PER COLORADO SB38, CONTRACTOR SHALL HOLD IN TRUST ANY PAYMENT FROM THE PROPERTY OWNER UNTIL CONTRACTOR HAS DELIVERED ROOFING MATERIALS AT THE RESIDENTIAL PROPERTY SITE OR HAS PERFORMED A MAJORITY OF THE ROOFING WORK ON THE RESIDENTIAL PROPERTY. d. Approximate Dates of Service: Substantial commencement of work shall mean either the physical delivery of materials onto the premises or the performance of any labor and shall be subject to any permissible delays as per provision (5) on the reverse side. Approximate Start Date: Oct 09, 2017 Approximate Completion Date: Oct 13. 2017 e. Acceptance: This contract is approved and accepted. I (we) understand there are no oral agreements or understandings between the parties of this agreement. The written terms, provisions, plans (if any) and specifications in this contract is the entire agreement between the parties. Changes in this agreement shall be done by written change order only and with the express approval of both parties. Changes may incur additional charges. Additional Provisions Of This Contract Are On The Reverse Side And May Be Continued On Subsequent Pages (see page number below). app ve�and epted (owner) d approved and accepted (owner) approved (contractor) date CANCELLATION POLICY: Your right to cancel this contract is limited to the following: You, the Buyer, may cancel this transaction at any time prior to midnight of the third business day after the date of this transaction. See the attached Notice of Cancellation form for an explanation of this right. Per Colorado SB38, you may also cancel this contract within 72 hours after being notified by your insurer that any part of or all of your claim is denied. See the notice on the reverse side for an explanation of this right. NOTE: This contract may be withdrawn or renegotiated after N/A days from N/A if not approved and signed by BOTH parties. Form RC31-C Copyright 0 1996-2016 ACT Contractors Forms (800) 820 5656 'l ww.calform.corn Page ONE of __,_Total Pages ADDITIONAL PROVISIONS- Unless otherwise specified herein, the following additional provisions are expressly incorporated into this contract: I. Contract, Pians, Specifications, Permits and Fees. The work described in this contract shall be done according to the plans and the plan specifica- tions (if any) except in the case of conflict when the provisions of this contract shall have control over both the plans and the plan specifications. All required building permits wi!! be for by paid owner <<ui obtained by Contractor. All other charges, taxes, assessments, fees etc., of any kind whatsoever, required by any government body, telephone or utility compo- ny or the like shall be paid for by Owner. 11. Arbitration of Disputes. Any controversy or claim arising out of 2.Installation. Contractor has the right to subcontract any part of, or all of, the work herein or relating to this proposal/contract, or the breach thereof, shall be settled by arbitration in accordance with the applicable Con 3.Change Orders. Should Owner, construction lender, or any government body or inspector require any modification to - struction Industry Arbitration Rules of the American Arbitration Association the work covered under this contract, any cost incurred by Contractor shall be added to the contract which are in effect at the time the demand for arbitra- tion is filed. A judgment price as extra work and Owner agrees to pay Contractor his normal selling price for such extra work. All extra work as well as any other modifications upon the award rendered by the arbitrator(s) may be entered in any court having jurisdiction there - iv the original contract shall be specified and approved by both parties in a written change order. All change orders as well as all insurance Y j of. An arbitration award shall be subject to correction and/or vacation for supple- ments, shall become a part of this contract and shall be incorporated herein. 4.Owner's Responsibility: Insurance Owner the reasons stated in the law. The arbitrator shall award reasonable attorneys fees and expenses to the etc. is responsible for the fol- lowing: (1) to see that all necessary water, electrical power, access to prevailing Party. After being given due notice, should any party fail to appear premises, and toilet facilities are provided on the premises. (2) to provide a storage area on the premises for equipment and materials. (3) to relocate at or participate in the arbitration proceedings, the arbitrator shall make and protect any item that prevents Contractor from having free access to the work areas such as but not limited to TV or radio antennas, vehicles, an award based upon the evidence presented by the party(ies) who do (does) appear and participate. Notwithstanding tools or garden equipment. In the event that Owner fails to relocate such items, Contractor may relocate these items as required but in no way is Contractor Contractor's right to arbitrate, Contractor does not waive any of its lien rights. Venue for arbitration hearings responsible for damage to these items during their relocation and during the performance of the work. (4) to obtain shall be the project county unless otherwise agreed to by the parties. permission from the owner(s) of adjacent property(ies) that Contractor must use to gain access to the work areas. Owner agrees to be responsible hold NOTICE: By initialing in the space below you are agreeing to have and to Contractor and from use of harmlessrt(les to any any dispute arising out of the matters included in the "arbitration of disputes" pro e g by actor. (5) correct existindefects which are g recognized uring the course of the work. Contractor shall have no liability provision decided by neutral arbitration as provided by law and you are giving up any rights you might have for correcting any existing defects such as, but not limited to, dry rot, structural defects, code violations. possess to the dispute litigated in a court or jury trial. By initialing in the space (6) si maintain property insurance f with Fire, Course of Construction, all Physical Loss with Vandalism and below you are giving up your judicial rights to discovery and ap- Malicious Mischief clauses attached, in a sum at least equal to the contract peal, unless those rights are specifically, included in the "arbitra- price, prior to and during performance of this contract. If destroyed or damaged by an accident, disaster or calamity, the project is or by theft or vandalism tion of disputes" provision. if you refuse to submit to arbitration after agreeing to this provision, you may be compelled the , any work or materials supplied by Contractor in reroofing or fill out and submit any documentation ect shall be rd for as companto to arbitrate under the authority of the applicable laws. Your agreement to this arbitration is requ rred by thener insurance y S.Delay. Contractor shall not be held responsible for any damage occa- sioned by delays resulting from:. work done by provision voluntary. We have read and understand the foregoing and agree to submit Owner's subcontractors, extra work, acts of owner or owner's agent including failure of owner to disputes arising out of the matters included in the "arbitration of make timely rogress payments or payments for extra work, shortages of material andyor labor, bad weather, fire, strike, war, governmental regula- » disputes provision to ne // 2 itration. tions, or an other contingencies unforeseen by Contractor or beyond I Agree to Arbitration: f. Contractor's reasonable control. 6.Surplus Materials and Salvage. Any surplus materials left over after this _ _ {Initials of Owner) (Initials of Owner) contract has been completed are the property of Contractor and will be removed by same. No credit is due Owner on returns for anyy, surplus NOTICES PER COLORADO SB38 materials because this contract is based upon a complete job. All salvage resulting from work under this contract is 1 If the client I ) pans to use the proceeds of a property or casualty the property of Contractor. 7.Cleanup & Advertising. Upon completion, and after removing all debris insurance policy to pay for the roofing work, the roofing contractor and surplus materials, wherever possible, Contractor will leave premises in a neat, broom clean condition. Any debris consisting of dust, dirt, asphalt, cannot pay, waive, rebate, or promise to pay, waive, or rebate all or part of any deductible applicable to the claim for or small bits of materials that settle into attics, garage areas, or any other area being worked over with open beam ceilings payment for roofing work on the covered residential property. or no attic, is unavoidable and Contractor shall not be responsible for this cleanup. Contractor recom- 2) Owner may rescind this contract if the insurer denies the claim in mends that Owner lay out drop cloths to protect such areas wherever owner discovers debris infiltration. Owner hereby whole or in part, as long as the person notifies Contractor within 72 grants to Contractor the right to display signs and advertise at the job site for the period of time hours after the claim is denied. Contractor will refund any moneys starting at the date of signing of this contract and continuing uninterrupted until fourteen (14) days past the date the job is paid by the customer within 10 days after receipt of this notice of rescission. completed and payment in full has been made. Owner $rants Contractor the right to the Owner may not rescind the contract when supplemental publish project street address on a `references" list and to take "before" and claims for additional roofing services not reasonably foreseen at the after" photos which may be given to prospective customers. time of initial inspection for this contract, (concealed damage for B.Concealed Damage & Dry Rot. Contractor will inform Owner of any dry rot or other sub -roof deterioration which is concealed and is discovered example), are denied by the Insurance Company. See provision (8) during the course of the work. Contractor is not responsible to repair any in this contract for details about concealed damage. Owner may such discovered deterioration and any work done by Contractor to remedy such discovered deterioration will only be done give notice of rescission in writing to Contractor at the address listed as extra work in a written change order. herein on page one or by email to Contractor at the email 9.Termites, Pests & Hazardous Substances. Owner understands that Con- listed herein (if any). Email notice of rescission is effective on the tractor is not qualified or licensed as an inspector or abatement contractor for Hazardous Materials (as defined by the government), for Pests date of the email_ Standard mail notice of rescission is effective or (in- eluding Termites). Should any such hazardous substances or Pest be sus- pected to be present on the premises, it is the Owners' responsibility to upon deposit in the United States Mail, postage pre -paid. Personal delivery of notice of rescission is effective upon delivery. arrange and pay for inspection and abatement. Contractor cannot certify or warrant your building as being free of hazardous substances 3) if Owner rescinds this contract, Contractor may retain all or a or pests. 10. Collection & Legal Fees. Owner agrees to pay all collection fees and portion of any payments or deposits made by Owner to compen- charges that result should Owner default in payment of this contract. sate Contractor for roofing work actually performed on the residen- Overdue accounts are subject to interest charged at 18% per annum or at the highest rate allowed by law. In the event litigation or arbitration tial property in a workmanlike manner consistent with standard arises out of this contract, prevailing party(ies) are entitled to all legal, arbitration, roofing industry practices. Contractor, however, may retain only an and attorney fees. The court or arbitrator shall not be bound to award fees based amount required to compensate Contractor for the actual work on any set, fee schedule but shall if it so chooses, award the true performed. amount of all costs, expenses and attorney fees paid or incurred. Page Two of 2 "Total Pages ) LI i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L109- fr I", A 1 Job Address: C) o a 1 vt/ 3 q- h A "e Permit Number: 0 1-7 o R -7 q r�- �f- re d 1 , n r�o e V ❑ No one available for inspection: Time 9 = 17 CQ/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303 -234 - Date: r Q ?q /1-7 Inspector: —r -T-) DO NOT REMOVE THIS NOTICE M i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -�; o & - /n , J Job Address: 300/ t,1 -Z 8 Permit Number: r3 c 1 -7 o ?'7 9 q A- Hoop ❑ No one available for inspection: Time 10= 5-3 66 Re -Inspection required: Yes to When corrections have been made, call for re -inspection at 303-234-5933 Date: 10.1/ 1-7 Inspector: `7-7b DO NOT REMOVE THIS NOTICE ❑ No one available for inspection: Time AP I: Re-Inspection required: Yes E.02. *When corrections have been ma, r -i pection at; Date: ,?-011 Inspector: . DO NOT REMOVE THIS N MOF OFWHEgrR, City of Wheat Ridge Building Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 _ Office: 303-235-2855 , Fax: 303-235-2857 c `o Inspection Line: 303-234-5933 OCORPp Building Permit Application Property Address: 9 D a( W, 3 b 17A A V c- Property Owner (please print): k/L c r; ~ t Lo-cv 3f1A4r(- Phone: 303'-7-1'" Mailing Address: (if different than property address) Address: City, State Contractor: 3 ~ tE iZ ~ L'o S Contractor License Phone: 3a S-ZZ - Z ? Z~ Sub Contractors: Electrical City License Company: Exp. Date: Plumbing City License Company Exp. Date: Date. Plan Permit Q Mechanical City License Company: Exp. Date: Use of space (description): I Construction Value: $ % d ` - Description f/WOrk: 3 q (as calculated per the Building aluation Data sheet) -te- A P PL41 °J' Plan Review (due at time of submittal): $ CF 33 y1L Ce4F ASP "'Q L7 ~ 5~es Sq. Ft./L.Ft added: Squares -Z-_(eBTU's Gallons Amps 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 (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection. CIRLCE ONE:: (OWNER) ( ON RACT R) or PERSONAL, REPRESENTATIVE of (OWNER) (CONTRATOR) -"7fT PRINT NAME: t ~0lx (r SIGNATURE:.'k, Date: DEPARTMENT USE ONLY ZONING COMMENTS:. Zoning: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS Reviewer:. FIRE DEPARTMENT: ❑ approved w/ comments disapproved ❑.no review required Bldg Valuation: OCCUPANCY: CERTIFICATE OF OCCUPANCY City of wheat Ridge 7500 W 29th Ave Wheat Ridge CO 80033 Permit# 071378 Issued: 11/07/08 Stipulatione: 42 x 50 Structural Addition This certificate verifies that the building constructed and/ or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code and development standards of the zone district in which it is located and may be occupied. All other licensing requirements for the City must be met. Site Address: 9001 W 38TH AVE Parcel Number: 39-224-00-050 Owner: Chris Hildebrand 9001 W 38th Ave Wheat Ridge CO 80033 Contractor: For the Following Purpose: Res. Add Structure Co Editions 2003 ICC/2005 2003 ICC/2002 1997 UBC/2002 _ Sprinkl/e)r/Sys NO change sha11 be made in the USE of NEC this building without prior notice NEC and a new Certificate of Occupancy NEC from the City of Wheat idge. tem ~ ~ . Inspector Zo i:ng inistrator CERTIFICATE MUST BE POSTED BY FRONT DOOR OF COMMERCIAL OCCUPANCIES 11/10/08 08:90:25 City of Wheat Ridge Page 1 PERMIT INFORMATION - 071398 mmackey bp701-1s PERMIT INFORMATION: Pesmitk: 091378 penmit Type: Res. Add SCiucture Peimi[ DC: 12/24/2007 expires: 12/29/2008 Add[ess: 9001 W 38TH AVE Pasel Cd: 39-224-00-050 OWNEA: Chris Hildebrand Address: 9001 W 38ch Ave City/St/Zip: Wheat Ridge CO 00033 LAND PARCEL INFORMATION: Zone Cd: Residential SFR DU I Funct Ose: Residen[ial Las[ Zone Dt: Subdivision: onassigned Annex DC: Cont Type: Miscellaneous Lot: Block No: 0 Legal: JOH OESCRIPTION : add'n - 92x50, stxuc tural metal/wo od siding FEES QTY OUE PAIO: Permit Fee 51,639. 00 855.06 855.06 Plan Review Fee . 00 518.91 518.41 Plan Review Add tiona 51,639. 00 37.44 37.94 Tota1 Valuation 51,639. 00 .00 .00 Use Tax 51,639. 00 929.50 929.50 2,340.41 2,340.41 SetHacks-Front: 0.0 Left: 0.0 Right: 0.0 Back: 0.0 CONTACTS: owner Chris Hildebrand 9001 W 38ch Ave Whea[ Aidge CO 80033 3034031441 PPRCEL INFORMATION: 10 Structure Type RANC 20 Yeaz Huilt 1915 30 ProperLy Type RESID PERMIT COIJIJITIONS: AT: R-1 M[15T BE AT LEAST 15 FEET FROM REPR AND SIDE YARD PROPERTY LINES KC OKAY PER ATTACHED PLANS AND SPECIFICATIONS ELECTRICAL TO BE OONE UNDER SEPARATE PERMIT SUBSECT TO FIELD INSPECTIONS APPROVALS: REQOIRED INSPECTIONS STATOS: PERMIT NOTES: 09/19/0B SH: Ok per attached let[ex. 12/24/09 CREATEO FROM APPLi{ 09-0463 12/18/07 garage must meet all side and rear yard setbacks of 15 feet sent m CR -at 12/14/09 sent Co A.T. for review electrical to be done under separate permit INSPECTION INFORMATION: q TYPE CONTRk CALLED CNCL WHO REQ DT INS DT 1 fou:FOUndacion Insp. 01/15/08 no kc 01/16/08 01/16/08 2 FRA:Framing Inspection 09/29/08 no KC 09/30/06 09/30/08 3 BPI:BUilding Final Insp 11/06/08 no RC 11/07/08 11/07/08 STATUS COMPLETE COMPLETE COMPLETE ♦Il4' CITY OF WHEAT RIDGE ~ Building Inspection Division ~ (303) 234-5933 Inspection line l (303) 235-2855 Office '(303) 235-2857 Fax INSPECTION NOTICE Inspection Type: y5itPZ 13L/>ol. Job Address/Permit Number: FE01 cv , 3Sraf'A;,~ 4771 3~8 ,,4AFR o Vfso ❑ No one available for inspection: Time AM/PM Re-Inspection required: Yes ~ e ~When corrections have been made, call for re-inspection at 303-234-5933 ` Date: Inspector: DO NOT REMOVE TH/S NOTICE 4*4HE City of W heat Ridge Res. Add Structure. PERMIT - 071378 PERMIT N0: 071378ISSUED: 12/24/2007 JOB ADDRESS: 9001 W 38TH AVE EXPIRES: DESCRIPTION:. add'n - 42x50, structural metal/wood siding . ***CONTACTS owner 303/403-1441 Chris Hildebrand , PARCEL INFO ZONE CODE: R-1 - USE: r3 SUBDIVISION: UA . BLOCK/LOT#: OI FEE SUMMARY ESTIMATED:PROJECT VALUATION: 51,639.00 FEES Permit Fee 855.15 Plan Review Fee . 518.41 Plan Review Addtiona 37.44 Total Valuation .00 . Use Tax 929.50 TOTAL 2,340.50 Conditions: AT: R-1 M[JST BE AT LEAST 15 FEET FROM REAR AND SIDE YARD PROPFTSY ISNES e ivote: Owner / contractor is responsible for locating propecty KC: OKAY PER ATTACHED PLANS AND SPECIFICATIONS rLnesandconstructingimprovementsaccordingtothe . approved plan and required development standards. ELECTRICAL TO BE DONE UNDER SEPARATE PERMIT The City is not tesponsible for inaccurate infotmation:,. SUBJECT TO FIELD INSPECTIONS SUbR111tEaW1iL1riN1C(fI2I15¢i2Ra2ilyC021527UCtl03.errors resulGng &om inaccurate infarma±ion. I hereby certify that the setback distances proposed by this permit applicaEion are acctirate; anddo not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of recoffi; that all ' measurements shown, and allegations made are accvrate; 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 (I.B.C) and all other applicabl ~ Wheat Ridge Ordin?nceh, for wor^under this pesmit. Plans subject to field inapection. . Siqnature of 1. This permit was issued in accordance with the prwisions set forth in your application and is subject to the laws of the State o£ Colorado and to the Zoning Regulations and Building Codes of Wheat Rid9e, Colorado or any other applicable ordinances of the City. . 2. This permitshall expire 180 days from the issue date. Requests for an extension must be received prior to espiration date. r+n extension may be granted at the discretion of the Huilding Official. 3. zf this permit espires, a new permit may be acquired for a fee of one-half the amount nosmally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has notexceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) yeaz, full £ees shall be paid Eor a new pesmit. . a. No work of any manner shall be done that will change the natural flow of water causing:a drainage problem. . S. Contractor shall notify the Building Inspector twenty-four(24) hours in advance Eor all inspections and shall receive written approval on inspection cardbefore proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an apprwal of, any violation of the provisions of the building codes or any other ordinance,.law, ruleor regulation. All plan review is subject to Aie4Pnspections. Chief aace V INSPECTION REQUEST IfJiNE:(303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWINGBUSINESS DAY. ~ ~35-~~ss Occupancv~TVpe 'VINSPECTION LINE: (303) 234-5933 Inspections will not be made unless this card is posted on the building site Call by 3:00 PM to receive inspection the following business day. INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB FOUNDATION INSPECTIONS DATE INSPECTOR . INITIALS COMMENTS Footings/Caissons Stemwall / (CEG) Concrete Encased Ground Reinforcing or Monolithic Weatherproof / French Drain Sewer Service Lir9s Water Service Lines CONCRETE SLAB FLOOR Electrical (Underground) Plumbing (Underground) Heating (Underground) ROUGHS Sheathing . Lath / WalPtie Mid-Roof Electrical Service Rough Electric Rough Plumbing Gas Piping Rough Mechanical Framing 3a bT` Insulation Drywall Screw FINALS , Electrical Plumbing Mechanical Roof Building Final g Fire Department .R.O.W & Drainage START ALL ROUTING ONE WEEK PRIOR TO FINAL INSPECTIONS. Parking & Landscaping **NOTE: ALL ITEMS MUST SE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUlLD1NG AND PUBLIC WORKS BEFORE A CERTIFICATE OFOCCUPANCY IS ISSUED. FINAL INSPECTION BY THE BUILDINGDIVISION DOES NOT CONSTITUTBAUTHORIZFl.TION OFACERTIFICATEOFOCCUPANCYNORPERMISSIONFOROCCUPANCY.- A _ il1~. . rl1 OCCUPANCY NOT PERMITTED UNTIL GERTIFIGATt Ur vUturHrvur to IJJUGV PRQTECT THIS GARD FROM THE WEATHER A.G. enaar Geotechnicai and Environmental Consultants Chris Hildenbrand 8888 West 38th Avenue Wheatridge, CO 80033 Attention: Mr. Chris Hildenbrand Subject: 9001 West 38th Avenue Wheat Ridge Project Number 93777 Reference: A.G. Wassenaar Report Project Number 93777, Dated 7/24/2007 2180 South Ivanhoe Street, Suite 5 Denver. Colorado 80222-5710 303-759-8100 Fax 303-756-2920 aco www.agwassenaar.com January 11, 2008 As requested, the following portions of the foundation system were observed on the date(s) indicated below. It is our opinion that these portions of the foundation system were found to be in substantial conformance with the foundation plan and requirements of the soil report for the subject site. Observations were conducted on a periodic, on-call basis. Date: 01 /09/08 Statement of Services Observation: Excavation and Pier Observation Sincerely, A. ASS N R, _ - ' i Kenneth R. Broseg Senior Engineer ' Y 32593 •,,p.f`~:'••........ •~?t't , '•s~~Si?~PWis%% ~~a` City of " Wheat ~dge COMMUN lTY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29"' Ave. Septeinber 18, 2008 Jim Lane 9001 West 38"' Avenue Wheat Ridge, Colorado 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 RE: Residential Addition at 9001 West 38"' Avenue Dear Mr. Lane: The purpose of this letter is to confirm the status of the residential addition per pemut # 071378 as it relates to the corrugated steel siding proposed. In general, any metal building is not allowed in the City of Wheat Ridge per the Code of Laws and the adopted Architectural and Site Design Manual (ASDM). Tiae ASDM prohibits metal buildings for multi-family and nonresidentiai buildings. This manual is not applicable to single and two family structures. The Code of Laws prohibits any nnetal "accessory" buildings over 120 square feet in all residential zone districts. As the subject property is zoned Residential-One (R- 1), fhis regulation is applicable per Section 26-205 of the Code of Laws. As you described the addition, and as shown on the buildang pertnit application the structure wilI be attached. In order to be classified as atcached, the building must share a cominon wall of at least 5 feet and a common roofline per Section 26-123 (definition of "building, main"). The required inspection following the completion of the project must reveal that this is the case for the stnxeture to be considered attached. With tliis, the building inay not be classified as an "accessory" building. With the addition being classified as attached, and not accessory, the Code of Laws does not directly prohibit this addition from having comxgated steei siding for single fainily structures in the R-1 zone district. With this, the addition as proposed is allowed subject to all other standards in the Code of Laws. You may consider the building permit approved, based on the original issuance of the permit on December 24, 2007. Feel free to contact me at 303.235.2849 if you have any questions. Sincerely, 7 vi~ Planner, Community Development Department rv ww. ci.w h eat ridgc.co.u s T00/T00In 9Y8Z2EZ£0£ 9NINNV'Id LS8Z9£Z£0£ RV3 L6:OT 800Z/8I/60 COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: Agr.41, Job Address/Permit Number: a, rryr ;%9 /r',k r,6!(J,~' ery xl.r✓~i-°d f.~'7/5'✓~ , .fd'J .r;:-f0; F ❑ No one available for inspection: Time AM/PM Re-Inspeetion required: Yes c'f,~a~,o? *When correcfions have been made, cal/ for re-inspection at 303-234-5933 , Date: Inspector: DO NOT REMOVE TH/S NOTICE June 10, 2008 Chris Hildenbrand 9001 W. 38'" Ave. Wheat Ridge, CO 80033 City of Wheat Ridge Building Office 7500 W. 291h Ave. Wheat Ridge, CO 80033 To Whom It May Concern: ~ J V J n, This is a request to extend the residenfial add structure permit #071378 for an additional 180 day period. At this time the foundation and the floor slab are in place. All of the sfructural materials are on sit and my plan is to start to erect the structure with in the next 30 days. If you have any questions regazding this matter please contact me at either my office # 303-463-6787 or cell # 303-726-7771. Thank you, L IaL~'~o Chris Hildenbrand oF WHEqT~ City of Wheat Ridge COLORPRes. Add Structure PERMIT - 071378 PERMIT N0: 071378 ISSUED: 12/24/2007 JOB ADDRESS: 9001 W 36TH AVE EXPIRES: *01 DESCRIPTION: add'n - 42x50, structural metal/wood siding CONTACTS owner 303/403-1441 Chris Hildebrand PARCEL-INFO ZONE CODE: R-1 - USE: r3 SUBDIVISION: UA . BLOCK/LOT#: 0I FEE SUMMARY ESTIMATED PROJECT VALUATION: 51,639.00 FEES Permit Fee 655.15 Plan Review Fee 516.41 Plan Review Addtiona 37.44 Total Valuation .00 - Use Tax 929.50 TOTAL 2,340.50 Conditions jyL~ES AT: R-1 MUST BE AT LEAST 15 FEET EROM REAR AND SIDE YARD PROP~TgYe o i~ Ocvner / coatractor is responsible fot locating properly KC: OKAY PER ATTACHED PLANS AND SPECIFICATIONS linesandconsttuctingimprovementsacwrGingtothe appmved plan and required development standards. ELECTRICAL TO BE DONE UNDER SEPARATE PERMIT The City is not responsible for inaccurate information., SUBJECT TO FIELD INSPECTIONS submitted within the plan set and any construc6on, errors resut6ng from inaccurate infamnation. I hereby certify Chat the setback diatances proposed by thie permit application are accurate, and do not violate applicable ordinancea, rules or regulations of the City of wheat Rid9e or covenants, easementa or restrictions of record; Chat all measurements shown, and allegations made are accurate; that I have read and a9ree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge euilding Code (I.H.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection. Signature of contractor/owner date 1. This permit was issued in accordance with the provieions set forth in your application and is subject to the lawe of the State of Colorado and to the Zoning Regulationa and euilding Codes of Wheat Ridge, Colorado or any other applicable ordinances of [he City. 2. Thia permit shall expire 180 daya from the issue date. Requeats for an extension must be received prior to expiration date. An extension may be granted at the discretion of the Building Official. ' 3. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changea have been or will be made in the original plans and apecifications and any suspension or abandonment hae not exceeded one (1) year. If changea have been or if suspension or abandonment exceeds one (1) year, full feea ahall be paid for a new pexmit. 4. No work of any manner shall be done that will change the natural flow of water causing a draina9e problem. 5. Contractor shall notify the Building Inspector twenty-four (24) houra in advance for all inspectiona and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawinga and specifications ehall not be construed to be a permit for, nor an approval of, any violation of the provieions of the building codes or any other ordinance, law, rule or re9ulation. All plan review is subject to fjie4lfnspections. . Signature of Chief Huilding Ohficiv date INSPECTION REQVEST 7XNE: (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION TAE FOLLOWING BUSINESS DAY. City of Wheat Ridge Res. Add Structure PERMIT - 071378 PERMIT NO: 071378 ISSUED: 12/24/2007 JOB ADDRESS: 9001 W 38TH AVE EXPIRES: DESCRIPTION: add'n - 42x50, structural metal/wood siding CONTACTS owner 303/403-1441 Chris Hildebrand PARCEL INFO ZONE CODE: R-1 USE: r3 SUBDIVISION: UA BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJECT VALUATION: 51,639.00 FEES Permit Fee 855.15 Plan Review Fee 518.41 Plan Review Addtiona 37.44 Total Valuation .00 . mm Use Tax 929.50 TOTAL - 2,340.50 Conditions AT: R-1 MUST BE AT LEAST 15 FEET FROM REAR AND SIDE YARD PRQPERT~a~NES KC: OKAY PER ATTACHED PLANS AND SPECIFICATIONS pwmer/contractoris~responsiblefotlocating:pro~~ tines and c onsWcting imPro~ements~ nt standac3s. ELECTRICAL TO BE DONE UNDER SEPF~RATE PERMIT g~LpVedP~~dI~u~d~eVelojl taR is not responsible for ~~c~.u ~ SUBJECT TO FIELD INSPECTIONS '!'he y~bm City lttedWith1n~eP1ari5Ct2IId3~X consr IOR. 9CCllT3tC ST1f+~SfY~1 Cresultina f om in I hereby certify that the setback distances proposed by this permit applicatei~t3re accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Aidge 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 Huilding Code (I.B.C) and all other appl}'44le Wheat Ridge Ordi,f}ayfces, for work under this permit. Plans subject to field inspection. SignWture of cositractor/owner - tlate 1. This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall ezpire 180 days fxom the issue date. Requests for an extension must be received prior to expiration date. An extension may be granted at the discretion of the Building Official. 3. If this permit espires, a new permit may be acquired for a fee of one-half the amount normally required, prwided 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 have been 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 cavsing 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 proceeding with svcressive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of t p isions of the building codes or any other ordinance, law, rule or regulation. All plan review is subject to i pections. Signature of Chief Building Offi al date INSPECTION REQUEST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. ~ F WHEqT o ,p ~ a c~ m . . ~~CORP~O 1z/► ylo~ City of Wheat Ridge suiidiog Permit Number: Community Development Departrnent oate: MNGLE AND TG"G ~F", IL Y - Properry Ownei: ProperryAddress: 'Je~o( Contractor License No.: comPany: ~~~~~G PF ,IT n,oh e~^ /-.-4 tdLO946eaztcl Gi '3e- 4tJP-- OWNER/CONTR4CTOR SIGNQTURE OF-UNDERSTANDING AND AGREEMENT I F ~ L hereby cedify that the setback distances 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 restrictions of record; that all measurements shown, and ailegations made are accurate; that I have read and agree to abide by ail conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge 8uilding Code (I.B.C) and all other applicable Wheat Ridge Ordinances, forwork under this permit. Plans subject to field inspection. (O WNER)(CONTRACTOR): (OWNER)(CONTRACTOR):PRWTED -DATE Phone;~ 0G'1 l. Phone: Valuafion Figure: $ Value:$ Permit Fee:$ .Iy?. s6, Plan Review Fee:$ V8 • V/ Use Tax: ~ -vP i Total:$ I Use of Space (description): w/~p 6~~~~Y ~~~N~~ I Description of work: po?C1¢icn e~ y' y,,2+XSa°.~5~(~jwlclinl~[&rJt,c{ee.( ,fd EG5fix5. .1Cnv'6,a4 c3cp_1 - . I Sq. Pt. added -Ntug G2/!:Y> 0 Si,- ru( BTTILDING DEPARTMENT USE ONLY COMMENTS:+Apt.t b"c- 4 kA,., i- i/ _ Approval: S ~T°~ $Pa~l,t Zoning: I~ ~ i COMMEMS: 4~.S~~S 6 SPd'Ct~L',F1%Or✓S Approval: G WORKS COMMENTS: Approval: DEPARTMENT COMMENTS: . Approvai: - Walls: Roof: Stories: Residential Units: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: N/~ Company: . /A Expiration Date: Expiration Date: Expiration Dafe: ApprovaL' Approval: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subjectto the lawsof the State of Cobradoandio the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire i f (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 180 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 orwill be made iathe original plans and specifications and any suspension or abandonment has not exceeded one (1) year. if changes_have been or ifsuspension or abandonment exceeds one (1) year, full fees shall be paid fora new permit. (4) No work of any manner shall 6e done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector lwenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. . (6) Theissuance of a permit or the approval of drawings, and specifcations shall not be construed to be a permit f.or, nor an , approval of, any violation of the provisions of the buiiding codes or any other ordinance, taw, rWa or regWation. All plan review ~ s b'ec o-fiel inspections. . . . 7' i . . . . ief Building Official - City of Wheat Ridge Building Permit Submittal List The following items are required for the singie- or two-family building permit submittal for the property located at J~D( cil3-. If any of the required items are not included in the submittal, the submittal wili be considered incpmplete and returned immediately without review. This sheet must be submitted with the buiiding permit application. Please initial beside each required item, signifying that it has been included. Review Required by: ❑ Building ❑ Planning ❑ Public 1Norks SUBMITTAL DOCUMENTS: ~ PLANS: = Three (3) full-sized (24" x 36") pian.s Contents of plans detailed in the Single- and two-family handouf C9 Three (3) stamped sets of foundations plans ~ Three (3) copies of a grading and erosion contrb'f plan"' . 4J✓ . . .s. One (1) copy of a soils report . , ; DOCUMENTATION: ± ' '=Y • ' ' [t~ One (1) completed building permit application One (1) property deed ~ ' . . . ..One (1) certified survey or improvement Location Certificate ❑ Proof of utility availability (form provided by Qity) a One (1) building permit submittal list Call the inspection line before 3 p.m. for a next working-day inspection City of Wheat Ridge Community Developmenf Department 7500 W. 29thAvenue Wheat Ridge; CO 80033 Building Division - 303.235.2855 Planning Division - 303.235.2846 JnspectionLine-303.234.6933 www.ci.wheatridqe.co.us City oi Wheat~dge COMMUNCI'Y DFVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. September 18, 2008 Jim Lane 9001 West 38th Avenue Wheat Ridge, Colorado 80033 Wheat Ridge, CO 80033-8001 P: 303235.2846 F: 303.2352857 RE: Residential Addition at 9001 West 38`h Avenue Dear Mr. Lane: The purpose of this letter is to confirm the status of the residential addition per permit # 071378 as it relates to the corrugated steel siding proposed. In general, any metal building is not allowed in the City of Wheat Ridge per the Code of Laws and the adopted Architectural and Site Design Manual (ASDM). The ASDM prohibits metal buildings for multi-family and nonresidential buildings. This manual is not applicable to single and two family structures. The Code of Laws prohibits any metal "accessory" buildings over 120 square feet in all residential zone districts. As the subject property is zoned Residential-One (R- 1), this regulation is applicable per Section 26-205 of the Code of Laws. As you described the addition, and as shown on the building permit application the structure will be attached. In order to be classified as attached, the building must share a common wall of at least 5 feet and a common roofline per Section 26-123 (definition of "building, main"). The required inspection following the completion of the project tnust reveal that this is the case for the structure to be considered attached. With this, the building may not be classified as an "accessary" building. With the addition being classified as attached, and not accessory, the Code of Laws does not directly prohibit this addition from having corrugated steel siding for single family structures in the R-1 zone district. With this, the addition as proposed is allowed subject to all other standards in the Code of Laws. You may consider the building permit approved, based on the original issuance of the permit on December 24, 2007. Feel free to contact me at 303.235.2849 if you have any questions. Sincerely, ~ J i Planner, Community Development Deparhnent wwo,.ci.rvheatridgc.co.ns A* Geotechnical Environmerrtal Consuitants SOIL AND FOUNDATION STUDY FOR wNFa PROPOSED STEEL BUILDING 9001 WEST 38T" AVENUE WHEAT RIDGE, COLORADO C~~ORPD Wheat Ridge Building Department> ~ A proved o B LDING PfIC1AL DATG Validity of permiC The issuance M a permit or approval o( planAW+Frb9tkED FOR and computations shall not be a pemrit for, or an approval of, any violation t0 any of the provisions ot the building code or of any City ordinances. Permils presuming to give authordy to violate or cancel Ihe provisions o( lh9 building codes or other ordinances o( Ihe City shall not be valid. MR. CHRIS HILDENBRAND 8888 WEST 38T" AVENUE WHEAT RIDGE, COLORADO 80033 JULY 24, 2007 PROJECT NUMBER 93777 2180 South Ivanhoe Street, Suite 5 Denver, Colorado 80222-5710 Phone 303-759-8100 Fax 303-756-2920 www.agwassenaar.com SOIL AND FOUNDATION STUDY FOR FwHEa> PROPOSED STEEL BUILDING ~+o q,oc 9001 WEST 38T" AVENUE WHEAT RIDGE, COLORADO C~~ORPD Wheat Ridge Building Department A proved 4 19,Y o B LDING FFICfAL DATG Validity of permit: The issuance ot a pertnit or approval of planiWPAORD FOR and computations shall not be a pemrit for, or an approval of, any violaUOn to any of lhe provisions of the building code or of any City ordinances. Permits presuming to give authonry to violate or cancel the provisions of ihB. building codes or olher ordinances of the City shall not be valid. MR. CHRIS HILDENBRAND 8888 WEST 38T" AVENUE WHEAT RIDGE, COLORADO 80033 JULY 24, 2007 PROJECT NUMBER 93777 2180 South Ivanhoe Street, Suite 5 Denver, Colorado 80222-5710 Phone 303-759-8100 Fax 303-756-2920 www.agwassenaar.com A.G. senaar Geotechnical and Environmental Consultants Mr. Chris Hildenbrand 8888 West 381h Avenue Wheat Ridge, Colorado 80033 Subject: Soil and Foundation Study Proposed Steel Building 9001 West 38`h Avenue Wheat Ridge, Colorado Project Number 93777 Dear Mr. Hildenbrand: 2980 South Ivanhoe Street, Suite 5 0enver, Coloracio 80222-5710 303-759-8100 Fax 303-756-2920 ~es www.agwassenaaccom July 24, 2007 We have conducted the soil and foundation study for the proposed structure at the subject site. Our summary ofthe data collected during ourfield and laboratorywork and our analysis, opinions, and conclusions are presented in the attached report. The purpose of our study is to provide design criteria for planning, site development, foundation systems, slabs-on-grade, and drainage for the proposed structure. In general, the subsurface materials encountered consist of approximately zero to 3 feet of sandy clay fill overlying medium stiff to very stiff, silty, sandy to very sandy clay. Claystone bedrock was encountered beneath the clay at depths of 18 to 21 feet below the ground surface. No ground water was encountered in the test borings during this study. We recommend the structure be founded on straight shaft piers drilled into competent bedrock. Design criteria are given in the report. Slabs-on-grade will require special consideration because of the moderate expansion potential of the clay soils. Interior floor systems engineered for expansive soils are recommended for any areas where slab movement cannot be tolerated. Mr. Chris Hildenbrand Project Number 93777 July 24, 2007 Page 2 Perimeter subsurface drainage systems will not be necessary unless below grade areas are planned. Foundation concrete may be designed for negligible sulfate exposure. Additional recommendations are presented in the following report. If you have any questions regarding the contents of this report or our analyses of the subsurface conditions which will influence the proposed structure, please call us. We have appreciated the opportunity to provide this service for you. Sincerely, A. G. WASSFzI4AAFF2, IN Patrick S. Carlin, P. E. Senior Engineer Reviewed by: Keith D. Seaton, P.E. Senior Engineer PSC/KDS/lia TABLE OF CONTENTS TITLE PAGE PURPOSE 1 PROPOSED CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ' FIELD EXPLORATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 LABORATORY TESTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . 2 ' SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 ' FOUNDATION RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 LATERAL EARTH PRESSURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 ° FLOOR SLABS AND EXTERIOR CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Alternate A: Slab-on-Grade Supported on Natural Undisturbed Soils . . . . . . . . . . . . . 6 Alternate B: Slab-on-Grade Supported on Recompacted Native Material 7 Alternate C: Slab-on-Grade Supported on Non-Expansive Material . . . . . . . . . . . . . . 7 FILL PLACEMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 SURFACE DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 , SUBSURFACE DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 EXCAVATION DIFFICULTIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 WATER SOLUBLE SULFATES 11 ~ FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATION . . . . . . . . . . . . 11 I GEOTECHNICAL RISK . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 LIMITATIONS . . . . . . . . . . . . . . 12 ATTACHMENTS SITE PLAN AND VICINITY MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FIGURE 1 EXPLORATORY BORING LOGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FIGURE 2 SWELL-CONSOLIDATION TEST RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FIGURE 3 GRADATION/ATTERBERG TEST RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FIGURE 4 SLAB-ON-GRADE CONSTRUCTION DETAILS . . . . . . . . . . . . . . . . . . . . . . . . . . . . FIGURE 5 SUMMARY OF LABORATORY TEST RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . TABLE I SPECIFICATIONS FOR PLACEMENT OF STRUCTURAL FILL . . . . . . . . . . . . . . . APPENDIX SOIL AND FOUNDATION STUDY Proposed Steel Building 9001 West 38`h Avenue Wheat Ridge, Colorado July 24, 2007 PURPOSE This report presents results of a soil and foundation study for the proposed structure to be located north ofthe existing residential structure at9001 West 38~'Avenue in Wheat Ridge, Colorado. The study was made to assist in determining design criteria for planning, site development, foundation systems, slabs-on-grade and drainage. Factual data gathered during thefield and laboratory work is summarized on Figures 1 through 4, attached. Our opinions and recommendations presented in this report are based on the data generated during this field exploration, laboratory testing, and our experience with similar type projects. PROPOSED CONSTRUCTION We understand the proposed structure will be a 42-foot by 50-foot steel building supported upon a reinforced concrete foundation. We do not anticipate foundation loading to be unusual for this type and height of construction. It is understood that portions of the foundation walis will serve as retaining structures in orderto allow for drive access to the building. Wall heights of no more than 6 feet are anticipated. The approximate locations of our test borings are shown on Figure 1 and our assumed floor level is shown on Figure 2. If the actual floor level varies by more than 2 feet from that shown, the recommendations contained in this report should be reviewed by this office. Soil and Foundation Study Mc Chris Hildenbrend Project Number 93777 Steel Building, 9001 West 38 Avenue A. G. Wassenaar, Inc. ~ July 24, 2007 SITE CONDITIONS The site of the proposed structure is immediately north of an existing residence and garage. Vegetation consisting of native and landscape bushes, grass, and trees covers the site. The ground surface slopes gently to moderately to the north. No bodies of water or bedrock outcrops were observed on the site; however, a small pond exists to the east of the site. FIELD EXPLORATION Subsurface conditions were explored by drilling two 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 drill rig. At frequent intervals, samples of the subsurface materials were obtained using a Modified California sampler which was driven into the soil by dropping a 140-pound hammerthrough a free fall of 30 inches. The Modified California sampler is a 2.5-inch outside diameter by 2-inch inside diameter device. The number of blows required for the sampler to penetrate 12 inches and/or the number of inches that the sampler is driven by 50 blows gives an indication of the consistency or relative density of the soils and bedrock materials encountered. Results ofthe penetration tests and locations of sampling are presented on the "Exploratory Boring Logs", Figure 2. Ground water measurements were made at the time of drilling and subsequent to drilling. LABORATORY TESTING The samples obtained during drilling were returned to the laboratory where they were visually classified by a geotechnical engineer. Laboratory testing was then assigned to specific samples to evaluate their engineering properties. The laboratory tests included two swell-consolidation tests to evaluate the effect of wetting and loading on the selected samples. The results of the swell-consolidation tests are presented on Figure 3. One gradation analysis and Atterberg limits Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38 Avenue A. G. Wassenaar, Inc. 2 July 24, 2007 test was conducted to evaluate grain size distribution and plasticity. These results are presented on Figure 4. In addition, one representative sample was tested forwatersoluble sulfates. The test results are summarized on Figure 2 and on Table I. SUBSURFACE CONDITIONS Our test borings indicate the subsurface materials encountered consist of approximately zero to 3 feet of sandy clay fill overlying medium stiff to very stiff, silty, sandy to very sandy clay. Claystone bedrock was encountered beneath the clay at depths of 18 to 21 feet in both of the borings. Ground water was not encountered at the time of drilling nor when checked two days after drilling. The test borings had caved at depths of 8 and 12 feet when checked after drilling. A more complete description of the subsurface conditions is shown on Figure 2. The existing fill encountered during this study has apparently not been placed as fill capable of supporting a structure or other structural elements. Unless documentation is available for the fill which verifies proper placement and compaction, the fill should be removed prior to placement of new fill, structures, flatwork or other structural appurtenances. FOUNDATION RECOMMENDATIONS The proposed structure may be founded on straight-shaft piers drilled into the underlying bedrock. The piers should be designed for a maximum end bearing pressure of 25,000 pounds per square foot (psf) with a side shear of 2,500 psf for that portion of the pier in competent bedrock. No side shear should be used within the upper 10 feet of each pier, beginning beneath the grade beam or foundation wall. In addition, no side shear should be used for any portion of the pier in natural soil or fill. The following criteria should be followed during design and construction of the piers: Soil and Foundation Study Mc Chris Hildenbrand Project Number 93777 Steei Building, 9001 West 38" Avenue A. G. Wassenaar, inc. 3 July 24, 2007 1. A minimum dead load pressure of 10,000 psf based on pier cross-sectional area should be placed on each pier. Where minimum dead loads cannot be attained, minimum pier penetrations should be increased using the side shear value given above. 2. Piers should be drilled at least 6 feet orthree pierdiameters, whichever is greater, into the competent bedrock zone. A minimum pier length of 18 feet is recommended. 3. All piers should be reinforced the full length to resist tension forces in addition to other structural loads. Piers should be reinforced to resist an ultimate uplift force resulting from a swelling pressure of 1,500 psf applied over a 10-foot length of pier minus the dead load imposed on the top of the pier by the structure. 4. A 4-inch minimum void space should be provided beneath the grade beams between the piers for effective concentration of loads on the piers. 5. Casing of pier holes is not anticipated; 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 by free fall methods in more than 3 inches of water. 6. In the event that casing is necessary, zones of caving material and/or cased bedrock should not be included when determining required bedrock penetrations. Bedrock penetrations should be increased an amount equal to the length of caving and/or casing within the bedrock zone. 7. Concrete for each pier should be formed at the top of the pier, if necessary, to maintain a uniform diameter at the top of the pier. 8. Pier drilling should be observed by a representative of this office to identify the bearing strata, to verify the subsurface conditions are as anticipated from our test borings, and to assess the construction. Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38 Avenue A. G. Wassenaar, Inc. 4 July24, 2007 LATERAL EARTH PRESSURES Lateral pressures on foundation walis depend on such factors as the type of wall, hydrostatic pressure behind the wall, any horizontal swelling pressures, type and slope of backfill material, degree of backfill compaction, allowable wall movements, and surcharge loading conditions. Where anticipated wall movements are less than approximately 0.5 percent of the wall height or wall movement is constrained, lateral earth pressures should be estimated for an "at rest" condition. Where anticipated wall movements are greater than 0.5 percent of the wall height, lateral earth pressures should be estimated for an "active" condition. Walls backfilled with on-site sandy clay material should be designed fora lateral earth pressure based upon an equivalentfluid density of 55 pounds per cubic foot (pcf) for the "at resY" condition or 45 pcf for the "active" condition. If walls are backfilled with a free-draining granular backfill, such as a free-draining sand or gravel, equivalent fluid densities of 45 pcf for the "at resY" condition and 35 pcf for the "active" condition should be assumed. Passive resistance to lateral movement can be estimated based on an equivalent density of 200 pcf. We recommend a coefficient of sliding resistance between the concrete and bearing soils of 0.35. These values have been provided without consideration for backfill sloping toward the foundation, surcharge loading or hydrostatic pressures. If any of these conditions are anticipated, we are available to assist in revising these values. Minor cracking of concrete foundation walis should be expected. FLOOR SLABS AND EXTERIOR CONCRETE The shallow clay soils encountered at the proposed floor slab elevation exhibited moderate expansion potential. The soils are stable at their natural moisture content but, upon wetting, will cause heaving of the floor slabs and exterior concrete. Slab movements of up to 3 inches with cracking of up to'/> inch in width and differential are not unusual. The only solution is placement Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 . Steel Building, 9001 West 38" Avenue A. G. Wassenaar, Inc. 5 July 24, 2007 of an interiorfloor system engineered for expansive soils. Forfinished space and any other areas where slab movement cannot be tolerated, we recommend this solution. Provided the Owner is willing to accept the above described risk of slab movement and cracking, construction of a slab-on-grade floor system can be used on this site. We have outlined below three slab-on-grade alternatives for your consideration. The Owner should anticipate differential movement and cracking with any of these alternatives. These alternatives are presented from greater risk and least cost to least risk and greater cost. We are available to assist in the risk evaluation process. ALTERNATE A: SLAB-ON-GRADE SUPPORTED ON NATURAL UNDISTURBED SOILS Provided th2 Owner is willing to accept the risk of slab-on-grade construction, we recommend the following: 1. Separate slabs from bearing members and utilities and moderately reinforce with reinforcement continuous through interior slab joints. 2. Provide control joints a maximum of 15 feet on center. 3. Provide a 3-inch minimum void space above or beneath interior non-load bearing partitions with molding to cover. In addition, a 3-inch collapsible connection should be provided between any furnace placed on the slab and the heat ducts. Recommended construction details of interior partitions, doors, columns, and utility lines for slabs on expansive soils are attached as Figure 5. 4. Fill and backfill beneath slabs-on-grade should be placed as discussed under "Fill PlacemenY" and the Appendix. Soil and Foundation Study Mc Chris Hildenbrend Project Number 93777 Steel Building, 9001 West 38" Avenue A. G. Wassenaar, Inc. 6 July 24, 2007 ALTERNATE B: SLAB-ON-GRADE SUPPORTED ON RECOMPACTED NATIVE MATERIAL Remove the upper 8 feet of expansive soils beneath the proposed slabs-on-grade and replace at a lower density and higher moisture content than they currently exist. This should reduce the expansion potential ofthe soils by reducing the density and increasing the moisture content. This would also create a relatively impervious surface over the deeper expansive materials and retard further wetting. This treatment of fill should reduce the potential slab-on-grade movement butwill not eliminate it. Assuming the expansion potential of the fill is reduced to less than or equal to 1 percent, potential slab movement should be reduced to approximately 1'/z inches. The fill should extend to at least 5 feet beyond the exterior building lines, and in areas where an exterior slab-on-grade is planned at the same elevation. This should also serve to reduce differential movement between exterior and interior slabs. The material should be placed in 8-inch loose lifts at 0 to 4 percent above optimum moisture content and should be compacted to a minimum of 95 percent of Standard Proctor maximum dry density (ASTM D 698). Placement and compaction of this fill should be continuously observed by this office. The upper 8 to 12 inches of subgrade material inside the building area may consist of gravel, or equivalent, to provide adequate support at the subgrade surface for construction equipment. If this method is used for the subgrade of the slab-on-grade, the above recommendations (Items 1 through 3) for slabs-on- grade, Alternate A, should be included exceptthe minimum airspace forpartitions may be reduced from 3 inches to 2 inches. ALTERNATE C: SLAB-ON-GRADE SUPPORTED ON NON-EXPANSIVE MATERIAL Remove a minimum of 6 feet of the natural, expansive soil beneath the slabs and replace this material with non-expansive fill material. The non-expansive material should consist of a silty to clayey sand with 100% passing a U. S. Standard No. 4 sieve, between 20% and 40°/o passing a Soil and Foundation Study . Mc Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38 Avenue A. G. Wassenaar, Inc. 7 July 24, 2007 No. 200 sieve, a maximum liquid limit of 30 and a maximum plasticity index of 10. Classification tests must be conducted to verify that the fill meets the required specifications. The proposed fill material should be evaluated by our office prior to use at the site. Utilizing this alternate should reduce potential slab movements to 1 inch or less. The excavation should extend to at least 5 feet beyond the exterior building lines, and in areas where exterior slabs-on-grade are planned at the same elevation. The material should be placed in 8-inch loose lifts at -2 to +2 percent of optimum moisture content and should be compacted to a minimum of 95 percent of Modified Proctor maximum dry density (ASTM D 1557). We recommend the same design and construction details for slabs-on-grade as those noted above under Alternate A, except the minimum air space may be reduced from 3 inches to 1 inch. If this treatment of the subgrade is selected, then a perimeter subsurface drainage system shouid also be installed at least 6 inches below the bottom of the fill around the outside of the building. Following the above recommendations should reduce damage caused by movement of the floor slabs and exterior concrete before the subgrade soil moisture reaches equilibrium. The air space recommended above is not intended to predict total potential slab movement and must be maintained by the Owner for the life of the structure. FILL PLACEMENT Structural fill may be necessary beneath the floorslab. Where fill soils are necessary beneath floor slabs, the recommendations of Section "Floor Slabs and Exterior Concrete" should be followed. Where backfill is necessary around the exterior of the structure in non-structural areas, the material should be placed within -3 to +3 percent of optimum moisture content and compacted to a Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38" Avenue , A. G. Wassenaar, Inc. 8 July 24, 2007 minimum of 90 percent of Standard Proctor maximum dry density, according to ASTM D 698. Care should be taken to properly brace structural elements. Off-site material considered for fill beneath structural elements should be evaluated by this office prior to importation. A guide specification for placement and compaction of fill is presented in the Appendix. SURFACE DRAINAGE The wetting of foundation soils and/or bedrock materials which causes heave may be reduced by carefully planned and maintained surface drainage. The following recommendations should be implemented during construction and maintained by the Owner after the structure is completed: 1. Excessive wetting or drying of the open foundation excavation should be avoided as much as practical during construction. 2. The ground surface surrounding the exterior of the foundation should be maintained in such a manner as to provide for positive surface drainage away from the foundation. At completion of construction, we recommend a minimum fall away from the foundation of 6 inches in the first 5 feet. This slope should be continuous across the backfill zone. 3. Backfill around the foundation should be moistened and compacted in such a manner as to reduce future settlement. Areas which settle should be filled as soon as possible in order to maintain positive drainage away from the foundation. 4. If lawn edging is used around the exterior of the foundation, it should be constructed in a manner to prevent ponding of surface water in the vicinity of the backfill soils. 5. All drainage swales should be constructed and maintained a minimum of 5 feet away from the foundation on side yards and 15 feet away from the foundation on back and front yards. Drainage swales should maintain a slope of at least 2% off Soil and Foundation Study Mr. Chris Hildenbrand Pmject Number 93777 Steel Building, 9001 West 38 Avenue A. G. Wassenaar, Inc. 9 July 24, 2007 of the lot. Swales must not be blocked by fences, landscaping, paths or other homeowner installed items. 6. Roof downspouts and drains should discharge beyond the limits ot foundation backfill. 7. Watering adjacent to the foundation should be reduced as much as practical. Landscapingwhich requires excessivewatering should not be located within 5feet offoundation walls. Main sprinkler lines, zone control boxes and drains should be located outside the limits of the foundation backfill. Sprinkler heads should be positioned such that the spray does not fall within 5 feet of foundation walls. 8. Plastic membranes should not be used to cover the ground surface immediately surrounding the foundation. These membranes tend to trap moisture and prevent normal evaporation from occurring We recommend the use of a weed suppressant geotextile fabric. SUBSURFACE DRAINAGE It is our understanding that no below grade areas are planned forthis proposed structure. Present ground water conditions, in our opinion, should not be a problem for the proposed structure. We believe if the ground surface and roof drainage are properly cared for, no subsurface drainage systems should be necessary unless below grade areas are planned or non-expansive granular materials are placed beneath the slab (Alternate C). EXCAVATION DIFFICULTIES In ouropinion, thefoundation and utility excavations may be constructed using conventional earth- moving equipment for the Denver area. No special problems are anticipated. For planning purposes, the on-site fill can be considered a'Type C' soil and the underlying clay as a'Type B' Soii and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Buiiding, 9001 West 38" Avenue A. G. Wassenaar, Inc. 10 July 24, 2007 according to OSHA Regulation. A final determination of the soil type must be made by the Contractor's "Competent Person" (as defined by OSHA Regulation). Excavations should be properly sloped and/or braced. Local, state, and federal (OSHA) safety codes should be observed. WATER SOLUBLE SULFATES Laboratory tests conducted on a selected soil sample yielded water soluble sulfates of less than 100 parts per million (ppm). According to published information, foundation concrete which will be in contact with or within 6 inches of the natural soils may be designed for negligible sulfate exposure. We recommend the "ACI Manual of Concrete Practice", ACI 318, Section 4.3 of the most recent edition be used for proper concrete mix design properties as they relate to these conditions. The results are also presented on Figure 2 and on Table I. FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATION This report has been prepared for the exclusive use of Mr. Chris Hildenbrand for the purpose of providing geotechnical criteria for the proposed project. The data gathered and the conclusions and recommendations presented herein are based upon the consideration of many factors including, but not limited to, the type of structures proposed, the configuration of the structures, the proposed usage of the site, the configuration of surrounding structures, the geologic setting, the materials encountered, and our understanding of the level of risk acceptable to the Client. Therefore, the conclusions and recommendations contained in this report shall not be considered valid for use by others unless accompanied by written authorization from A. G. Wassenaar, Inc. It is recommended that A. G. Wassenaar, Inc. be retained to provide general review of the final design and specifications in order that the recommendations presented may be properly interpreted and implemented. Our firm should also be retained to provide geotechnical Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38" Avenue A. G. Wassenaar, Inc. ~ ~ July 24, 2007 engineering and material testing services during construction of the structure. The purpose is to observe the construction with respect to the geotechnical design concepts, specifications or recommendations, and to facilitate design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. GEOTECHNICAL RISK The concept of risk is an important aspect of any geotechnical evaluation. The primary reason for this isthatthe analytical methods used to develop geotechnical recommendations do notcomprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be tempered by engineering judgment and experience. Therefore, the solutions or recommendations presented in any geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as desired or intended. What the engineering recommendations presented in the preceding sections do constitute is our best estimate, based on the information generated during this and previous evaluations and our experience in working with these conditions, of those measures that are necessary to help the development perform in a satisfactory manner. The Owner must understand this concept of risk, as it is they who must decide what is an acceptable level of risk for the proposed development of the site. LIMITATIONS We believe the professional judgments expressed in this report are consistent with that degree of skill and care ordinarily exercised by practicing design professionals performing similar design services in the same locality, at the same time, at the same site and under the same or similar circumstances and conditions. No other warranty, express or implied, is made. In the event that any changes in the nature, design or location of the facility are made, the conclusions and Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38 Avenue A. G. Wassenaar, Inc. 12 July 24, 2007 recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report are modified or verified in writing. Because of the constantly changing state of the practice in geotechnical engineering, and the potential for site changes after our field exploration, this report should not be relied upon after a period of three years without our firm being given the opportunity to review and, if necessary, revise our findings. The test borings drilled for 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 borings. These variations are sometimes sufficient to necessitate modifications in the designs. If unexpected subsurface conditions are observed by any party during site development, we should be notified to review our recommendations. Our scope of services for this project did not include, either specifically or by implication, any research, identification, testing, or assessment relative to past or present contamination of the site by any source, including biological (i.e., mold, fungi, bacteria, etc.). If such contamination were present, it is likely that the exploration and testing conducted for this report would not reveal its existence. If the Owner is concerned about the potential for such contamination or pollution, additional studies should be undertaken. We are available to discuss the scope of such studies with you. Our scope of services for this project did not include a local or global geological risk assessment. Therefore, issues such as mine subsidence, slope stability, active faults, etc. were not researched or addressed as part of this study. If the Owner is concerned about these issues, we are available to discuss the scope of such studies upon your request. Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38 Avenue A. G. Wassenaar, Inc. 13 July 24, 2007 SCALE: 1" = 30' I I I I O J F F y N F N z v' w 3 a ~ '~u 0 a Y U' 2 ~ W.38TH AVE SITE VICININ MAP NOTTO SCALE ~ ~ I I VCHMARK:GARAGE LAB ELEVATIO = 100.0' (ASSUME BYTHISOFFICE) ~ ~ fING RESIDENCE 9007 W. 38TH AVE. ~ ~ W. 38TH AVE. NOTE: ALL LOCATIONS ARE APPROXIMATE A.G. Wassenaar Geatechnical anL EmimnmeMel Consultanls ~ SITE PLAN PROJECT NO. 93777 & VICININ MAP FIGURE 1 100 95 E L E V A 90 T I O N I N 85 F E E T 80 75 70 65 60 10/12 MC-26 -#200-82 LL-54 PI-39 - 9/12 20/72 DD-109 MC-79 SW-2.4 24/12 8/12 WS-<700 45/12 DD-117 MGt7 SW-2.1 29/12 ?3/12 i0/10 100 95 E L E V 90 A T 1 O N I N 85 F E E T 80 75 70 65 60 LEGEND m TOPSOIL pvq FILL, CLAY, COMPACT, SANDY, WITH GRAVEL, MOIST, MOTTLED BROWN (qF) ~ CLAY, MEDIUM STIFF TO STIFF, SILN, SANDY TO VERY SANDY, MOISTTO VERY MOIST, BROWN (CL) ~j CL4Y, VERY STIFF, SILN, SANDY TO VERY SANDY, MOIST TO VERY MOIST, BROWN (CL) ~ CL4YSTONE (BEDROCK), HARD TO VERY HARD, SILN, SANDY, MOIST, OLIVE TO FUST TO BROWN TO GRAY (CL, CH) F 10/12 INDICATES TNAT 70 BLOWS OF A 140-POUND HAMMER FALLING 301NCHE5 WERE REQUIRED TO DRIVE A 2,5-INCH OUTSIDE DIAMETER SAMPLER121NCHES. ~ INDICATES THE DEPTH AT WHICH THE TEST BORING CAVED AND THE NUMBER OF DAYS AFfER DRILLING WHEN THE MEASUREMENT WAS TAKEN. DD INDICATES DRV DENSITY OF SAMPLE IN POUNDS PER CUBIC FOOT MC INDICATES MOISTURE CONTENT AS A PERCENTAGE OF DRY WEIGHTOF SOIL SW INDICATES PERCENT SWELL UNDER A SURCHARGE OF 7000 PSF UPON WETTING 4200 INDICATES PERCENT PASSING THE NO. 200 SIEVE LL INDICATES LIQUID LIMIT PI INDICATES PLASTICIN INDIX WS INDICATES WATER SOLUBLE SULFATES IN PARTS PER MILLION NOTES 1. TEST BORINGS WERE DRILLED JUNE 6, 2007 WITH A 4-INCH DIAMETER, CONTINUOUS FLIGHT POWER AUGER. 2. NO FREE WATER WAS OBSERVED AT THE TIME OF DRILLING NOR WHEN CHECKED SUBSEQUENT TO DRILLING. 3. LOCATIONS OF TEST BORINGS WERE STAKED 8Y CLIENT AT LOCATIONS CHOSEN BY THIS FIRM. 4. ELEVATIONS ARE APPROXIMATE (HAND-LEVEL) AND REFER TO THE BENCHMARK SHOWN ON FIGURE 1. 5. THE HORIZONTAL LINES SHOWN ON THE LOGS ARE TO DIFFERENTIATE MATERIALS AND REPRESENT THE APPROXIMATE BOUNDARIES BETNEEN MATERIALS. THE TRANSITIONS BE7WEEN MATERIALS MAY BE GRADUAL. fi. DRILL LOGS SHOWN IN THIS REPORTARE SU&IECTTO THE LIMITATIONS, EXPLANATIONS, AND CONCLUSIONS OF THIS REPORT A.G. Wassenaar Geotechnical antl EnvironmeMal ConsulWnis yo EXPLORATORY PROJECT NO. 93777 BORING LOGS FIGURE 2 TEST TEST BORING BORING NO. 1 NO. 2 ELEV.95 ELEV.700 ' A.G. Wassenaar Geotechnical and Environmental Consultants .~Q.'o ~ 5 4 3 2 J J W ~ p 0 ~ ¢ ❑ O ~ 0 Z O U 2 3 4 5 100 1,000 APPLIED PRESSURE - PSF 10,000 100,000 SAMPLE DESCRIPTION CLAY. SILTY, SANDY DRY UNIT WT. 109 PCF LOCATION TEST BORING NO. 70 DEPTH OF 9' MOISTURE CONTENT 79 % 5 4 3 SWELI UNDER CONSTANT PRESSURE BECAUSE OF WETfING 2 J J W ~ N ~ d° O 0 ¢ O O 1 ~ z O U 2 ADDED FWATER 3 4 5 100 7,000 APPLIEDPRESSURE - PSF 70,000 700,000 SAMPLE DESCRIPTION CLAY. SILTY SANDY DRY UNIT WT. 711 PCF LOCATION TEST BORING NO. 20 DEPTH OF 9' MOISTURE CONTENT 17 q SWELL - CONSOLIDATION TEST RESULTS FIGURE 3 PROJECT NO. 93777 A.G. Wassenaar Geotechnical and Environmental Consultanis . ~.'s MILLIMETERS .001 .002 .005 .009 .019 .03] .0]4 .149 297 .590 1.19 238 4l6 9.52 19.1 38.1 ]62 12] 200 ioo - io so zo so 30 70 GO C7 fip W Z Z fA Q y F 50 ¢ H Sp Z Z W W U U ¢ ¢ a ~ a 40 70 30 - - - ~ 20 - - - 90 10 - iW 25 hr ] hr 60 min 19 min 4 min 1 min #200 #100 #50 #90#30 #16 #10#8 #4 3/B" 3/4' 14/2' 3• 5'6' 8' 45 min 15 min TIME FiEADINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS LOCATION TEST BORING NO. 1(o~ DEPTH OF 1' GRAVEL 0 % LIQUID LIMIT 54 SAMPLE DESCRIPTION CLAY SANDY (CH) SAND 78 % PLASTICITY INDEX 39 CLASSIFICATION AASHTO A-7-6 (32) SILT & CLAY 82 % GRADATION TEST RESULTS FIGURE 4 PROJECT NO. 93777 HYDROMETER ANALYSIS SIEVE ANALYSIS SAND GRAVEL COBBLES CLAY (PIASTIC) TO SILT (NON-PLASTIC) FINE ME~IUM COARSE FINE COARSE DIAMETER OF PARTICLE IN A.G. Wassenaar Geotechnical and Environmental Consultants k INSTALL DIAGONAL 2 x 4 WOOD MEMBERS UNDER EACH STRINGER AND SECURE TO WALLS; DO NOT I~cZ~ NAIL STRINGERS TO STUDS OR DIAGIONAL 2 x 4'S. MOLDING TOP VOID 40d SPIKES FLOATING AS REQUIRED S~B FOfl STABILIN DRILLED HOLE BOTTOM VOID FLOATING 4FFLOATI SLAB MOLDING N (NAIL AT BOTfOM ONLI) PARTITIONS ND SPACE FOUNDATION OR SLIP WRAP PIPE GRADE BEAM AND COLUMN ~ DRAIN `COLUMN FURNACECOWLING- r ~j PIPE ~ OR BOOT (COLLAPSIBLE) EXPANSION JOINT MATERIAL STAIRWAY T~ ~ PROVIDE VOID UNDER PARTITONS AS SPECIFIED IN REPORT - PROVIDE 5/8" GAP BETWEEN STRINGERS AND STUDS FOR DRYWALL UPPER FLOOR DUCTS FURNACE I I FLEXIBLE GAS LINE -J (WHERE ALLOWED BY CODE) UTILITIES AND COLUMNS I FLOATING SLAB FLOOR I \\SOILS SUSPEND STAIRWAY FROM FLOOR JOIST USING METAL STR4PS EXPANSIVE SOILS DEfAiLS EXPANSIVE SOILS FURNACE CONSTRUCTION DETAILS FOR SLAB ON GRADE FIGURE 5 DOORFRAMES Atterberg Water Soluble Test Boring No. Depth (feet) Soil Type Natural Dry Density (pcf) Natural Moisture AEt Swell Pressure (psf) % Passing #200 Sieve Liquid Limit LL Plasticity Index PI Sulfates (ppm) 1 1 Clay, sandy 26 82 54 39 9 Clay, silty, sandy 109 19 +2.4 6,000 2 4 Clay, silty < 100 g Clay, silty, sandy 111 17 +2,1 6,000 Notes: 'Indicates Percent Swell or Consolidation when wetted under a 1,000 psf load. A.G. Wassenaar Geotechnical antl Environmentai Consultants SUMMARY OF LABORATORY TEST RESULTS TABLE I Mr. Chris Hildenbrand Proposed Steel Building, 9001 West 381h Avenue Page 1 of 1 Proiect Number 93777 A.G. Wassenaar , 218 oe°~e ]~o;o adot8o22z 5~,0 303-759-8100 Fax 303-756-2920 Geotechnical and Environmental Consultants www.a9wassenaar.com 1 \ APPENDIX SPECIFICATIONS FOR PLACEMENT OF STRUCTURAL FILL GENERAL The Geotechnical Engineer, as the Owner's representative, shall observe fill placement and conduct tests to determine if the material, method of placement, and compaction are in reasonable compliance with the specifications. Specifications presented in this Appendix are general in nature. They should be used except where specifically superceded by those presented in the attendant Geotechnical Study. For the purpose of this specification, structural areas include those areas that will support constructed appurtenances (e.g., foundations, slabs, flatwork, pavements, etc.) and fill embankments or slopes that support significant fills or constructed appurtenances. Structural areas will be as defined by the Geotechnical Engineer. FILL MATERIAL Fill material shall consist of on or off-site soils which are relatively free of vegetable matter and rubble. Off-site materials shall be evaluated by the Soil Engineer priorto importation. No organic, frozen, perishable, or other unsuitable material shall be placed in the fill. For the purpose of this specification, cohesive soil shall be defined as a mixture of clay, sand, and silt with more than 35% passing a U. S. Standard #200 sieve and a Plasticity Index of at least 11. These materials will classify as an A-6 or A-7 by the AASHTO Classification system. Granular soils shall be all materials which do not classify as cohesive. Proposed slab buffer zone material should be non-expansive, silty to clayey sand having 100% finer than a U. S. Standard No. 4 sieve, between 20 and 40% passing a U. S. Standard No. 200 sieve, a maximum liquid limit of 30, and a Plasticity Index less than 10. Soil not meeting these specifications, but proposed for import fill, must be evaluated by our office. PREPARATION OF NATURAL GROUND Vegetation, organic topsoil, any existing 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 compacted in the manner specified below prior to placement of subsequent layers of fill. PLACEMENT OF FILL MATERIAL The materials shall be delivered to the fill in a manner 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. Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38" Avenue A. G. Wassenaar, Inc. July 24, 2007 APPENDIX SPECIFICATIONS FOR PLACEMENT OF STRUCTURAL FILL Page 2 MOISTURE CONTROL While being compacted, the material shall contain uniformly distributed moisture for compaction. The Contractor shall be required to add moisture to the materials if, in the opinion of the Geotechnical Engineer, proper and uniform moisture is not being obtained for compaction. If the fill materials are too wet for proper compaction, aerating and/or mixing with drier materials may be required. Moisture content shall be controlled as a percentage deviation from optimum. Optimum moisture content is defined as the moisture content corresponding to the maximum density of a laboratory compacted sample performed according to ASTM D 698 for cohesive soils or ASTM D 1557 for granular soils. The moisture content specifications for the various areas are as follows: Cohesive Soils Granular Soils 1. Beneath Structural Areas: -1 to +3% -2 to +2% 2. Beneath Non-Structural Areas: -3 to +3% -3 to +3% 3. Moisture Treated Fill: 0 to +4% -2 to +2% COMPACTION When the moisture content and conditions of each layer spread are satisfactory, it shall then be compacted by an approved method. Moisture-density tests shall be performed on typical fill materials to determine the maximum density. Field density tests must then be made to determine the adequacy of the fill compaction. The compaction standard to be utilized in determining the maximum density is ASTM D 698 for cohesive soils or ASTM D 1557 for granular soils. The following compaction specifications should be followed for each area: Beneath Structural Areas: 2. Beneath Non-Structural Areas: 3. Moisture Treated Fill: 95% of Maximum Dry Density 90% of Maximum Dry Density 95% of Maximum Dry Density Note: In areas where fill depths exceed 20 feet, additional compaction considerations will be required to reduce fill settlement. We recommend any fill placed within 20 feet of final subgrade elevation be compacted as required above, and that deeper filis be compacted to 100% of maximum dry density at a moisture content of ±2 percent of optimum moisture content. If the structural fill contains less than 10 percent passing the No. 200 sieve, it may be necessary to control compaction based on relative density (ASTM D 2049). If this is the case, then compaction around the structures and beneath slabs shall be to at Ieast 70% relative density, and compaction beneath foundations and pavements shall be to at least 80% relative density. Soil and Foundation Study Mr. Chris Hildenbrand Project Number 93777 Steel Building, 9001 West 38'" Avenue A. G. Wassenaar, Inc. July 24, 2007 Miracle Steel Corporation Design Calculations CUSTOMER: CHRIS HILDENBR,4ND Job Number 429202 CONTAGT : aooRess: 8888 WEST 38TH AVE arr, srarE zIv: WHEAT RIDGE CO 80033 PHONE/FAX/MOBILE: 303-726•7771 . Delivery Address: Delivery City,State,ZlP WHEATRIDGE CO 80033 ConfacNPhone: County: JEFFERSON Structure Type: Straightwail . Structure Designation: a2-1s Loading: Wind velocity 100 mph Basic Velocity Pressure 25.60 psf Ground Snow Load 30 psf Design Roof Live Load 48.00 psf Design Dead Load 5.00 psf Seismic Criteria . Ss (Speclral iesponse acce/.2s) 0.231 _ Ss (Spectral response acce/ 9.0s) 0.058 Structure Data: Width 42.00 Eave Height 16.00 Bay Spacing 10.00 Roof Pitch/12 4.00 Length 50.00 Material Data: WH~ Structural Steel ASTM A529 50 ksi ASTM A529 50 k i ~pF ,p s Rods and flats . Structural Tubing ASTM A500 46 ksi 4 i^ Light Gauge Steel ASTM A653 Grade 40 up4o .048 ASTM A570 Grade 50 over .048 thickness High Strength Bolts ASTM A325 c~CORA~ Lumber Purlins WWPA Spruce-Pine-Fir No. 2 or Equivalent Purlin Size 2x10 Wheat Ridge Buiiding Department GirtsWWPASpruce-Pine-FirNO.2orEquivalent 4DpPFOVOd Girt Slze zXs `esign Notes: UILDWG OFFICIAL -IRNATIONAL Building Code 2003 2. oa ntl Resistance Factor Design (LRFD) per AISC and AISI Validity of permit The iSSUanCe Of a permit or approVdo1 piisM6WsfWs§*s)f the trusses and columns has been assumed and COmputations shall not bE a p2miit for, or 2n app[6v0EQ{r"eiDL'p{iAh90attached sheeting and siding materials .:any of ihe provisions Of the bUiiding COde Ot Of 3Wy QNV tndn9ed6A is the responsibility of the customer and shall be designed P0trt11lS pfBSURling to givB 2uthofity t0 vi018tC Ot C2nQel 6IC4]AAdSilaBibEq161itions and to support the design vertical and lateral forces buiiding codes or other ordinances of the City shall not ba valid. . ' Engineer. 3.`~ ~P~,;19ya ~ y"y G5SON STRUCTURE DESIGN cusTOMER: CHRIS HILDENBRAND JOB NO: 429202 TYPE: Straightwall DESIGNATION : 42-16 FILENAME: T429202 DIRECTIORY: TRUSS SUB DIR: T42 TRUSS INFORMATION Width 42.00 ft Eave Height 16.00 ft Truss Data DATE: oa-May-oz LENGTH: 50.00 WIND LOAD: 19.37 psf LIVE LOAD: 48.00 psf 2:41 PM Steel Spec: A529 Design EHective Design Design Strenglh Length in. Strength Strength l1n, TAi,4 in Lraa inM Lv 14ci1 Q .SeCtlOfl HanAln L07 Le -Outside SA020203 1 2 0.1875 1.43 50 64.53 24 54.6 1.000 0.38 77.70 LI1 Le -inside SA020204 1 2 0.2500 1.88 50 84.42 24 71.2 1.000 0.49 2223 RTi Roof-To SA020203 1 2 0.1875 1.43 50 64.53 24 54.6 1.000 0.38 77.10 R81 Roaf-Bottom SA020204 1 2 02500 1.88 50 84.42 24 71.2 1.000 0.49 22.23 LCt Le Connection SA252505 1 4 0.3125 5.88 50 264.46 25 230.8 1.000 1.93 8676 PC1 Peak Connection SA252505 1 4 0.3125 5.88 50 264.46 22 235.0 1.000 1.93 86.76 LX1 le -continuaton SA751503 1 2 0.1875 1.50 50 67.49 22 53.9 1.000 0.28 12.52 BP1 Le BP106 1 1 0.7500 5.25 36 170.10 10 159.7 1.000 2.00 64.80 L3 le SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 L02 Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 RT2 Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 RB2 Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 OHi Roof SA151503 1 1 0.1875 0.53 50 23.80 24 18.42 1.000 2.00 90.00 LD7 Le -Dia onals RD12 1 1 0.7500 0.44 50 19.89 16 11.03 1.000 0.07 3.16 LD2 Le -Dia onais RD12 2 1 07500 0.44 50 19.89 27 7.51 1.000 0.07 3.16 L03 Le -Dia onals RD12 3 7 0.7500 0.44 50 19.89 17 10.30 1.000 0.07 3.16 LD4 Roof dia onal RD12 4 1 0.7500 0.44 50 19.89 21 7.51 1.000 0.07 3.16 LD5 Roof-dia onal RD12 5 1 0.7500 0.44 50 19.89 20 8.18 1.000 0.07 3.16 RD12 1 1 07500 0.44 50 5.52 ;-1„000 0.07 3.16 RD12 2 1 07500 0.44 50 731 1.000.>+ 0.07 3.16 RD12 4 2 07500 0.88 50 r 1~1:05, 1.000 0.14 6.33 RDi2 5 2 07500 0.88 50 RDt2 5 0 0.7500 0.00 50 O:pO 7.000 ~ 0.00 0.00 a:,."Ay 2 MIRACLESTEEL CORPORATION STRUCTtiRE LOADING Transverse Condition DATE: 19-Apr-07 9Z3AM CUSTOMER: CHRIS HILDENBRAND LENGTH: 50.00 Job Number: 429202 WIND SPEED: 100 mph Stc Type: Slroightwall SK.Code:42d6 Total HeigM 23 Mean Roof Height 19 OeSign COOE t ASCE 7-02 Building Use 2 Normal Occupancy Exposure Calegory 3 C Open Terrain Terrain (snow ) i Normal (PaM1ially exposed) Thermal Condition i Normal Wintl Criteria 1 ASCE 7-021ow-Rise Hurricane coastline 3 0.000 Snow Criteria 1 ASCE 7-02 No[e: The design roof loatl and desi9n wind load are determined by <omparing lhe input . minimum design load wIW the calculated load condition based on input ground snow and wind velociry. Input Roof loatl 48.000 psf Input ground snow 30.000 psf Input Wind load 0.000 psf Input wind velocity 100.00 mph LIVE LOAD Design Roof Load 48.00 psf 1 Ground Snow Importance Theima/ Roof Code Snow Snowpg Exposure Factor Faclor Snow pf Factoretl Factored Type Criteria psf Ce 1 Ct psf times 1.6 times 0.5 Roof Load ASCE 7-02 ASCE 7-02 30 1.000 1.0 1.00 27.00 33.60 10.50 Ignore snow calculations where not appucable Calculated valueforpf 0.7'pg'Ce'I'Ct Input Calculated Compare input roof live load versus calculated 48 > 27.00 Use 48 WIND LOADING Design Wind Pressure t9.37 ps( Basic Velociry Pressure: Qz =.00256` V` Wind Basic Design Code @re).Ht Wind Ve/ocity Kz Ktl lmportance Velocity Facfored Factare Type i mph Criteria Pressure 1 Pressure Omesf.6 times0.e MaxW!ndLoad ASCE 7-02 700 ASCE 7-02 25.60 psf 0.890 0.85 'I 19.37 30.99 15.49 Pressure CoeKcients Roo/ Pilch 4/12 Roo/ CoeKClenfs Windward Roof Leewartl Roof Windward ZonetE Leeward Zone 4E Wal/ CoeKcients Wintlwartl Leeward Wintlward Zone1E Leeward Zone4E 411912007. 9:22 AM Calculated Velocity Pressure 25.6 a= 4.20 E= 8.40 h/L= 0.45 Angle= 18.44 Loaded Area 20.00 Positive Internal Negalive Internal GCp/ GCpf Gcpi GCpf-GCpi RoofLOad Gcpi GCp/-GCpi RoolLOad -0.69 -0.69 0.78 -0.87 -336.98 -0.78 -0.57 -197.54 -0.47 -0.47 0.18 -0.65 -251.19 -0.18 -029 -111.76 4.p7 -1.07 0.18 .725 -484.16 -OAB -0.89 -344.72 -0.67 -0.67 0.18 .0.85 330.57 -0.18 -0.49 -191.07 LIB 0.84 Positive Intemal Negative Intemal GCpf GCpf Gcpi GCpf-GCp! Wall Loatl Gcpi GCpf-GCpi Wall Loatl 0.52 0.52 0.18 0.34 130.37 -0.18 0.70 269.75 -0.42 -0.42 0.18 -0.60 -230.61 -0.18 -0.24 -97.18 078 078 0.18 0.60 232.47 -0.18 0.96 371.90 -0.62 -0.62 0.18 -0.80 309.12 -0.18 -0.44 -169.69 File: 5429202.x1s 3 i MIRACLE STEEL CORPORATION STRUCTURE LOADING Transverse Condition CUSTOMER: CHRIS HILDENBftAND Job Number: 429202 1 LIVE LOAD Rwf Height He 7.00 Roof Angle 78.44 tlegrees Note: The (ollowing values ar e for use in tletarmining unbalanced snow conditi on ignore if not applicable W= 21 Eave to ridge disfance L= 50.00 Roof Lenglh parallel to ridgeline L/W = 2.38 beta= 0.75 Eq 73 (ASCE 7-02) SnowOensity 17.90 (0.13'p9-14) pf= 21.00 psf 0]'Ca'PCPpg 31.50 psf 7.5pf/Ce (U SE IF W<=20) 3485 psf 7.2'(libeta/2)'ps1Ce (U SE IF W>20) 6.30 psf 0.3'pf/Ce wi ndwartl Balanced Contlition ' Load Area 20 (bay spacing x 9irt spacing) Horizontal Prqection 18.97 (load area x cos(roof slope) Roof slope (actor Cs 1.00 Roof Force 97074 UnBalanced Snow (IFAVPLICABLE) WindwardSide 119.53 Leeward Side 657.44 Eave 657.44 Ritlge WIND FORCES (Break wind force into X and Y componenis for input into strucWral an alysis progra m) RoofForces h/L= 0.45 Angle= 18.44 de9rees= 0.32 ratlians Roof Pi[ch 4112 Loatled Area 20.00 =Bay spacing' lumber spacing =10' 2 Roof Load is normal lo ihe surtace RoofLOatl ForceX ForceY RoofLOatl ForceX ForceY Windward Roof 336.98 -106.56 -319.68 .797.54 -62.47 -187.40 - Leeward Roof -251.19 -79.43 -238.30 -171.16 -35.34 -106.02 Wintlward Zone1E -484.16 -153.10 -459.31 -344.72 -109.01 -327.03 leeward Zone4E 330.51 -104.52 -313.55 -191.07 -60.42 -181.27 Wal/ Foices Wall angle= 0.00 Wall Load Force X Force Y Wall Load Force X Force Y Windwartl 130.31 130.31 0.00 269.75 269.75 0.00 Leeward -230.61 -230.61 0.00 -97.18 -91.18 0.00 Windward Zone 1E 232.47 232.47 0.00 371.90 371.90 0.00 Leeward Zone 4E 309.12 309.12 0.00 -169.69 -169.69 0.00 E-zone calculation E 8.40 Portion of truss in e i Bay spacing 10 Regular portion/bay spacing 0.9 E portion/bay spacing 0.1 Roo/LOatl ForceX ForceY RoofLOad ForceX ForeeY Windward -351.69 -71122 -333.65 -21226 -67.12 -201.36 Leewartl -259.13 -81.94 -245.83 -119.69 37.85 -713.55 WaU Load Force X Force Y Wall Load Force X Force Y Windward 140.53 140.53 0.00 279.97 279.97 0.00 Leeward -238.46 -238.46 0.00 -99.03 -99.03 0.00 4l9912007, 9 22 AM File: 5429202.x1s Z 4 STRUCTURE LOADING Longitudinal Condition CUSTOMER: CHRIS HILDE NBRAND Job Number: 429202 Str. Type: Straighlwall Stc Code: 42-76 Mean RooF Height 19 Design CODE 7 ASCE 7-02 Building Use 2 Normal Occupancy Ezposure Category 3 C Open Terrain Terrain (snow ) t Nortnal Thermal Condition 1 Normal Wind Criteria 1 ASCE 7-02 Hurricane coastline 3 0.000 Snow Criteria 1 ASCE 7-02 WIND LOADING Design Wind Pressure 19.37 psf DATE: e-may47 LENGTH: 50.00 WIND SPEED: 100 mph 2:28 VM Basic Velociry Pressure: Qz =.40256" V2 Wind Basic Design Code @jef.Ht Wind Velocity Kz Kd Importance Velocity Facrored Factored Type 1 mph Criteria Pressure 1 Pressure timesl.6 times0.8 MaxWIndLoa ASCE 7-02 700 ASCE 7-02 25.60 psf 0.890 0.85 1 79.37 30.99 15.49 Plessule Coeffldenfs a= 420 E= 8.40 Roof Pitch h/L= 0.45 h/8= 0.38 4/12 Angle= 18.44 LIB ' 0.84 BIL 1.19 ftoo/Coefficients LoadedArea 20.00 Roof 2 Roof3 Roof 2E Roof 3E -0.69 -0.37 -7.07 0 53 -0.69 -0.37 -1.07 -0 53 0.18 0.78 0.78 0 18 -0.87 -0.55 -1.25 A.71 336.98 -213.03 -484.76 -275.00 -0.18 A.18 •0.18 -0.18 -0.51 -0.19 -0.89 •0.35 -197.54 -7159 -344.72 -135.56 Endwall CoeKcienfs Posilive In lemal Negalive Internal GCpI GCpf Gcpl GCp-Gcpi Wall Laad Gcpl GCp-Gcpi Wall Load Windward Endwall 0.40 0.40 0.18 0.22 85.21 A.18 0.58 224.65 Leeward Endwail -029 -0.29 OAe -0.47 -182.04 -0.18 -0.11 -02.61 SideWall i -0.45 -0.45 0.18 -0.63 -244.02 -0.18 -0.27 -104.58 SideWali4 -0.45 -0.45 0.18 -0.63 -244.02 -0.18 -027 -104.58 WaIISE 0.61 0.67 0.18 0.43 166.55 -0.18 0.79 305.99 WaII6E -0.43 -0.43 0.18 A.61 -23627 -0.18 A.25 -96.83 Wal17E -0.48 -0.48 0.18 -0.66 -255.64 -0.18 -030 -11620 Wa114E -0.48 -0.48 0.18 A.66 -255.64 -0.18 A.30 -116.20 5 STRUCTURE LOADING Longitudinal Condition CUSTOMER: CHRIS HILDE NBRAND Job Number: 429202 Stc Type: Stratghhvall Str.Code: 42-06 Mean Roof Height 19 Design COOE t ASCE 7-02 Bullding Use - 2 Normal Occupancy Eaposure Category 3 C Open Terrain Terrain (snow ) 1 Normal Thermal Condition 1 Normal Wind Criteria 1 ASCE 7-02 Hurricanecoastline 3 0.000 Snow Criteria 1 ASCE 7-02 WIND LOADING Design Wind Pressure 19.37 psf DATE: 8-May47 LENGTH: 50.00 WIND SPEED: 100 mph Basic Velocity Pressure: Qz =.00256' V2 2:3]PM Wind Baslc Design Code @ref.Ht Wind Velocity Kz Kd Importance Velocify Factoretl Factored Type i mph Criteria Pressure I Pressure fimesl.6 Hmes0.8 Max Wind Loa ASCE 7-02 100 ASCE 7-02 25.60 psf 0.890 0.85 1 19.37 30.99 15.49 Pressure CoeNiWents Roof Pitch 4/12 Roof Coefficients Roof 2 -0.37 -1.07 -0.53 Endwall CoeKcients GCpt Windward Endwall 0.40 Leeward Endwall -029 SideWall i -0.45 SideWali4 -0.45 WaliSE 0.61 WaII6E -0.43 Wa111E -0.48 Wa114E -0.48 a= 4.20 E= 8.40 h/L= 0.65 h/8= 0.38 Angle= 18.44 LJB 0.84 B1L 1.19 Loaded Area 20.00 Positive Internal Negative In ternal GCpf Gcpf GCp-Gcpi RoofLoad Gcpl GCp-GCp! RoofLoad -0.69 0.78 -0.87 -336.96 -0.18 -0.51 -197.54 -0.37 0.18 A.55 -213.03 -0.18 -0.19 -73.59 -1.07 OAB -025 -484.16 -0d8 -0.89 -34472 0.40 0.18 0.22 8521 A.18 0.58 224.65 -029 0.18 -0.47 -182.04 -0.18 -0.71 42.61 -0.45 0.18 -0.63 -244.02 4.18 A27 -104.58 -0.45 0.18 -0.63 -244.02 -0.18 A.27 -104.58 0.61 0.78 0.43 166.55 -0.18 0.79 305.99 -0.43 0.78 A.67 -23627 -0.18 -0.25 -96.83 -0.48 0.18 -0.66 -255.64 A.78 -0.30 -116.20 6 0 w C) Q w ~ N O N ~ N ~ ~ N d' ~ Z ~ Z W 0 J CO ryo S U - ~ ~ i Uncnin St~ eoie . . . qi dl p 1 ~ m--~r-=--- r = ai ~ .E ~ iiij r I? 1 i 11 . 1 7 Endwall Column Design 429202 ITEM 4 FRONT Designatio n C1012 Type C Design Strength Height 10 Fvcial-Ten sion (kips) 83.89 C2-1 Roof Wind Area 39 Depth 3 Pxial Compression (kips) 43 C4 Live Load 48.00 psf Gauge 12 Bending- Positive (k-in) 198 C3.1.1 Wind Load 19.37 psf Fy 50 Bending -negative (k-in) 198 C3.1.1 Dead Load 5.00 psf Lengih 193 PE (kips) 202.13 C5.5 Column Spacing (ft) 7.7917 Main Wind Force Ch eck Transverse Wind Maximum Moments GCp-Gcpi Moment Moment (pos_int) -0.630 -36.89 K-IN Moment (neg_int) -0.270 -15.81 Longi[udinal Wind Moment (windward) 0.580 33.96 (wl^2/8) Moment (leeward) -0.470 -27.52 Component Check Effective Wind Area 125.3165 ft2 GCp-Gcpi Moment Factored (1.6"mom ent) Momen[ (windward) 0.986 5774 92.38 OK Moment (leeward) -1.086 -63.59 -101.75 OK Axial Load •transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL + DL 1.6 2841.50 1.2 221.99 0 0.00 3063.49 Wind Posil 2 LL+DI+WIND(windward) 1.6 2847.50 1.2 221.99 0.8 -716.53 2346.96 3 LL+DL+WIND(Leeward) 1.6 2841.50 7.2 221.99 0.8 489.14 2574.35 4 LL+DL+WIND(windward) 0.5 887.97 1.2 221.99 1.6 -1433.06 323.10 5 LL+DL+WIND(leeward) 0.5 887.97 1.2 221.99 1.6 -978.27 131.69 6 DL+WIND(windward) 0 0.00 0.9 166.49 1.6 -1433.06 -1266.57 7 DL+WIND(leeward) 0 0.00 0.9 166.49 1.6 -978.27 -811.78 Wind Negt 8 IL+DL+WIND(windward) 7.6 2841.50 12 221.99 0.8 -510.17 2553.32 9 LL+DL+WIND(Leeward) 1.6 2841.50 1.2 221.99 0.8 -282.78 2780.71 10 LL+DL+WIND(windward) 0.5 887.97 12 221.99 1.6 -1020.34 89.62 11 LL+DL+WIND(Ieeward) 0.5 887.97 1.2 . 221.99 1.6 -565.55 544.41 12 DL+WIND(windward) 0 0.00 0.9 166.49 1.6 -1020.34 -853.85 13 DL+WIND(leeward) 0 0.00 0.9 166.49 1.6 -565.55 -399.06 Axial Load -longitu dinal wind Live Load Dead Load Wind Load Total 1 LL + DL 1.6 2841.50 12 221.99 0 0.00 3063.49 Wind Posit 2 LL+DI+WIND 1.6 2841.50 1.2 221.99 0.8 -498.71 2564.78 3 LL+DL+WIND 0.5 887.97 1.2 221.99 1.6 -997.41 112.55 4 DL+WIND 0 0.00 0.9 166.49 7.6 -997.41 -830.92 Wind Nega 5 LL+DL+yV1ND 1.6 2841.50 1.2 221.99 0.8 -292.34 2771.14 6 LL+DL+WIND 0.5 887.97 12 221.99 1.6 -584.69 525.27 7 DL+WIND 0 0.00 0.9 166.49 1.6 -584.69 -41820 8 Endwall Column Design 429202 ITEM 4 FRONT Type C Height 10 Depth 3 Gauge 12 FY 50 Lengttr 193 Transverse Wind Axial Bending Amplifcation Combined Case Axial Moment Ratio Ratio Factor Ratio 1 3.06 0.00 0.072 0.000 1.000 0.072 2 2.35 -29.51 0.055 0.149 1.000 0.203 3 2.57 -29.51 0.060 0.149 1.000 0209 4 -0.32 -47.95 0.004 0242 1.000 0245 5 0.13 -47.95 0.003 0242 1.000 0245 6 -127 -47.95 0.015 0242 1.000 0.257 7 -0.81 -47.95 0.010 0242 1.000 0251 8 2.55 -12.65 0.060 0.064 1.000 0.123 s 2.78 -12.65 0.065 0.064 1.000 0.129 10 0.09 -zo.ss 0.002 0.104 1.000 0.106 11 0.54 -20.55 0.013 0.104 1.000 0.116 12 -0.85 -20.55 0.010 0.104 1.000 0.114 13 -0.40 -20.55 0.005 0.104 1.000 0.108 Amplification Factor= Cm /(i-P/0.85'PE) Longitudinal Wind Axial Bending Amplifcation Combined Case Axial Moment Ratio Ratio Factor Ratio 1 3.06 0.00 0.072 0.000 1.000 0.072 2 2.56 27.17 0.060 0.137 1.000 0.197 3 0.11 44.15 0.003 0.222 1.000 0225 4 -0.83 44.15 0.010 0222 1.000 0232 5 277 -22.01 0.065 0.111 1.000 0.176 6 0.53 35.77 0.012 0.180 1.000 0.193 7 -0.42 35.77 0.005 0.180 1.000 0.185 9 Endwall Column Design 429202 ITEM 5 FRONT Designatio n C7012 Type C Design Strength Height 10 Axial-Ten sion (kips) 83.89 C2-1 Roof Wind Area 50.1 Depth 3 fvrial Compression (kips) 38 C4 Live Load 48.00 psf Gauge 12 Bending- Positive (k-in) 198 C3.1.1 Wind Load 19.37 psf Fy 50 Bending -negative (k-in) 198 C3.1.1 Dead Load 5.00 psf Length 243 PE (kips) 127.51 C5.5 Column Spacing (ft) 7.7083 Main Wind Force Ch eck Transverse Wind Maximum Moments GCp-Gcpi Moment Moment (pos_int) -0.630 -57.85 K-IN Moment (neg_int) -0270 -2479 Longitudinal Wind Moment (windward) 0.580 53.26 (wl"2/8) Moment (leeward) -0.470 -43.16 Component Check Effective Wind Area 156.0931 ft2 GCp-Gcpi Moment Factored (1.6`mom ent) Moment (windward) 0.969 89.00 142.40 OK Moment (leeward) -1.069 -98.18 -157.09 OK Auial Load -trensverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Pactor Dead Load Factor Wind Load Total 1 LL+DL 1.6 3650,23 12 285.17 0 0.00 3935.40 Wind Posil 2 LL+DL+WIND(windward) 1.6 365023 12 285.17 0.8 -920.47 3014.94 3 LL+DL+WIND(Leeward) 1.6 365023 1.2 285.17 0.8 -628.35 3307.05 4 LL+DL+WIND(windward) 0.5 1740.70 1.2 285.17 1.6 -1840.93 -415.06 . 5 LL+DL+WIND(leeward) 0.5 1140.70 12 285.17 1.6 -1256.71 169.17 6 DL+WIND(windward) 0 0.00 0.9 213.88 1.6 -1840.93 -1627.05 7 DL+WIND(leeward) 0 0.00 0.9 213.88 1.6 -1256.71 -1042.82 Wind Neg: 0 LL+DL+WIND(windward) 1.6 365023 12 285.17 0.8 -655.37 3280.03 9 LL+DL+WIND(Leeward) 1.6 3650.23- 1.2 285.17 0.8 363.26 3572.15 10 LL+DL+WIND(windward) 0.5 1140.70 1.2 285.17 1.6 -1310.74 115.13 11 LL+DL+WIND(leeward) 0.5 114070 12 285.17 1.6 -726.52 699.35 12 DL+yyIND(windward) 0 0.00 0.9 213.88 1.6 -1310.74 -1096.86 13 DL+WIND(leeward) 0 0.00 0.9 213.88 1.6 -726.52 -512.64 Axial Load -Iongitu dinal wind Live Load Dead Load Wind Load Total 1 LL+DL 1.6 3650.23 12 285.17 0 0.00 3935.40 Wind Posif 2 LL+DL+WIND 1.6 365023 12 285.17 0.8 -640.64 3294.76 3 LL+DL+WIND 0.5 1140.70 1.2 285.17 1.6 -1281.29 144.58 4 DL+WIND 0 0.00 0.9 213.88 1.6 -128129 -1067.41 Wind Negt 5 LL+DL+WIND 1.6 365023 12 285.17 0.8 375.55 3559.85 6 LL+DL+WIND 0.5 114070 12 285.17 1.6 -751.10 67477 7 DL+WIND 0 0.00 0.9 213.88 1.6 -751.10 -537.22 10 Endwall Column Design Type C Heighl 10 Depth 3 Gauge 12 FY 50 Length 243 Transverse Wind Case Axial Moment 1 3.94 0.00 2 3.01 -4628 3 3.37 -46.28 4 -0.42 -7520 5 0.17 -7520 6 -1.63 -7520 7 -1.04 -7520 6 3.28 -19.83 9 3.57 -19.83 10 0.12 -32.23 11 0.70 3223 12 -1.10 -32.23 13 -0.51 -32.23 Amplification Factor= Cm/(1-P/0.85*PE) Longitudinai Wind Case Ncial Moment 1 3.94 0.00 2 3.29 42.61 3 0.14 69.23 4 -1.07 6923 5 3.56 -34.53 6 0.67 -56.10 7 -0.54 -56.10 429202 ITEM 5 FRONT Ncial Bending Amplifcation Combined Ratio Ratio Factor Ratio 0.102 0.000 1.000 0.102 0.078 0.233 1.000 0.312 0.086 0.233 1.000 0.319 0.005 0.379 1.000 0.384 0.004 0.379 1.000 0.383 0.019 0.379 1.000 0.398 0.012 0.379 1.000 0.391 0.085 0.100 1.000 0.185 0.093 0.100 1.000 0.193 0.003 0.162 1.000 0.165 0.018 0.162 1.000 0.181 0.013 0.162 1.000 0.175 0.006 0.162 1.000 0.169 Axial Bending Amplification Combined Ratio Ratio Factor Ratio 0.102 0.000 1.000 0.102 0.086 0.215 1.000 0.300 0.004 0.349 1.000 0.353 0.013 0.349 1.000 0.362 0.092 0.174 1.000 0.266 0.018 0.283 1.000 0.300 0.006 0.283 1.000 0.289 11 Endwall Column Design 429202 ITEM 6 FRONT Designation C1210 Type C Design Shength Height 12 Fvcial-Ten sion (kips) 14724 C2-1 Roof Wind Area 69.6 Depth 3 Fixial Compression (kips) 84 C4 Live Load 48.00 psf Gauge 10 Bending- Positive (k-in) 480 C3.1.1 Wind Load 19.37 psf - Fy 50 8ending -negative (k-in) 480 C3.1.1 Dead Load 5.00 psf Length 255 PE (kips) 322.39 C5.5 Column Spacing (ft) 10.7083 Main Wind Force Check Transverse Wind Maximum Momenis GCp-Gcpi Moment Moment (pos_int) -0.630 -88.50 K-IN Moment (neg_int) -0270 37.93 Longitudinal Wind Moment (windward) 0.580 81.47 (wl"2/8) Moment (leeward) -0.470 -66.02 Component Check . Effective Wind Area 227.5514 k2 GCp-Gcpi Moment Factored (1.6'mom ent) Moment (windward) 0.940 132.09 211.35 OK Moment (leeward) -1.040 -146.14 -233.82 OK Axial Load -transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total t LL+DL 1.6 5070.98 1.2 396.17 0 0.00 5467.15 Wind Posil 2 LL+DL+WIND(windward) 1.6 5070.98 12 396.17 0.8 -7278.73 4188.42 3 LL+DL+yyIND(Leeward) 1.6 5070.98 7.2 396.17 0.8 -872.92 459423 4 1_L+DL+WIND(windward) 0.5 1584.68 12 396.17 1.6 -2557.46 -576.61 5 1_L+DI+WIND(leeward) 0.5 1584.68 12 396.17 t.6 -1745.84 235.01 6 DI+WIND(windward) 0 0.00 0.9 297.13 1.6 -2557.46 -2260.34 7 DL+WIND(leeward) 0 0.00 0.9 297.13 1.6 -1745.84 -t448.71 Wind Negt . 8 LL+DL+WIND(windward) 1.6 5070.98 1.2 396.17 0.8 -910.46 4556.69 9 LL+DL+WIND(Leeward) 1.6 5070.98 12 396.17 0.8 -504.65 4962.50 10 LL+01_+WIND(windward) 0.5 1584.68 1.2 396.17 1.6 -1820.91 159.94 11 LL+DL+WIND(leeward) 0.5 1584.68 72 396.17 1.6 -1009.29 971.56 12 DL+W1ND(windward) 0 0.00 0.9 297.13 1.6 -7820.91 -1523.79 13 DL+WIND(leeward) 0 0.00 0.9 297.13 1.6 -100929 -712.17 Axial Load -longitu dinal wind Live Load Dead Load Wind Load Total 1 LL + DL 1.6 5070.98 1.2 396.17 0 0.00 5467.15 Wind Posii 2 LL+DL+yVIND 1.6 5070.98 72 396.17 0.8 -890.00 4577.15 3 LL+DL+WIND 0.5 1584.68 1.2 396.17 1.6 -1779.99 200.86 - 4 DL+WIND 0 0.00 0.9 297.13 1.6 -1779.99 -1482.87 Wind Neg[ 5 LL+DL+W1ND 1.6 5070.98 12 396.17 0.8 -521.72 4945.43 6 LL+DL+WIND 0.5 1584.68 1.2 396.17 1.6 -1043.44 937.41 7 DL+WIND 0 0.00 0.9 297.13 1.6 -1043.44 -746.32 12 Endwall Column Design Type C Height 12 Depth 3 Gauge 10 FY 50 Length 255 7ransverse Wind Case /ixial Moment 1 5.47 0.00 2 4.19 -70.80 3 4.59 -70.80 4 -0.58 -115.04 5 0.24 -115.04 6 -226 -115.04 7 -1 AS -115.04 8 4.56 30.34 9 4.96 -30.34 10 0.16 -49.30 11 0.97 -49.30 12 -1.52 -49.30 13 -0.71 -49.30 Amplification Factor- Gm/(1-P/0.85PE) Longitudinal Wind Case Axial Moment 1 5.47 0.00 2 4.58 65.18 3 0.20 105.91 4 -1.48 105.91 5 4.95 -52.82 6 0.94 -85.83 7 -0.75 -85.83 429202 ITEM 6 FRONT Axial Bending AmpliFlcation Combined Ratio Ratio Factor Ratio 0.065 0.000 1.000 0.065 0.050 0.147 1.000 0.197 0.055 0.147 1.000 0.202 0.004 0.240 1.000 0.244 0.003 0.240 1.000 0242 0.015 0.240 1.000 0255 0.010 0240 1.000 0250 0.054 0.063 1.000 0.118 0.059 0.063 1.000 0.122 0.002 0.103 1.000 0.105 0.012 0.103 1.000 0.114 0.010 0.103 1.000 0.113 0.005 0.103 1.000 0.108 Auial Bending Amplification Combined Ratio Ratio Factor Ratio 0.065 0.000 1.000 0.065 0.055 0.136 1.000 0.190 0.002 0.221 1.000 0223 0.010 0221 1.000 0.231 0.059 0.110 1.000 0.169 0.011 0.179 1.000 0.190 0.005 0.179 1.000 0.784 13 Endwall Column Design 429202 ITEM 7 FRONT Designatio n C1210 Type C Design Strength Height 12 Pxial-Te nsion (kips) 14724 C2-1 Roof Wind Area 73.4 Depth 3 Axial Compression (kips) 91 C4 Live Load 48.00 psf Gauge 10 Bending- Positive (k-in) 480 C3.1.1 Wind Load 19.37 psf Fy 50 Bending -negative (k-in) 480 C3.1.1 Dead Load 5.00 psf Length 197 PE (kips) 540.16 C5.5 Column Spacing (ft) 112917 Main Wind Force Check Transverse Wind Maximum Moments GCp-Gcpi Moment Moment(pos_int) -0.630 . -55.69 K-IN Moment (neg_int) -0270 -23.87 Longitudinal Wind Moment (windward) 0.580 5127 (wl"2/8) Moment (leeward) -0.470 -47.55 Component Check Effective Wind Area 185.3721 ft2 GCp-Gcpi Moment Factored (1.6"mom ent) Moment (windward) 0.956 84.52 13523 OK Moment (leeward) -1.056 -93.36 -149.38 OK Axial Load -transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL + DL 1.6 5347.84 12 417.80 0 0.00 5765.64 Wind Posif 2 LL+DL+WIND(windward) 1.6 5347.84 1.2 417.80 0.8 -1348.55 4417.09 3 LL+DL+yVIND(Leeward) 1.6 5347.84 12 417.80 0.8 -920.58 4845.06 4 LL+DL+WIND(windward) 0.5 1671.20 12 417.80 1.6 -2697.09 -608.09 5 IL+DL+WIND(leeward) 0.5 1677.20 12 477.80 1.6 -1841.16 247.84 6 DL+WIND(windward) 0 0.00 0.9 313.35 1.6 -2697.09 -238374 7 DL+WIND(leeward) 0 0.00 0.9 313.35 1.6 -1841.16 -1527.81 Wind Nege 8 LL+DL+WIND(windward) 1.6 5347.84 1.2 417.80 0.8 - -960.17 4805.48 9 LL+DL+yyIND(Leeward) 1.6 5347.84 12 417.80 0.8 -532.20 5233.44 10 LL+DL+WIND(windward) 0.5 1671.20 1.2 417.80 1.6 -1920.33 168.67 11 LL+DL+WIND(leeward) OS 167720 12 417.80 1.6 -1064.40 1024.60 12 DL+WIND(windward) 0 0.00 0.9 313.35 1.6 -1920.33 -1606.98 13 DL+WIND(leeward) 0 0.00 0.9 313.35 1.6 -1064.40 -751.05 Axial Load -longitudinal wind Live load Dead Load Wind Load Total 1 LL + DL 1.6 5347.84 12 417.80 0 0.00 5765.64 Wind Posil 2 LL+DL+yVIND 1.6 5347.84 1.2 417.80 0.8 -938.59 4827.05 - 3 LL+DL+WIND 0.5 1671.20 1.2 417.80 1.6 -1877.18 211.82 4 DL+WIND 0 0.00 0.9 313.35 1.6 -1877.18 -1563.83 Wind Negt 5 LL+DL+WIND 1.6 5347.84 12 417.80 0.8 -550.21 5215.43 6 LL+DL+WIND 0.5 167120 12 417.80 1.6 -1100.41 988.59 7 DI+WIND 0 0.00 0.9 313.35 1.6 -1100.41 -787.06 14 Endwall Column Design Type c% Height 12 Depth 3 Gauge 10 FY 50 Length 197 Trensverse Wind Case Axial Moment 1 577 0.00 2 4.42 -44.56 3 4.85 -44.56 4 -0.61 -72.40 5 0.25 -72.40 6 -2.38 -72.40 7 -1.53 -72.40 8 4.81 -19.10 9 523 -19.10 10 0.17 31.03 11 1.02 -31.03 12 -1.61 -31.03 13 -075 -31.03 Amplification Factor- Cm((1-P10.85'PE) Longitudinal Wind Case lixial Moment 1 5.77 0.00 2 4.83 41.02 3 021 66.66 4 -1.56 66.66 5 5.22 -33.24 6 0.99 -54.01 7 -0.79 -54.01 429202 ITEM 7 FRONT Ncial Bending Amplifcation Combined Ratio Ratio Factor Ratio 0.063 0.000 1.000 0.063 0.048 0.093 1.000 0.141 0.053 0.093 1.000 0.146 0.004 0.151 1.000 0.155 0.003 0.151 1.000 0.154 0.016 0.151 1.000 0.167 0.010 0.151 1.000 0.161 0.053 0.040 7.000 0.092 0.057 0.040 1.000 0.097 0.002 0.065 1.000 0.066 0.011 0.065 1.000 0.076 0.011 0.065 1.000 0.076 0.005 0.065 1.000 0.070 Axial Bending Amplifcation Combined Ratio Ratio Factor Ratio 0.063 0.000 1.000 0.063 0.053 0.085 1.000 0.138 0.002 0.139 1.000 0.141 0.011 0.139 1.000 0.149 0.057 0.069 1.000 0.126 0.011 0.113 1.000 0.123 0.005 0.173 1.000 0.118 15 Endwall Column Design 429202 ITEM 4 REAR Designatio n C1212 Type C Design Strength Height 12 Axial-Te nsion (kips) 88.88 C2-1 Roof Wind Area 67.17 Depth 3 Fvcial Compression (kips) 43 C4 Live Load 48.00 psf Gauge 72 Bending- Positive (k-in) 258 C3.1.1 Wind Load 19.37 psf Fy 50 Bending -negative (k-in) 258 C3.1.1 Dead Load 5.00 psf Length 223 PE (kips) 233.96 C5.5 Column Spacing (ft) 10.33 Main Wind Force Check Transverse Wind Maximum Moments GCp-Gcpi Moment Moment (pos_int) -0.630 -65.29 K-IN Moment (neg_int) -0270 -27.98 Longitudinal Wind Moment (windward) 0.580 60.11 (wl"2/8) Moment (leeward) -0.470 -48.71 Component Check Effective Wind Area 191.9658 ft2 GCp-Gcpi Moment Factored (1.6'mom ent) Moment (windward) 0.953 98.80 158.08 OK _ Moment (leeward) -1.053 -109.17 -174.66 OK Axial Load •transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL+DL 1.6 4893.93 12 382.34 0 0.00 5276.27 Wind Posil 2 LL+DL+WIND(windward) 1.6 4893.93 12 382.34 0.8 -1234.09 4042.18 3 LL+DL+WIND(Leeward) 1.6 4893.93 12 382.34 0.8 -842.44 4433.82 4 LL+DL+WIND(windward) 0.5 1529.35 1.2 382.34 1.6 -2468.17 -556.48 5 LI.+DL+WIND(leeward) 0.5 1529.35 1.2 382.34 1.6 -1684.89 226.80 6 DL+WIND(windward) 0 0.00 0.9 286.75 1.6 -2468.17 -2181.42 7 DL+WIND(leeward) 0 0.00 0.9 286.75 1.6 -1684.89 -1398.13 WindNegt 8 LL+DL+WIND(windward), 7.6 4893.93 1.2 382.34 0.8 -878.67 4397.60 9 LL+DL+WIND(Leeward) 1.6 4893.93 12 382.34 0.8 487.03 478924 10 LL+DL+WIND(windward) 0.5 1529.35 1.2 382.34 1.6 -1757.34 154.35 11 LI+DL+WIND(leeward) 0.5 1529.35 12 382.34 1.6 -974.05 937.64 12 DL+WIND(windward) 0 0.00 0.9 286.75 1.6 -1757.34 -1470.59 13 DL+WIND(leeward) 0 0.00 0.9 286.75 1.6 -974.05 -687.30 Axial Load •longitu dinal wind Live Load Dead Load Wind Load Total 1 LL + Dl 1.6 4893.93 1.2 382.34 0 0.00 5276.27 Wind Posil 2 LI+DL+WIND 1.6 4893.93 12 382.34 0.8 -858.92 4417.35 . 3 LL+DL+WIND 0.5 1529.35 1.2 382.34 1.6 -1717.85 193.84 4 DL+W1ND 0 0.00 0.9 286.75 1.6 -1717.85 -1431.09 Wind Negt 5 LL+DL+yyIND 1.6 4893.93 1.2 382.34 0.8 -503.51 4772.76 6 LL+DL+WIND 0.5 1529.35 12 382.34 1.6 -1007.01 904.68 .7 DL+WIND 0 0.00 0.9 286.75 1.6 -1007.01 -72026 16 Endwall Column Design Type C Heighl 12 Depth 3 Gauge 72 FY 50 Length 223 Transverse Wind Case Axial Moment 1 5.28 0.00 2 4.04 -52.23 3 4.43 -5223 4 -0.56 -84.87 5 023 -84.87 6 -2.18 -84.87 7 -1.40 -84.87 8 4.40 -22.38 9 4.79 -22.38 70 0.15 -36.37 11 0.94 -36.37 72 -1.47 36.37 13 -0.69 36.37 Amplification Factor- Cml(7-P/0.85'PE) Longitudinal Wind Case lixial Moment 1 528 0.00 2 4.42 48.08 3 0.19 78.14 4 -1.43 78.14 5 4.77 -38.97 6 0.90 -63.32 7 -0.72 -63.32 429202 ITEM 4 REAR Auial Bending Amplification Combined Ratio Ratio Factor Ratio 0,122 0.000 1.000 0.122 0.093 0.202 1.000 0.296 0.103 0.202 1.000 0.305 0.006 0.328 1.000 0.335 0.005 0.328 1.000 0.334 .p.025 0.328 1.000 0.353 0.016 0.328 1.000 0.344 0.702 0.087 1.000 0.188 0.111 0.087 1.000 0.197 0.004 0.141 1.000 0.144 0.022 0.141 1.000 0.162 0.077 0.141 1.000 0.157 0.008 0.141 1.000 0.148 /ixial Bending Amplification Combined Ratio Ratio Factor Ratio 0.122 0.000 1.000 0.122 0.102 0.186 1.000 0288 0.004 0.302 1.000 0.307 0.016 0.302 1.000 0.318 0.110 0.151 1.000 0.267 0.021 0.245 1.000 0.266 0.008 0245 1.000 0253 17 Endwall Column Design 429202 Item 5 REAR Designatio n W101250 Type W Design Strength Height 10 Auial-Ten sion (kips) 159.30 Roof Wind Area 65 Axial Compression (kips) 108 Live Load 48.00 psf WT/FT 12 Bending- Positive (k-in) 564 Wind Load 19.37 psf Fy 50 Bending -negative (k-in) 448 Dead Load 5.00 psf Length 263 Column Spacing (ft) 10 Main Wind Force Check Transverse Wind Maximum Moments GCp-Gcpi Moment Moment (pos_int) -0.630 -87.91 K-IN Moment (neg_int) -0270 37.67 Longitudinal Wind Moment (windward) 0.580 80.93 ~va~ (Wl Moment (leeward) -0.470 -65.58 Component Check ENective Wind Area 219.1667 ft2 GCp-Gcpi Moment Factored (1.6`mom ent) Moment (windward) 0.943 131.62 210.59 OK Moment (leeward) -1.043 -145.57 -232.91 OK Axtal Load -transverse wind Live Load Factored Dead Factored Wind Load Factored Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL+DL 1.6 4735.83 1.2 369.99 0 0.00 5105.81 Wind Posil 2 LL+DL+WIND(windward) 1.6 4735.83 1.2 369.99 0.8 -119422 3911.60 3 LL+DL+WIND(Leeward) 1.6 4735.83 12 369.99 0.8 -815.23 4290.59 4 LL+DL+WIND(windward) 0.5 1479.95 1.2 369.99 7.6 -2388.44 -538.50 5 LL+DL+WIND(leeward) 0.5 1479.95 1.2 369.99 1.6 -1630.46 219.48 6 DL+WIND(windward) 0 0.00 0.9 277.49 1.6 -2388.44 -2110.95 7 DL+WIND(leeward) 0 0.00 0.9 277.49 1.6 -1630.46 -1352.97 Wind Negt 8 LL+DL+WIND(windward) 1.6 4735.83 12 369.99 0.8 -85028 4255.53 9 LL+DL+WIND(Leeward) 1.6 4735.83 12 369.99 0.8 -47129 4634.52 10 LL+DL+WIND(windward) 0.5 1479.95 12 369.99 1.6 -1700.57 149.37 11 LL+DL+WIND(leeward) 0.5 1479.95 1.2 369.99 . 1.6 -942.59 907.35 12 DL+WIND(windward) 0 0.00 0.9 277.49 1.6 -1700.57 -1423.08 13 DL+WlND(leeward) 0 0.00 0.9 277.49 1.6 -942.59 -665.10 Axial Load -longitu dinal wind Live Load Dead Load Wind Load Total t LL+DL 1.6 4735.83 1.2 369.99 0 0.00 5105.81 Wind Posi1 2 LL+DL+WIND 1.6 4735.83 12 369.99 0.8 -831.18 4274.64 3 LL+DL+WIND 0.5 1479.95 12 369.99 1.6 -1662.35 187.58 4 DL+WIND D 0.00 0.9 277.49 1.6 -1662.35 -1384.86 Wind Negt 5 LL+DL+WIND 1.6 4735.83 1.2 369.99 0.8 -487.24 4618.57 6 LL+DL+WIND 0.5 1479.95 12 369.99 1.6 -974.48 875.45 7 DL+yyIND 0 0.00 0.9 277.49 1.6 -974.48 -696.99 18 Endwall Column Design Type W Height 10 WT/FT 12 FY 50 Length 263 Transverse Wind Case Axial Moment 1 5.11 0.00 2 3.91 -70.33 3 4.29 -70.33 4 -0.54 -114.28 5 0.22 -11428 6 -2.71 -11428 7 -1.35 -11428 g 426 -30.14 g 4.63 30.14 70 0.15 -48.98 11 0.91 -48.98 12 -1.42 48.98 13 -0.67 -48.98 Longitudinal Wind Case Auial Moment 1 5.11 0.00 2 427 64.75 3 0.19 10521 4 -1.38 10527 5 4.62 -52.47 g 0.88 -85.26 7 -0.70 -8526 429202 Item 5 REAR Ncial Bending Combined Ratio Ratio Ratio 0.047 0.000 0.024 0.036 0.157 0.175 0.040 0.157 0.177 0.003 0.255 0.257 0.002 0.255 0256 0.013 0.255 0.262 0.008 0.255 0.260 0.039 0.067 0.087 0.043 0.067 0.089 0.001 0.109 0.110 0.008 0.109 0.114 0.009 0.109 0.114 0.004 0.109 0.112 Axial Bending Combined Ratio Ratio Ratio 0.047 0.000 0.024 0.040 0.115 0.135 0.002 0.187 0.187 0.009 0.187 0.191 0.043 0.717 0.139 0.008 0.190 0.195 0.004 0.190 0.193 19 Endwall Rafter Design 429202 Type C Design Strength Height 8 Bending- Positive (k-in) 10328 (C3.1.1) Depth 3 Bending -negative (k-in) 103.28 (C3.1.1) Live Load 48.00 psf Gauge 14 Wind Load 19.37 psf Fy 50 ksi Dead Load 5.00 psf Length 134 0 (Length is max. span i n inches) Roof Span (ft) 6.5 Moment Calculation Treat Maxim um span as simple beam Moment=wl^218 Dead Load Dead Load Area Load Load/ft Moment 5.00 psf 72.58 362.92 0.0325 6.08 Live Load Live Load Area Load Load/ft Moment 48.00 psf 68.86 3305.21 0296 55.36 Wind Load Wind Load Area Load Load/ft Moment Max Pos. -0.87 19.37 psf 72.58 -1222.94 -0.110 -20.48 Max Neg -0.51 19.37 psf 72.58 -716.90 -0.064 -12.01 Moments Live Load Factored Dead Factored Wind Factored Load Load Case # Description Factor Live Load Factor Dead Load Factor Wind Load Total t LL + DL 1.6 88.58 1.2 7.29 0 0.00 95.87 Positive 2 LL+DL+WIND(windward) 1.6 88.58 1.2 7.29 0.8 -16.39 79.49 3 LL+DL+WIND(Leeward) 1.6 88.58 12 729 0.8 -16.39 79.49 4 LL+DL+WIND(windward) 0.5 27.68 12 729 1.6 -32.77 2.20 5 LL+DL+WIND(leeward) 0.5 27.68 12 7.29 1.6 -32.77 2.20 6 DL+WIND(windward) 0 0.00 0.9 - 5.47 1.6 32.77 -27.30 7 DL+WIND(leeward) 0 0.00 12 729 1.6 -32.77 -25.48 Negative 8 LL+DL+WIND(windward) 1.6 88.58 1.2 729 0.8 -9.61 8627 9 LL+DL+WIND(Leeward) 1.6 88.58 12 7.29 0.8 -9.61 86.27 10 LL+DL+WIND(windward) 0.5 27.68 12 729 1.6 -1921 15.76 11 LL+DL+WIND(leeward) 0.5 27.68 1.2 7.29 1.6 -1921 15.76 12 DL+WIND(windward) 0 0.00 0.9 5.47 1.6 -1921 -13.74 13 DL+WIND(leeward) 0 0.00 0.9 5.47 1.6 -19.21 -13.74 20 GIRT CHECK 429202 Based on actual requirements (Treat as uniformally loaded simple beam) Moment wl^2/8 Deflection 5wl^4/384EI Select species Species/Grade WWPA Spruce-Pine-Fir No. 2 Fb 775 PSi Size 2x6 Cf 1.3 Size Factor Cr 1.15 Repet itive use factor Fb' = Fb ` Cf' Cr' Cd Fb' 1158.625 psi (Normal) Cd = 1 1332 psi (Snow) Cd = 1.15 1854 psi (Wind) Cd = 1.6 E 1100000 psi I 20.80 IN4 S 7.56 IN3 Velocity Pressure 25.60 Kz 0.89 0 Kd 0.85 I 1 1 Wind factor per section 1605.32. W GCp-Gcpi -1.188 InputSpan 10.00 ft Override span 0.00 fl (Use for overriding input) 120 in Spacing 2 ft Wind W -46.00 #/ft 3.83 #/in Moment (wl^2/8) 0.125 -6900.28 f -912.73 < 1854 OK Deflection (5wl^4l384EI) (BASED ON 0.7'Component wind table 1604.3 note f) -0.32 L/240 0.5 L/120 1 21 Purlin CHECK 429202 Base on actual requirements (Treat as uniformally loaded simple beam) Moment wl^2/8 Deflection 5wl^4/384EI Select species Species/Grade WWPA Spruce-Pine-Fir No. 2 Size 2x10 Fb 775 psi (Normal) Cf 1.1 Size Factor Cr 1.15 Repetitive use factor Fb'=Fb*Cf'Cr*Cd Fb' 980.375 psi (NOrmal) Cd = 1 1127 psi (Snow) Cd = 1.15 1569 psi (Wind) Cd = 1.6 E 1100000 psi I 89.00 IN4 S 21.39 IN3 Velacity Pressure 25.60 Ce 0.89 0 Kd 0.85 I 1 w 1(Wind factor to adjust wind per 1605.32 ) GCp-Gcpi -1.028 Input Span 10 ft Override Span 0 ft 120 in Spacing 2 ft Pitch 4/12 Angle = 0.321751 rad 18.43514 degrees Cos(angle) 0.948683 Wind w -39.81 #/ft -3.32 #/in Dead Load 5 psf w 10 #/ft 0.83 #/in Live Load 48 w 91.07 #/ft 7.59 #/in Check Two conditions 1 DL+LL 2 DL+W CASE Moment f=Mom/S Allowable Deflection L/180 L/240 1 15161.04 708.79 1127 OK 0.23 0.666667 0.5 2 -4470.93 209.02 1569 OK -0.07 0.666667 0.5 22 I. Frame Result Summary File Filename = T929202 Directory = k:\str riata\TROSS\T42\1'929202.rex Analysis Performed 04/19/07 10:17:57 Title Data CHRIS HILDENBRAND 42-16 429202 Load ID 1 Load Tag DL Load ID 2 Load Tag SL Load ID 3 Load Tag WIP Load ID 9 Load Tag WIM Load ID 5 Load Tag C3 Load ID 6 Load Tag C3I1L Load ID 7 Load Tag C9I1L Load ID 8 Load Tag C3I2L Load ID 9 Load Tag C9I2L Load ID 10 Load Tag WIND1 Load ID 11 Load Tag WIND2 Section Type L01 Design Strength Axial Tension Axial Comp Moment 64.53 kip 54.56 kip 17.10 kip-in Load Case No. 8 Member No. 58 Joint No. 67 Axial Force 32. 77 kip (tension) Shear Force -0. 10 kip Moment 2. 90 kip-in Ratio 0. 63 Section Type LIl Design Strength Axial Tension 89.92 kip Axial Comp 71.17 kip Moment 22.23 kip-in Section Type RT1 Design Strength Axial Tension 69.53 kip Axial Comp 54.56 kip Moment 17.10 kip-in Section Type R31 Load Case No. 8 Member No. 68 Joint No. 78 Axial Force 50. 50 kip (comp) Shear Force -0. 10 kip Moment -2. 07 kip-in Ratio 0. 79 Load Case No. 5 Member No. 109 Joint No. 109 Axial Force 34 .05 kip (comp) Shear Force -0 .02 kip Moment 1 .55 kip-in Ratio 0 .70 Load Case No. 8 23 Member No. 199 Design Strength Joint No. 147 Axial Tension 84.42 kip Axial Force 92 .30 kip (comp) Axial Comp 71.17 kip Shear Force 0 .10 kip Moment 22.23 kip-in Moment 2 .51 kip-in Ratio 0 .69 Section Type LC1 Load Case No. 5 Member No. 31 Design Strength Joint No. 18 Axial Tension 264.96 kip Axial Force 91. 59 kip (comp) Axial Comp 230.81 kip Shear Force 1. 58 kip Moment 86.76 kip-in Moment . 38. 16 kip-in Ratio 0. 53 Section Type PC1 Load Case No. 8 Member No. 240 Design Strength Joint No. 110 Axial Tension 269.46 kip Axial Force 17 .58 kip (tension) Axial Comp 239.96 kip Shear Force -0 .02 kip Moment 86.76 kip-in Moment 0 .94 kip-in Ratio 0 .04 Section Type LX1 Load Case No. 5 Member No. 211 Design Strength Joint No. 79 Axial Tension 67.99 kip Axial Force 15 .35 kip (comp) Axia1 Comp 53.93 kip Shear Force 0 .08 kip Moment 12.52 kip-in Moment 0 .89 kip-in Ratio 0 .35 Section Type BP1 Load Case No. 5 Member No. 303 Design Strength Joint No. 2 Axial Tension 170.10 kip Axia1 Force 5 .29 kip (comp) Axial Comp 159.73 kip Shear Force -10 .36 kip Moment 64.80 kip-in Moment -51 .62 kip-in Ratio 0 .81 Section Type OH1 Load Case No. 5 Member No. 9 Design Strength Joint No. 18 24 Axial Tension 23.80 kip Axia1 Force 0 .50 kip (tansion) Axial Comp 18.92 kip Shear Force -1 .50 kip Moment 90.00 kip-in Moment 37 .39 kip-in Ratio 0 .43 Section Type LD1 Load Case No. 6 Member No. 74 Design Strength Joint No. 73 Axial Tension 19. 89 kip Axial Force 5. 82 kip (tension) Axial Comp 11. 03 kip Shear Force 0. 01 kip Moment 3. 16 kip-in Moment -0. 07 kip-in Ratio 0. 31 Section Type LD2 Load Case No-. 10 Member No. 27 Design Strength Joint No. 25 Axial Tension 19. 89 kip Axial Force 1. 60 kip (comp) Axial Comp 7. 51 kip Shear Force 0 .00 kip Moment 3. 16 kip-in Moment -0 .03 kip-in Ratio 0 .22 Section Type LD3 Load Case No. 6 . Member No. 64 Design Strength Joint No. 61 Axia1 Tension 19. 89 kip Axia1 Force 6. 48 kip (comp) Axial Comp 10. 30 kip Shear Force -0. 02 kip Moment 3. 16 kip-in Moment -0. 17 kip-in Ratio 0. 68 Section Type LD4 Load Case No. 5 Member No. 38 Design Strength Joint No. 19 Axial Tension 19. 89 kip Axia1 Force 3 .89 kip (comp) Axial Comp 7. 51 kip Shear Force 0 .01 kip Moment 3. 16 kip-in Moment 0 .08 kip-in Ratio 0 .59 Section Type LDS Load Case No. 11 Member No. 24 Design Strength Joint No. 22 Axial Tension 19.89 kip Axial Force 5.62 kip (comp) Axial Comp 8.18 kip Shear Force -0.01 kip 25 Moment 3. 16 kip-in Moment 0 .08 kip-in Ratio 0 .71 Section Type RD1 Load Case No. 10 Member No. 202 Design Strength Joint No. 130 Axial Tension 19. 89 kip Axia1 Force 4 .13 kip (comp) Axial Comp 5. 52 kip Shear Force 0 .00 kip Moment 3. 16 kip-in Moment 0 .09 kip-in Ratio 0 .76 Section Type RD2 - Load Case No. 5 Member No. 262 Design Strength Joint No. 142 Axial Tension 19 .89 kip Axia1 Force 5.21 kip (comp) Axial Comp 7 .51 kip Shear Force -0.01 kip Moment 3 .16 kip-in Moment 0.12 kip-in Ratio 0.73 Section Type RD3 Load Case No. 10 Member No. 201 Design Strength Joint No. 129 Axial Tension 39 .78 kip Axial Force 9.76 kip (comp) Axial Comp 11 .05 kip Shear Force 0.00 kip Moment 6. 33 kip-in Moment 0.09 kip-in Ratio 0.94 Section Type RD4 Load Case No. 5 Member No. 250 Design Strength Joint No. 101 Axial Tension 39. 78 kip Axial Force 13.17 kip (comp) Axial Comp 15. 01 kip Shear Force -0.03 kip Moment 6. 33 kip-in Moment -0.39 kip-in Ratio 0.93 26 ' Output File Filename = T429202 Uirectory = k:\str_data\TROSS\T42\T429202.sum Analysis Performed 09/19/07 10:17:57 Title Data CHRIS HILDENBRAND 92-16 429202 Load ID 1 Load Tag DL Load ID 2 Load Tag SL Load ID 3 Load Tag WIP Load ID 4 Load Tag WIM Load ID 5 Load Tag C3 Load ID 6 Load Tag C3I1L Load ID 7 Load Tag C4I1L Load ID 8 Load Tag C3I2L Load ID 9 Load Tag C9I2L . Load ID 10 Load Tag WINDl Load ID 11 Load Tag WIND2 Note: Strength Ratio= Force/Design Strength Units Kips, Kip-in t=ten sion, c=comp Mem. Section IJoint Load Axi al t/c Shear Momen t I Str . No. I No. No. I Rat io 1 L01 1 11 5 10. 20 (c) 0. 1 -1. 58 I 0. 19 2 L01 ( ll 5 2. 24 (t) 0. 0 1. 54 I O. ll 3 LOl I 13 5 9. 77 (t) 0. 0 -1. 18 I 0. 14 4 LO1 I 14 5 15. 80 (t) 0. 0 -1. 19 I 0. 31 5 L01 ~ 15 5 20. 82 (t) 0. 0 -1. 35 I 0. 39 6 L01 I 15 5 25. 07 (t) 0. 0 1. 34 I 0. 46 7 LO1 I 17 5 28. 66 (t) 0. 1 -2. 20 I 0. 56 8 LO1 I 17 5 31. 62 (t) 0. 1 2. 37 I 0. 61 9 OH1 I 18 5 0. 50 (t) -1. 5- -37. 39 I 0. 93 12 LI1 I 23 5 18. 31 (c) 0. 1 -1. 53 I 0. 32 13 LI1 I 23 5 26. 66 (c) 0. 0 1. 34 ~ 0. 43 14 LI1 I 25 5 33. 23 (c) 0. 0 -1. 59 I 0. 53 15 LIl I 26 5 38. 63 (c) 0. 0 -1. 65 I 0. 61 16 LI1 I 27 5 43. 12 (c) 0. 0 -1. 64 I 0. 67 17 LI1 ~ 28 5 46. 93 (c) 0. 0 -2. 04 1 0. 79 18 LI1 I 28 5 50. 21 (c) 0. 1 1. 99 I 0. 79 24 LDS ~ 22 11 5. 62 (c) 0. 0 0. 08 I 0. 71 25 LD1 I 23 5 5. 52 (t) 0. 0 0. 07 I 0. 30 26 LDl I 24 5 9. 59 (t) 0. 0 0. 05 I 0. 24 27 LD2 I 25 10 1. 60 (c) 0. 0 -0. 03 I 0. 22 28 LD2 I 26 5 3. 57 (t) 0. 0 0. 05 I 0. 11 29 LD2 I 27 5 3. 20 (t) 0. 0 0. 06 I 0. 10 30 LD2 I 28 8 3. 21 (t) 0. 0 0. 03 I 0. 09 31 LCl I 18 5 41. 59 (c) 1. 6 38. 16 I 0. 53 35 LD3 I 11 5 6. 16 (c) 0 .0 0. 16 I 0. 69 36 LD3 I 12 5 5 .15 (c) 0 .0 0 .08 I 0 .52 37 LD3 I 13 5 9 .43 (c) 0 .0 0 .09 I 0 .46 38 LD4 I 14 5 3 .89 (c) 0 .0 0 .08 1 0 .59 39 LD4 I 15 5 3 .49 (c) 0 .0 0 .07 1 0 .48 90 LD9 I 16 8 3 .29 (c) 0 .0 0 .07 I 0 .46 41 LD4 I 29 B 3 .35 (c) 0 .0 -0 .16 I 0 .49 27 51 L01 I 61 8 9 .72 (c) -0. 1 1. 67 I 0 .19 52 L01 I 61 6 9 .39 (t) 0. 0 -1. 65 I 0 .13 53 L01 I 63 6 12 .19 (t) 0. 0 1. 27 I 0 .17 54 L01 I 64 6 18 .09 (t) 0. 0 1. 25 1 0 .39 55 L01 I 65 6 22 .67 (t) 0. 0 1. 38 I 0 .42 56 L01 I 65 8 26 .65 (t) 0. 0 -1. 91 I 0 .99 57 LOl I 67 8 30 .04 (t) 0. 0 2. 21 I 0 .58 58 L01 I 67 8 32 .77 (t) -0. 1 -2. 90 I 0 .63 59 OH1 I 68 5 0 .50 (t) 1. 5 37. 38 I 0 .43 62 LI1 I 73 8 18 .39 (c) -0. 1 1. 65 I 0 .32 63 LI1 I 73 8 27 .17 (c) 0. 0 -1. 45 I 0 .94 64 LI1 I 75 8 33 .96 (c) 0. 0 1. 64 I 0 .54 65 LI1 I 76 8 39 .90 (c) 0. 0 1. 73 I 0 .62 66 LI1 I 77 8 93 .81 (c) 0. 0 1. 71 1 0 .68 67 LIl I 78 8 47 .46 (c) 0. 0 2. 11 I 0 .75 68 LZl 1 78 8 50 .50 (c) -0. 1 -2. 07 I 0 .79 73 LD5 I 72 6 9 .83 (t) 0. 0 0. 18 I 0 .59 74 LD1 I 73 6 5 .82 (t) 0. 0 -0. 07 I 0 .31 75 LD1 I 79 8 4 .79 (t) 0. 0 -0. 06 I 0 .26 76 LD2 I 75 8 4 .07 (t) 0. 0 -0. 06 I 0 .22 77 LD2 I 76 S 3. 51 (t) 0. 0 -0. 06 I 0 .11 78 LD2 I 77 5 3. 20 (t) 0. 0 -0. 06 I 0 .10 79 LD2 I 78 10 1. 30 (c) 0. 0 0. 02 I 0 .09 80 LC1 I 68 5 90. 92 (c) -1. 6 -38. 13 I 0. 53 89 LD3 I 61 6 6. 98 (c) 0. 0 -0. 17 I 0 .68 85 LD3 I 62 B 5. 31 (c) 0. 0 -0. 08 1 0 .54 86 LD3 ~ 63 8 9. 47 (c) 0. 0 -0. 09 I 0. 46 87 LD9 I 64 5 3. 89 (c) 0. 0 -0. 08 I 0. 54 88 LD9 I 65 5 3. 49 (c) 0. 0 -0. 07 I 0 .98 89 LD9 I 66 5 3. 06 (c) 0. 0 -0. 07 I 0. 93 90 LD4 I 79 5 2. 96 (c) 0. 0 0. 20 I 0. 95 100 RT1 I 100 5 36. 60 (t) 0. 1 -2. 31 I 0. 69 101 RT1 I 100 5 21. 56 (t) 0. 2 3. 83 I 0. 53 102 RT1 I 101 5 8. 46 (t) 0. 1 1. 36 1 0. 15 103 RTI I 103 8 4. 89 (c) 0. 0 0. 40 1 0. 07 104 RTl I 109 5 12. 61 (c) 0. 0 0. 99 I 0. 26 105 RTI I 105 5 20. 55 (c) 0. 0 0. 91 I 0. 92 106 RT1 I 106 5 26. 63 (c) 0. 0 1. 22 I 0. 55 107 RTl I 107 5 30. 86 (c) 0. 0 1. 31 I 0. 63 108 RTl I 108 5 33. 39 (c) 0. 0 1. 21 I 0. 67 109 RTI I 109 5 34. 05 (c) 0. 0 1. 55 I 0. 70 110 RT1 I 109 5 33. 00 (c) -0. 1 -1. 58 I 0. 69 111 RTI I 111 5 33. 00 (c) -0. 1 1. 59 I 0. 69 112 RT1 I 111 5 34. 04 (c) 0. 0 -1. 59 I 0. 70 113 RTI I 112 5 33. 38 (c) 0. 0 -1. 21 I 0. 67 114 RTI I 113 5 30. 83 (c) 0. 0 -1. 30 I 0. 63 115 RTI I 119 5 26. 60 (c) 0. 0 -1. 21 I 0. 55 116 RT1 I 115 5 20. 52 (c) 0. 0 -0. 90 1 0. 92 117 RT1 1 116 5 12. 57 (c) 0. 0 -0. 99 I 0. 28 118 RT1 1 117 10 6. 31 (t) 0. 0 0. 32 I 0. 07 119 RT1 1 119 8 10. 77 (t) 0. 1 -1. 62 I 0. 18 120 RT1 1 120 8 23. 19 (t) 0. 1 -3. 79 I 0. 56 121 RTI I 120 8 37. 16 (t) 0. 1 2. 15 I 0. 69 130 RBl I 129 5 91. 54 (c) 0. 1 -2. 60 I 0. 69 131 RB1 I 129 5 26. 69 (c) 0. 2 3. 06 I 0. 50 132 RB1 I 131 5 13. 62 (c) 0. 0 0. 31 I 0. 11 133 RBl I 132 5 2. 25 (c) 0. 0 0. 81 I 0. 05 28 139 RB1 I 133 8 8. 25 (t) 0. 0 1. 23 I 0. 10 135 Ral I 134 5 15. 29 (t) 0. 0 1. 00 I 0. 14 136 RRl I 135 5 21. 15 (t) 0. 0 1. 69 I 0. 32 137 RBl I 136 5 25. 38 (t) 0. 0 1. 58 I 0. 36 138 RB1 I 137 5 27. 78 (t) 0. 0 1. 93 I 0. 41 139 R31 I 137 5 28. 45 (t) -0. 1 -1. 94 1 0. 91 140 R31 I 139 5 28. 45 (t) -0. 1 1. 94 I 0. 41 141 RB1 I 139 5 27. 76 (t) 0. 0 -1. 93 I 0. 91 142 RB1 I 190 5 25. 36 (t) 0. 0 -1. 58 I 0. 36 143 RB1 I 191 5 21. 12 (t) 0. 0 -1. 64 I 0. 32 144 RB1 I 192 5 15. 25 (t) 0. 0 -1. 00 1 0. 14 145 RB1 I 143 5 7. 28 (t) 0. 0 -1. 29 I 0. 10 146 RB1 I 149 8 4. 60 (c) 0. 0 -0. 66 I 0. 06 147 RB1 I 146 8 15. 54 (c) 0. 0 -0. 21 I 0. 23 148 RBl I 147 8 28. 06 (c) 0. 1 -2. 99 I 0. 51 199 RB1 1. 147 8 92. 30 (c) 0. 1 2. 51 I 0. 69 200 LX1 I 100 5 15. 03 (c) 0. 1 -0. 87 I 0. 39 201 RD3 I 129 10 9. 76 (c) 0. 0 0. 04 I 0. 49 202 RD1 I 130 10 9. 13 (c) 0. 0 0. 04 I 0. 76 203 RDl 1 102 10 3. 55 (c) 0. 0 0. 03 I 0. 65 204 RD1 1 103 5 10. 28 (t) 0. 0 -0. 08 I 0. 54 205 RDl 1 104 5 6. 98 (t) 0. 0 -0. 06 1 0. 94 206 RDl I 105 5 6. 32 (t) 0. 0 -0. 07 I 0. 34 207 RD1 I 106 5 4. 52 (t) 0. 0 -0. 07 ~ 0. 25 208 RD1 I 107 5 2. 62 (t) 0. 0 -0. 05 ~ 0. 08 209 RD1 I 108 11 0. 91 (c) 0. 0 0. 01 1 0. 04 210 RD3 I 138 8 1. 22 (c) 0. 0 0. 09 I 0. 07 211 LX1 I 79 5 15. 35 (c) 0. 1 0. 89 I 0. 35 212 RD3 I 197 5 15. 90 (t) 0. 0 0. 12 I 0. 92 213 RD1 I 196 5 19. 02 (t) 0. 0 0. 11 I 0. ~9 214 RD1 I 118 5 12. 22 (t) 0. 0 0. 08 I 0. 69 215 RDl I 117 5 10. 29 (t) . 0. 0 0. 08 I 0. 54 216 RD1 I 116 5 8. 49 (t) 0. 0 0. 06 I 0. 94 217 RD1 I 115 5 6. 32 (t) 0. 0 0. 07 I 0. 39 218 RD1 I 114 5 4. 53 (t) 0. 0 0. 07 I 0. 25 219 RD1 1 113 6 2. 89 (t) 0. 0 0. 09 I 0. 09 220 RD1 I 112 6 1. 20 (t) 0. 0 0. 03 I 0. 04 221 RD3 I 138 5 1. 17 (c) 0. 0 -0. 10 I 0. 07 240 2C1 1 110 8 17. 58 (t) 0. 0 -0. 94 I 0. 04 250 RD9 I 101 5 13. 17 (c) 0. 0 -0. 39 I 0. 93 251 RD9 ~ 130 5 11. 66 (c) 0. 0 -0 .44 I 0. 84 252 RD9 I 131 5 10. 10 (c) 0. 0 -0 .36 I 0. 72 253 RD9 1 132 5 8. 53 (c) 0. 0 -0 .32 I 0. 61 254 RD4 I 133 5 7. 04 (c) 0 .0 -0 .27 I 0. 51 255 RD2 I 139 5 5. 20 (c) 0. 0 -0 .12 I 0. 73 256 RD2 I 135 5 3. 89 (c) 0 .0 -0 .10 I 0. 54 257 RD2 ~ 136 5 2. 05 (c) 0 .0 -0 .06 1 0 .29 258 RD2 I 137 6 0 .73 (c) 0 .0 -0 .02 I 0 .05 259 RD2 I 139 6 1 .13 (c) 0 .0 0 .02 I 0 .08 260 RD2 I 140 6 2 .29 (c) 0 .0 0 .07 I 0 .32 261 RD2 I 141 5 3 .85 (c) 0 .0 0 .10 I 0 .59 262 RD2 I 142 5 5 .21 (c) 0 .0 0 .12 I 0 .73 263 RD4 I 143 5 7 .04 (c) 0 .0 0 .27 I 0 .51 269 RD9 I 199 5 8 .54 (c) 0 .0 0 .32 I 0 .61 265 RD9 I 145 5 10 .11 (c) 0 .0 0 .36 1 0 .72 266 RD9 1 146 5 11 .67 (c) 0 .0 0 .94 1 0 .84 267 RD9 I 119 5 12 .90 (c) 0 .0 0 .40 I 0 .92 29 300 BP1 I 1 5 0 .08 (t) 10. 3 -51. 61 I 0. 80 I 301 B21 I 1 5 5. 29 (c) 10. 4 51. 61 I 0. 81 I 302 BP1 1 2 5 0. 08 (t) -10. 3 51. 62 I 0. 80 1 303 BP1 I 2 5 5. 29 (c) -10. 9 -51. 62 I 0. 81 I 30 ~ WinSTRODL BY CAST/REV V3 1 SER faa TIME 09/19/07 10:50 50 ~ ~ S, I C E N S E E: Mi.Yacle Steel Corporatio I I TITLE: CHRIS HILDENBRAND 92-16 929202 PAGE 1 ~ * RESULTS*OF*AN2LYSIS+* ...++s+.++++++..x+.:..x TYPE OF THE PROBLEM : PLANE FRAME RESTART STATUS : NONE GIVEN ACTIVE ONITS : KIPS INCHES DE6REES LOAD INDEX : 1 LOAD TAG : DL JOINT REACTIONS AT SOPPORTS JOINT LD GLOBAL REACTIONS N0. X FORCE Y FORCE Z MOMENT 1 0.33 2.05 0.00 2 -0.33 2.05 0.00 TOTAL -0.00 4.10 LOAD INDEX : 2 LOAD TAG : SL JOINT REACTIONS AT SOPPOATS JOINT LD GLOBAL REACTIONS - NO. X FORCE Y FORCE Z MOMENT 1 3.12 11.39 0.00 2 -3.12 11.39 0.00 TOTAL -0.00 22.76 LOAD INDEX : 3 LOAD TAG : WIP SOINT REACTIONS AT SUPPORTS JOINT LD GLOSAL REACTIONS - NO. X FORCE Y FORCE Z MOMENT 1 -2.13 -9.39 0.00 2 -0.73 -2.91 0.00 31 I WinSTRUDL BY CAST/REV. V3.1 SER faa TIME : 09/19/07 10 50 50 ~ ~ L I C E N S E E: MiYaCle Stee1 Corporatio ~ ~ TITLE: CHRIS HILDENBRAND 92-16 929202 PAGE 2 I JOINT REACTIONS AT SOPPORTS JOINT LD GLOBAL ftEACTIONS - NO. X FORCE Y FORCE Z MOMENT TOTAL -2.86 -7.25 LOAD INDEX : 9 LOAD TAG : WIM JOINT REACTIONS AT SOPPOATS JOINT LD GLOBAL REACTIONS / NO. X FOACE Y FORCE Z MOMENT . 1 -2.38 -2.68 0.00 2 -0.98 -1.25 0.00 TOTAL -2.66 -3.99 LOAD INDEX : 5 LOAD TAG : C3 JOINT REACTIONS AT SOPPORTS JOINT LD GLOBAL REACTIONS - N0. X FORCE Y FORCE Z MOMENT 1 5.38 20.68 0.00 2 -5.38 20.68 0.00 TOTAL -0.00 91.36 LOAD INDEX : 6 LOAD TAG : C3I1L JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL AEACTIONS - N0. X FORCE Y FORCE Z MOMENT 1 3.68 17.18 0.00 2 -5.96 18.38 0.00 32 j I WinSTRUDL BY CAST/REV. V3.1 SER : faa TIME : 09/19/07 10:50:50 ~ 1 L I C E N S E E: MiraCle Steel CorpoYatio I I T_TTLE: CHRIS SILDENBRAND 92-16 429202 YAGE 3 ~ JOINT REACTIONS AT SUPPOATS JOINT LD GLOBAL REACTIONS N0. X£ORCE Y FORCE Z MOMENT TOTAL -2.29 35.56 LOAD INDEX : 7 LOAD TAG : C9I1L JOINT REACTIONS AT SUPPOATS JOINT LD GLOBAL REACTIONS - Np, X FORCE Y FORCE Z MOMENT 1 -1.95 1.19 0.00 2 -3.12 3.51 0.00 TOTAL -9.57 9.71 LOAD INDEX : 8 LOAD TA6 : C312L JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS - I NO. X FORCE Y FORCE Z MOMENT 1 3.98 18.50 0.00 2 -5.76 19.71 0.00 TOTAL -2.29 38.21 LOF.D INDEX : 9 LOAD TAG : C912L JOINT REACTIONS AT SUPPORTS JOINT LO GLOBAL REACTIONS Np, X FORCE Y FORCE Z MOMENT 1 -1.65 3.89 0.00 2 -2J2 6.17 0.00 33 I 47in5TRODL BY CAST/REV. V3 1 SER faa TIME 09/19/07 10 50 50 I ~ L I C E N S E E: Miracle Steel Corporatio I I TITLE: CHRIS HILDENBRAND 92-16 929202 PAGE 4 I JOINT REACTIONS AT SOPPORTS SOINT LD GLOSAL AEACTIONS N0. X FORCE Y FORCE Z MOMENT TOTAL -9.57 10.01 LOAD INDEX : 10 LOAD TAG : WIND1 JOINT REACTIONS AT SUPPOATS JOINT LD GLOBAL REACTIONS NO. X FORCE Y FORCE Z MOMENT 1 -3.11 -5.10 0.00 2 -1.96 -2.81 0.00 TOTAL -9.57 -7.91 LOAD INDEX : 11 LOAD TAG : WIND2 JOINT REACTIONS AT SUPPORTS . JOINT LD / GLOBAL REACTIONS NO. X FORCE Y FORCE Z MOMENT 1 -3.51 -2.95 0.00 2 -1.07 -0.16 0.00 TOTAL -9.57 -2.61 34 h ~O lf-) V C'') N n ~ LO ~ N 0~ W ~ ~ ~ Z H Z . O ~ ~ ~ N V Q Z a ~ Aa z w ca J H (lJ ~CD S (L1 U d IT M N / ~ - ~0 Ln V (T7 (U r, 0~ W P7 ~ ~ Z ry W W ~ W 2: ~ ~ o N V Ai G1 ' o Z Q ~ pa o Z W Q J ° 0 In (1J ~ ~ 0 C/) O o N (L ~ C~ 0~ ~ . i ~ ti- S (U U V 36 O _ ~ . Cl~. n .0~+ n i::im .--1ED`7 --za? H X H Q H ~ Q ~ H ~ Ll F- ~ Q F- ~ Fa Ca H ~ Ca H ~ Ca . ~ ~ Ca W ~ r ~ z 0 H ~ U W ~ Ca ~,D ti I vtf) 0I TV \ -V' N U V 37 ~ S $ WinSTRUDL RunFile: T429202 $ RefFile: T929066 $ TITLE CHRIS HILDENBRAND 92-16 929202 $ $ $ $ $ $ TYPE PLAN FRAME units kips inch degree $ $ Eave 16' $ Width 92' $ Leg width 20" $ Dead load 5 psf $ Live load 48 psf ' $ Wind load 100 mph ' $ bay spacing 10 $SSSS$SS4SS$$$SSSS$SSSS$$$SSSSS ` $ Geometry Definition Block $ $SSSS$SSSS$$$$SSSSSSSSSS$$S$$$S S JOINT COOHDINATES $ Joint#XCOO. YCOO. (ZCOO.) $ $ LEFT LEG TRU55 $ 1 5.0 0.0 SOPPORT 2 999.0 0.0 SOPPORT 10 0.0 0.0 11 0.0 19.0 12 0.0 93.0 13 0.0 67.0 19 0.0 91.0 15 0.0 115.0 16 0.0 139.0 17 0.0 163.0 7.8 0.0 186.5 19 -29.0 178.5 S 22 10.0 0.0 -23 11.80 31. - 24 13.2000 55. 25 19.6000 79. . 26 16.0000 103. 27 17.90 127. 28 18.8000 151. 29 20.0000 172.0 S 60 999.0 0.0 . 61 499.0 19.0 62 999.0 93.0 63 999.0 67.0 69 999.0 91.0 65 999.0 115.0 66 999.0 139.0 67 999.0 163.0 68 499.0 186.5 69 523.0 178.5 72 989.0 0.0 73 487.2000 31. 79 965.8000 55. 75 469.4000 79. 76 963.0000 103. 77 981.6000 127. 78 480.2000 151. 79 979.0000 172.0 5 $ ROOF TROSS 100 20.875 193.9375 101 43.625 201.0625 102 66.9375 208.6250 103 89.1875 216.2500 38 109 111.9375 223.8125 105 134.875 231.3750 106 157.5000 239.0000 107 180.2500 296.5625 108 203.0000 254.1875 109 225.8125 251.7500 110 299.5000 269.6875 111 273.1875 261.7500 112 296.0000 254.1875 113 318.7500 246.5625 114 341.5000 239.0000 115 369.1250 231.3750 116 387.0625 223.8125 lll 909.8125 216.2500 116 432.5625 208.6250 119 955.3750 201.0625 120 979.1250 193.4375 S 129 92.7500 179.6875 130 65.5625 187.250 131 88.3125 194.8750 . 732 111.0625 202.9375 133 133.8125 210.0625 139 156.6250 217.6250 135 179.3750 225.1875 . 136 202.1250 232.8125 137 229.9375 290.3750 138 299.5000 298.5625 139 279.0625 290.3750 190 296.8750 232.8125 191 319.6250 225.1875 192 392.3759 217.6250 193 365.1875 210.0625 199 387.9375 202.9375 195 910.6875 199.8750 196 933.9375 187.2500 197 956.2500 179.6875 $ MEMBER INCIDENCE $ Member# Ijoint Jjoint $ Leg outside chord left 1-11 1 10 11 2 11 12 3 12 13 9 13 19 519 15 6 15 16 7 1617 8 17 18 9 18 19 S $ Leg inside choxd left 12-21 12 22 23 13 23 29 19 29 25 15 25 26 16 26 27 17 27 28 18 28 29 S $ Diagonals 23-99 24 11 22 25 12 23 26 13 24 27 19 25 28 15 26 29 16 27 30 17 28 31 18 29 35 11 23 36 12 24 37 13 25 38 19 26 39 15 27 90 16 28 91 17 29 $ 39 $Leg outside chord left 51-61 51 60 61 52 61 62 53 62 63 59 63 69 55 69 65 56 65 66 57 66 67 58 67 68 59 68 69 $ Leg in side chord left 62-71 62 72 73 63 73 74 64 74 75 65 75 76 66 76 77 67 77 78 68 78 79 Diagonals 72-93 73 61 72 74 62 73 75 63 79 76 69 75 77 65 76 78 66 77 79 67 78 60 68 79 89 61 73 85 62 79 86 63 75 87 69 76 88 65 77 89 66 78 90 67 79 $ Top chord soof tsuss 100-129 100 18 100 101 100 101 102 101 102 103 102 103 109 103 109 105 109 105 106 105 106 107 106 107 108 107 108 109 108 109 110 109 110 111 110 111 112 111 112 113 112 113 114 113 119 115 119 115 116 115 116 117 116 117 118 117 118 119 118 119 120 119 120 121 120 68 S $ Bottom chord roof truss 130-192 130 29 129 131 129 130 132 130 131 133 131 132 139 132 133 135 133 134 136 139 135 137 135 136 138 136 137 139 137 138 190 138 139 191 139 190 192 190 191 193 191 192 194 192 193 40 145 193 149 196 194 195 197 195 190' 7.98 196 197 199 197 79 $ $ Aoof diagonals 200 29 100 201 100 129202 101 130 203 102 131 204 103 132 205 104 133 206 105 134 207 106 135 208 107 136 209 108 137 210 109 138 211 79 120 212 120 197 213 119 196 214 116 145 215 117 199 210` 116 193 217 115 192 218 119 191 219 113 190 220 112 139 221 111 138 S $ Center roof truss-tzuss 290 110 138 S 250 101 129 251 102 130 252 103 131 253 109 132 254 105 133 255 106 139 256 107 135 257 lOB 136 258 109 137 259 111 139 260 112 190 261 113 191 262 119 192 263 115 193 264 116 199 265 117 195 266 116 196 267 119 197 $ 300 10 1 301 7 22 302 60 2 303 2 72 S JOINT RELEASE 1 2 MOMENT Z MEMBER RELEASE 1 12 51 62 100 130 111 190 START MOMENT Z 8 18 58 68 110 139 121 199 END MOMENT Z MEMBER PROPERTY $ SectionTag 'Properties..' 'Members.'$ L01 AX 1.93 IZ 0.595 LI1 AX 1.88 IZ 0.695 RT1 AX 1.93 IZ 0.595 RB1 AX 1.88 IZ 0.695 RD1 AX 0.44 IZ 0.015 Rp2 AX 0.99 IZ 0.015 RD3 Ax 0.88 IZ 0.03 RD4 AX 0.88 IZ 0.03 LX1 AX 1.53 IZ 0.36 41 BP1 AX 9.8 IZ 20.8 PC1 AX 5.88 IZ 3.39 LC1 AX 5.88 IZ 3.39 LD1 AX 0.99 IZ 0.015 LD2 AX 0.94 IZ 0.015 LD3 AX 0.94 IZ 0.015 LD4 P.X 0.94 IZ 0.015 LDS AX 0.94 IZ 0.015 OH1 AX 0.53 IZ 0.11 $straight wa11 sections $ leg outside chord L01 1 To B LO1 51 TO 58 OH1 9 59 $ leg inside chord LI1 12 TO 18 LI1 62 TO 68 $ AOOF TOP CHORD . RT1 100 TO 121 $ ROOF BOTTOM CftORD RB1 130 TO 199 $ DIAGONALS LEG BP1 300 301 302 303 LC1 31 LC1 80 LDS 29 LD1 25 26 LD2 27 28 29 30 LD3 35 36 37 LD9 36 39 90 91 LDS 73 LD1 79 75 LD2 76 77 78 79 - LD3 89 85 86 LD9 87 88 89 90 $ ROOF DIAGONALS LX1 200 LX1 211 RD1 202 203 204 AD1 205 To 209 . RD3 210 221 R04 250 251 252 253 254 AD2 255 to 258 RD1 214 215 213 RD1 216 TO 220 AD3 201 212 RD2 259 TO 262 RD9 263 269 265 266 267 PC1 240 $ MATERIAL PROPERTY $ MatexialTag 'properties.' 'Members..' MATERIAL PAOPERTY A529 MEMBER E 29000 DEN 0.0002836 CT 5e-06 G 12000 POI 0.3 ONIT Inch Kip A529 ALL units inch lbs $ PRINT MEMBER ALL $ FINISH p-delta ANALYSIS 42 S $SSSSSSSSSSSSSSSSSSSSSSSSSSSSS $ Loading Definition Block $ $SSS$$SSSSSSSSSSSSSSSSSSSS$SS$ S $ Load commands LOAD CL "Dead load 5 psf" JOINT LOAD 10 TO 19 FORCE Y-100.0 60 TO 69 FORCE Y-100.0 100 TO 120 FORCE Y-100.0 LOAD SL "Live load 90 psi" JOINT LOAD 100 TO 120 FORCE Y-911.0 68 18 69 19 FORCE Y-911.0 LOAD WIP "WIND LOAD-POS " JOINT LOAD 10 TO 17 FORCE X 141.0 18 FORCE X-41.0 FORCE Y 339.0 100 TO 109 FORCE X-111.0 FORCE Y 339.0 110 FORCE X-15.0 Porce Y 290.0 111 TO 120 FORCE X 82.0 FORCE Y 296.0 60 TO 67 FORCE X 238.0 68 FORCE X 201.0 FORCE Y 246.0 19 FORCE X-111.0 FORCE Y 334.0 69 FORCE X 82.0 FORCE Y 296.0 LOAD WIM "WIND LOAD-NEG , JOINT LOAD 10 TO 17 FORCE X 280.0 18 FORCE X 73.0 FORCE Y 201.0 100 TO 109 FORCE X-67.0 FORCE Y 201.0 110 FORCE X-15.0 FORCE Y 158.0 111 TO 120 FORCE X 38.0 FORCE Y 119.0 60 TO 67 FORCE X 99. 68 FORCE X 88.0 FORCE Y 114.0 19 FORCE X-67.0 FORCE Y 201.0 69 FORCE X 36.0 FORCE Y 114.0 LOAD COMBINATION C3 COMBINE DL 1.2 SL 1.6 LOAD COMBINATION C3I1L COMBINE DL 1.2.SL 1.6 WIP 0.8 LOAD COMBINATION C9I1L COMBINE DL 1.2 SL 0.5 WIP 1.6 LOAD COMBINATION C3I2L COMBINE DL 1.2 SL 1.6 WIM 0.8 LOAD COMBINATION C912L COMBINE DL 1.2 SL 0.5 WIM 1.6 LOAD COMSINATION WIND1 COMBINE DL 0.9 WIP 1.6 LOAD COMBINATION WIND2 COMBINE DL 0.9 WIM 1.6 $ Result Reposting and Designing Block $ $$SSSSSSSSSSSSS$$$SSSSSS$$$SSSSS$S$$S$$SS$ S units kips inches S LIST PLOT DEVICE DXE SELECT LOAD ALL OOTPOT DECIMAL 2 $ LIST FORCES REACTIONS DISPLACEMENTS LIST REACTION ENVELOPE ALL 43 SLIST REACTION ALL LIST FORCE ALL $ LIST FOACE ENVELOPE ALL $ LIST DISPLACEMENT ENVELOPE ALL $ LIST FORCE ENVELOPE ALL FINISH 44 ISOMETRIC TABLE OF CONTENTS MIRACLE STEEL CORPORATION 600 Ookwood Road Watertown, SD 57201 coeMWtOO 2ooe ~WHeqT~ ~ COVER PAGE S-1 ~ Ow n c GENERAL NOTES/REVISIONS S-2 Otonao , Wheat Rid9e Buildin9 QeP8rt111@nt BASE REACTIONS S-3 : pproved _ FRAMING PLAN S-4 BUILDING OFEICIA[ 1 ✓a;~• ~ ~i ~ ~ , . ` ~j ~ ValidiryofpemiitTheissuanceofapermitor oFqans,sped(rcations ELEVATIONS S-5 a'e~•;~ ~~~@~~ : i, and computations shall not be a permit for an approval oi, any violation tu. d °oaoo tse any of the provisions o( the bui co e or M any Ciry adnances. as~A„~~, Permitspresumingtogiveaut 'ytoviolateorcancellhe{lrovisiansoflhe TRUSS S-6 buiiding mdes or o. adipances of the Cityshall nW be vaHd. 6 . . . . . E FRONT ENDSYALL S-7 REAR ENDWALL S-8 y O TRUSS DETAILS S-9 ~ W ~ w V ENDWALL DETAILS 5-10 wqo a OVERHANG DETAILS 5-11 BRACING DETAILS S-12 ~ O ~ COLD-FORMED STEEL SHAPES 5-13 ~ W L) M W ~ BASEPLATE DETAILS 5-14 0 ~ ~ 0 U WOOD CLIP DETAILS 5-15 REVISION: DATE: SHEETING DETAILS 5-16 429202COVER DRAWN BY: D.P. DATE: 05/04/07 BUILDING WIDTH: 42'-6" scpi,E: BUILDING LENGTH: 50'-2" N.T.S. NOMINAL EAVE HEIGHT: 16'-0" SHEET 1 GENERAL NOTES REVISIONS MIRACLE STEEL CORPORATION Structure 7'ype: Stroightwall sao oakwood Rood Structure Designation 42-16 watertown, So 57201 wv~4e~Qzoae Width 42 ft Eave Heighf 16 ft Length 50 ft Building Area 2700 ft 2 Bay Spocing 10 ft Roof Pitch/12 4 Purlin Size 2x 10 Purlin Spocing 2 ft - m ' 3 ° Girt Size 2x6 Girt Spacing 2 ft ~E,e• d°' ,y ~j~ ~ 9~ ~ DESIGN CODE INTERNArIONAL BUILDING CODE 2003 e.^~ €dS DESIGN AND LOADING CRITERIA y 3gy Wind Criterio ASCE 7-02 . °.ee..~.e Q ~ Wind Ve%city 100 mph Exposure Category C Open 7erroin Snow Criteria ASCE 7-02 Ground Snow Load 30 psf n: ~ now lmporfance 1=1.0 d Therma/ Condition Normol ~ Seismic Criteria ASCE 7-02 Seismic Use Group 1 A ~ Seismic Importance l=1•0 , Spectrol response acceleration (0.2s) SdS = 0.231 ~ O Spectral response acce%ration (1.0s) Sdf = 0.058 O ~ Basic Velocity Pressure 25.60 psf (0.00256*V*V) ~ Design Roof Live Load 48 psf W ~ Design Dead Load 5 psf M~ W cv ~ CODE OF PRAC7/CE ~ MEfAL BUILDING MANUFACTURERS ASSOClA770N (MBMA) W A O ~ Low Rise Building Systems Manuol 1996 w MATERIAL DATA H Structural Steel (Shapes) ASTM A529 50 ksi or equiv. F•~1 CQ Q Structural Steel (misc plate) ASTM A36 or equiv. ►x " 4 Z Structural Tubing ASTM A500 46 ksi or equiv. E-4 ~ Rods and flats ASTM A529 50 ksi or equiv. Light Gouge Steel ASTM A653 Grade B up to .048 ASTM A570 Grade 50 over .048 thickness ° Bolts 5/8 diometer thru 718" diameter ASTM A325 0r equivalent z W~ W 112 diometer ASTM A490 or equivalent F xj ~ W 3/8" diamefer ASTM A449 or equivalent Lumber (By Cusfomer) Girts WWPA Visuolly Groded SPRUCE-PINE-FlR (112) or equivo%nt Purlins WWPA Visuolly Graded SPRUCE-PINE-FlR (f2) or equivolent REVISION: DATE: Lumber sizing bosed on actual loading requirements Sheetin M t ! S / g e a a es Pro-Panel ll 29go or equiv. Mi % rac Steel Corporotion is a recognized lAS Fabricator per Fabricator lnspecfion Program FA-359 DESIGN NOTES 1 Desi f t l b . gn o s ee mem ers per the appropnote sections of the AISC and AlSI design monuals DRAIPING NAME: 2. All trusses and endwall columns must be laferally braced as indicated on the drowings. 429202GN-R 3. The lateral stability of fhe trusses and columns has been ossumed o be provided by the aftached sheeting ond siding moterials. DRAWN BY: 4. The foundation is the responsibility of the customer ond shall be designed D P to meet local soil conditions and to support the design verticol and loferol forces. DATE: 5. Tghfen ASTM A325 bolts using the turn of the nut method (tighten 3 turn past snug tight) 6 Th 05/04/07 . e lateral displacement of the building under Wind Load limited fo h 120. s Cai.E: 7. Use temporory bracing during erectron to ensure fiamework sfabilify untrl oll components installed N.T.S. 8. See Assembly Guide for erection procedures, requiremenfs and recommendations. SHEET S- 2 MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 cacnWt OO zooz c59 . J 8 pp Truss Reactions (kips) unfactored Dead Lood Live Load Wind Load Brocing Mox. Verticol 1,47. 3.17 n/a n/a Max. V(uplift) nla nla 1.60 4.88 Max. Shear nla n/o 2.29 0.92 FRONT ENDWALL Dead Lood Live Lood Wind Lood Brocing Mox. Uerticol 2.05 11.39 nla n/a Mox. V(upliff) nla n/o 4.34 6.55 Max. Sheor . 0.33 3.12 2.38 2.06 TR.TTSS d~ ¢ E m A J O ~ z N W Ga ~ O ~ ~ Wqo ~ ~ W z F +•1 ~ 1 ~ o W ~ a ~ U REAR ENDWALL Base Reaction Notes 1.) The base reaction values listed on this sheet are unfactored and uncombined maximum values per column or leg. 2.) Unless front and rear endwall values are listed separately, the endwall reaction values shown are the worst c(ise values taken from either endwall. 3.) The wind load and bracing reactions are for separate and independent load conditions. TRUSS: The wind load values are for wind in the plane of the truss (transverse wind). The bracing values are the maximum of the seismic or wind Ioad reactions in the sidewall bracing (longitudinal Ioading) ENDWALL The wind load values are for wind in/out of the paper (longitudinal wind). The bracing values are maximum reoctions (seismic or wind) for the endwoll bracing for loading in the plane of the endwall. 4.) These values are intended to be used by the foundation engineer to determine an appropriate foundotion plan. 429202BR DRAiPN BY: D.P. DATE: 05/04/07 scnLE: 1/8" = i'-0" SHEET S-3 Max. Endwall Reactions (kips) unfactored MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57207 uvMWeOO zooz F E D C B A T - ~ SIDEWALL 1 ~ ~ ~ _•.>.,o.a... . I I I I I ~ 2 x 6 GIRTS BY OWNER (2'-0" O.C.) ~ i Q cn ° rs. r~ w w a ~ °o z a a a a z 0 ° w w co co ~o co C) i¢ z, o 0 ~ ~ ~ w i ~ ~ ~ 5 N ~ m m v~ cn w ~ _1 w A 0 rk ~D~ i i ~ F F E F I Zj I 1 I I x~ y ~ I V. ' I I 1 I I a 1M+1~ ~ F ~ _SIDEWALL 2 v REVISION: DATE: 9'-7 1/2" 70'-0° 101-0" 101-0" 9'-7 1/2" 49'-3" 0/0 OF COLUMNS DRAWING NAME: 50'-2" 0/0 OF WOOD 429202FP DRAWN BY: D.P. DATE: 05/04/07 scat.e: 1/8" SHEET S-t& SERVICE DOOR PROVIDED & FRAMEO BY OWNER i i i i FRONTWALL ELEVATION H -10 ENDWALL BRACING , , , . , a i i 1~.'xf 6 ~r vtic1 . 42'-6" 0/0 OF WOOD 45'-6" 0/0 OF WOOD REARWALL ELEVATION ~ ~ ~ ~ \ 00 I in 1'-6" 1'-6" hl„ / x. x, s~d~Ny „ , . , . , . , . 14 ~xiS°kvic~ cr SIDEWALL 1 ELEVATION ROD BRACING 50'-2" 0/0 OF WOOD 53'-2" 0/0 OF WOOD SIDEWALL 2 ELEVATION MIRACLE STEEL CORPORATION 600 Oakwood Rood Watertown, SD 57201 um~.mQzooz Q3 d~9 0. ~ F m A Zo ~u ~W z W O O A ~w W x ~ F U ~ 429202EL AWN BY: D.P. TE: 05/04/07 3/32" = 1'-SHEET S ° 5 12'-0" x 14'-0° 18'-0" x 10'-0° ITEM 1 z 3 4 5 6 7 8 9 10 11 12 FRAME SIZE 120 INCH 2 x 6 WOODEN GIRT BY OWNER (2'-0° O.C.) 2 x 10 WOODEN PURLIN BY OWNER (2'- 0 " O. C.) LEFT LEG OUTER CHORD SIZE LEFT LEG INNER CHORD SIZE RIGHT LEG OUTER CHORD SIZE RIGHT LEG INNER CHORD SIZE LEFT ROOF TOP CHORD SIZE LEFT ROOF BOTTOM CHORD SIZE RIGHT ROOF TOP CHORD SIZE RIGHT ROOF BOTTOM CHORD SIZE LEG DIAGONAL SIZE ROOF DIAGONAL SIZE / - = SINGLE DIAGONAL - = DOUBLE DIAGONAL - = SINGLE DIAGONAL +(2) 1 1/2 x 1 1/2 x 6 ANGLES MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 cevMwtp zaoz E~k~i~~ . M1 Y b a ~ a F m A O ~ ~ I G ~ G~ W A A~~ ~ ~ ~ ~ ~ U D.P. TE: 05/04/07 3/16" = 1'-0 SHEET S 2 x 2 x 3/16 DOUBLE ANGLES 2 x 2 x t/4 DOUBLE ANGLES 2 x 2 x 3/16 DOUBLE ANGLES 2 x 2 x 7/4 DOUBLE ANGLES 2 x 2 x 3/16 DOUBLE ANGLES 2 x 2 x 1/4 DOUBLE ANGLES 2 x 2 x 3/16 DOUBLE ANGLES 2 x 2 x 1/4 DOUBLE ANGLES 3/4 DIA 3 4 DIA ~w.~w~0o zooz RN~' ~~'~=~„tEte o c:: ~ $w, a6y - . I 1 01 . ~@~~'F~4e:.:?;.:*• . rr' B & DRILLED BY OWNER PRIOR TO INSTALLATION S -10 6 11 a 5 9 vF' 12 10 , 8 Q z 7 Z O 1--~ ~ ~ 4 ' - - - - - - - - a - - - - - - - - - - - B C\2 - - - S-„ AA~ z _ _ _ _ _ _ N a W ~ 4 - - - ~ ~ ~ z N N T/'1 ~ O - - - ° ~ z WM r~ ~ 3 ~ o _ - e°. r ~ - ~ ~ V DOUBLE GIRTS o " (TYP) - - ~ REVISION: DATE: i i i ~ ~ - S-10 F DRAittNG NADfE: 3'-3 1/4" 12'-4 1/2° 18'-4 1/2" 4'-3 1/4° 429202FE 3'-0 7/2° DEtnwtv BY: D.P. 41'-7" 0/0 OF COLUMNS DATE: 05/04/07 scnte: 3/16" = 1'-0" SHEET S-"~ ITEM DESCRIPTION Qn' 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" O.C.) N/A 2 2 x 10 WOODEN PURUN BY OWNER (2'-0" O.C.) N/A 3 C8-14 GA COLUMN x 15'-9 9/16" LONG 2 4 C10-12 GA DOOR JAMB COLUMN x 76'-7 7/8" LONG 1 5 C10-12 GA DOOR JAMB COLUMN x 20'-8 7/8° LONG 1 6 C12-10 GA DOOR JAMB COLUMN x 21'-9 9/16" LONG 1 7 C12-10 GA DOOR JAMB COLUMN x 16'-11 7/8" LONG 1 8 C10-14 GA OTD CO~UMN x 4'-8 5/76° LONG 7 9 C12-14 GA OTD COLUMN x 10'-0 5/16" LONG 1 10 C74-14 GA BOX HEADER x 12'-0" LONG 1 11 C16-74 GA BOX HEADER x 18'-0" LONG 1 12 C8-14 GA RAFTER x 21'-10" LONG 2 13 2" x 14 GA WINDBRACE x 12'-0" LONG 2 14 2" x 14 GA WINDBRACE x 14'-0" LONG 4 ALL WIND BRACES MUST BE TRIMMED TO LENGTH MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 ~ * = ENDWALL STABILIZER 16 ...,z.. >a3:v ms SYMMETRICAL = 1 x 1 x 1/8 STABILIZER ANGLE @ 19" LONG ~o~. ABOUT CENTERLINE C i 5-10 5 ~ a 6 i F ~ 4 g ~ A A 2 ~ ~ - - ~ ~ 7 ~ z O S-, o - , ~ ~ ~ a - - - - - - ~ ~ - ~ - ~ w A z ~ G - ~ ~-1 0-4 ~ s - _io _ * * ~ * - ~ ~ ~ DOUBLE GIRTS - - - - - - - - - - - - - - - - - - - - - - - ~ ~ W~.,-1 W co ro 1-4 I ~ ~ M ~ (~P) W ~i I I ~ ~ H w * * * * N T l v ~ - REVISION: DATE: i ~ i ~ - E S 70 DRA~PING NAME: 10'-8" 10'-0" 10'-0" 10'-8" 429202RE DRAiPN BY: 41'-7° 0/0 OF COLUMNS D.P. DATE: 05/04/07 scai,E: 3/16" = 1'-0" SAEET S - 8 ITEM DESCRIPTION QTY 1 2 x 6 WOODEN GIRT BY OWNER (2'-0" O.C.) N/A 2 2 x 10 WOODEN PURLIN BY OWNER (2'-0" O.C.) N/A 3 C8-14 GA COLUMN x 15'-9 9/76" LONG 2 4 C12-12 GA COLUMN x 19'-1 1/4" LONG 2 5 W10 x 72# COLUMN x 22'-4" LONG 1 6 C8-14 GA RAFTER x 21'-10" LONG 2 7 2" x 14 GA WINDBRACE x 14'-0" LONG 6 8 2" x 14 GA WINDBRACE x 16'-0° LONG 2 A~L WIND BRACES MUST BE TRIMMED TO LENGTH & DRILLED BY OWNER PRIOR TO INSTALLATION * = ENDWALL STABILIZER 12 ~ MIRACLE STEEL CORPORATION 600 Oakwood Rood Watertown, SD 57201 6 ASTM A325 Z x 10 PURLIN 2 x 10 ASTM A325 " " #10 WOOD GRIP SCREWS MIRACLE STEEL 3/4" x 2" PURLIN ~ 3/4 x/21 BOLTS `8/ 2 PER SIDE CORPORATION BOLTS (8) PURLIN OR GIRT 600 Oakwood Road Watertown, SD 57201 ~ weninOzaoz 1 \ i I • ~ `i" °0 e t r c3' 6ti 05 eF,9te3°~ Z X 6 GIRT ~ TRUSS 1" x 1" x 1/8" ANGLES (TYP) ~ 2 1/2" x 2 1/2" x 5/16" 3/8° x 3/4" d E CONNEC TION ANGLES BOLT (TYP) ' ^ ~ 2 112" x 2 1/2" x 5/16" STABILIZER ANGLE O APPROX. TO TRUSS 45 EAVE ~oNNEC TIoN ANGLES PEAK STABILIZER ~ ~ CONNECTION ~ CONNECTION C CONNECTION ~ a ~ Z~CQ H % WAo W N Q GIRT CLIP TRUSS LEG Q N , 0-4 x F, ~ ANCHOR ROD ~ BY OWNER (4) N M w ~ W M ~ o W 2 x 6 GIRT F ~ U REVISION: DATE: I I a b l. ' . I 7I a : ° -5 ~ o• ~ ~ : , DRAWING NAME: 429202TD DRAWN HY: D.P. ° DATE: 05/04/07 TRUSS LEG n SC`"E: i" = i'-o" CONNECTION SHEET S-g 2 x 10 PURLIN 2 x 10 PURLIN c8-14 ca MIRACLE STEEL ~ ~ CORPORATION RAFTER 2 x 10 PURLIN 600 Oakwood Road ' C8-14 C~iA tertown, SD 57201 Wa RAFTER PEAK @~ PLATE C12-14 GA ~ C8-14 GA OTD COLUMN RAFTER - - P o io I ii i oi 14 GA LATE ";ffAN ~`°="'ro`'oah YoI IOI • - N I I I L < a i ~ I P I I I I ~ ~i I 1 I ___1 1 F_'_____ _______y I h_______ I I Ws ~ ~ . ~°v~F~ ' L Q . ' . ~ . p II ~ ~ n 9 ve.o,oo ~ ° ~ SLEEVE SLEEVE i o C16-14 GA GA L BOX HEADER CORNER i COLUMN 10 DOORJAMB ii 2# 1/2" x 1° BOLTS COLUMN ENDWALL (TYP) Q 7/2° x 1° ~~2 x~ 1/2" x 1" COLUMN C12-10 GA ~ BOLTS (TYP) BOLTS (TYP) BOLTS (TYP) DOOR JAMB COLUMN ^ ~ EAVE ~ COLUMN ~ PEAK ~ B OX HEADER CONNECTION CONNECTION CONNECTION C ONNECTION w ~ wAo r:~ i ~ C8-14 GA i C10-12 GA #10 WOOD GRIP SCREW ~y m a 1-~ GIRT CLIP CORNER GIRT CLIP i i DOOR JAMB COLUMN 2 PER SIDE w ~ COLUMN i i ~ t ENDWALL CORNER COLUMN E"~ ~ d i i i i i i TEK SCREW (2) ~ W + Q i i i i 2 x 6 ANCHOR ROD z x g i i ANCHOR ROD 2" x 14 GA o~ F GIRT BY OWNER (2) GIRT i i BY OWNER (2) 0 o FLAT STRAP ~ ~ i i i REVISION DATE i : : ~ i i 0 . .i...~.- ~i.~°. - _ . .il- ii.~° - • ° . . ~ ~ i ij ~i. ; a _ i n. , . :t• pi, -..aJ pt, :.aJ - ~ ~~ii ~ DRA~IING NAME: a . ~ 2 x 6 GIRT 429202ED `F `y , ` ° 3/8" x 3/4" DRAWN BY: ' a . • a a. o BOLTS (2) D.P. . . . . . ~ • . . . . - ~ ~ ° ° DATE: 05/04/07 CORNER COLUMN ~ STABILIZER ~ BRACE scALE: i°~ = i~-o" , ~ F NECTION CONNECTION CONNECTION CONNECTION CON SHEET TS-1011 MIRACLE STEEL CORPORATION 600 Oakwood Rood Watertown, SD 57207 ~ /o" nu iT 3/4" 0 5/8" T 1 1/2" x 1 1/2" x 1/2" x 1° BC 2 1/2" x 2 7/2" x 1 AN, 2 x 10 PURLIN (BEVEL CUT) C5-1 ~ OVERHANG TRC 4292020HD ~ TRUSS OVERHANG CONNECTION 5/8" NUT 3/4" SCHEDULE 80 PIPE ~ 4 5/8" THREADED ROD 1 1/2" x 1 1/2" x 3/16" ANGLE 1/2" x 1" BOLT 2 1/2" x 2 1/2" x 1/4" ANGLE ~ 2 x 10 PURLIN (BEVEL CUT) 18" --i C5-12 GA_/ OVERHANG TROUGH 1/2" x 1 " BOLT rjD--~ ENDWALL OVERHANG ~C ONNECTION 2 x 10 PURLIN o j `SLEEVE 0 C8-14 GA CORNER COLUMN ~ ~ +93 W ~ 6% ~ H ~ z C) Ncel u FM+1 F+1 w ~ ~.J AAN~ ~wc\2 x[-4d~ ~F-~y-1 wM z Fy ~ w ~ ~ 0 D U C/I F- ~ r--~ ~ ~ ~ Q ~ M~ W W 0 Ai4N BY: D.P. TE: 05/04/07 i" = 1'-0,. SHEET S -11 EAVE LINE FLOOR LEVEL L i 05/8" THREADED ROD i I ~ ~ i i i i i PIPE SLEEVE a ~ ~ i ~ i ~ i i i i i i i ' i i i i i i i I I I I I I ~ /8" ROD i i i i ~ i ' i i i i ~ ~ ~ ~ ~ ~ I i TRUSS LEG TRUSS LEG ~ i i ~ ~ ~ ~ ~ ~ (OUTSIDE CHORDS) (OUTSIDE CHORDS) ~ i ~ i I 3/4" x 2" BOLT i ~ (TYP) I II I I d: ~ F ~ ~ O V1 a ~ AA Q ~ 0 7 ~ U 429202BD DRAYYN BY: D.P. DATE: 05/04/07 05/8" WIND BRACE CONNECTION SC^LE: i" = i'-o„ SHEET S- 1 ~ ' 5/8" NUT ~ 2" x 2" x 1/4" ANGLE MIRACLE STEEL COftPORATION 600 Oakwood Road Watertown, SD 57201 cocnWtOO zooz . , ca MIRACLE STEEL CORPORATION 600 Oakwood Rood Watertown, SD 57201 c,»rW+OO zooz ~ f t -T 1 co O ~ N N ~ I y 3"~ (O I ~ -T cn 4 1/2" cO = ~~:v I ~ \ 3" CO 43„ ~ (D Ai~ ~ r~ ~ c~~-`•.",'ay ~ c%•. : d , ~ng~y6'j ,,,..a.'E.,~ 4 ~r . Sas;&naazt:;,.-x". a ~ C8-14 GA COLUMN & RAFTER C10-14 GA COLUMN C10-12 GA DOOR JAMB COLUMN C12-14 GA COLUMN C12-12 GA COLUMN ~ w ~O x ~ i j 1 4,, r -Z., 4,. r -2.. ~ W + N f r') I I 7/8„_~ ~ (~AO ~ cli C, 0, U ± AR~~ ~ 4 1 2"-- / t- 5„ 14' 16" ~ w ~ x I O U C12-10 GA DOOR JAMB COLUMN C14-14 GA BOX HEADER C16-14 GA BOX HEADER C5-12 GA OVERHANG TROUGH REVISION: DATE: DRAIYING NAME: 429202CFSS DRAWN BY: D.P. DATE: 05/04/07 scni.e: 1" = 1'-0" SHEET S- 1 3 btIRACLE STEEL CORPORATION 7/8" DIA HOLES (4) 1/2" 7/8° DIA HOLES (2) 7/8" DIA HOLES (2) 600 Oakwood Road Wotertown, SD 57201 ~ " cw.wipzooi 3/16 THK 1/2" THK \ + s~ 1\9G\i M l d- ~ ~.~Ea t:e 3`,y ~la{4b~ ~f ~ y ~ ~ ~C yZ :..q 5. \ 4„ Ln ~ } „ 0 .t ~"eo 4 2 8 2 4„ 10 1 , /2' 10 1/2" OUTSIDE OF BUILDING ~ F OUTSIDE OF BUILDING OUTSIDE O F BUILDING C/D C8-14 GA W10 x 12# ~o TRUSS LE G BASEPLATE E NDWALL COLUMN BASEPLATE ENDWALL COLUMN BASEPLATE pi H ~ ~o w Q 7/8" DIA HOLES (2) 7/8" DIA HOLES (2) 7/8" DIA HOLES (2) ^ a N~ W 3/16" THK 3/16° THK 3/16° THK ~[-1 ~ ~ w w t T z w ~ z W - ~ W x x ~ ~ mI ~ ~ ~v U I CE W f ~ O ` ~ p ro REVISION: DATE: 2„ 4„ ~ o ro 2° 4° `O 2" 4" Ln 12" 10" 12" OUTSIDE OF BUILDING uitnmxc xantE: 429202BPL OUTSIDE OF BUILDING OUTSIDE OF BUILDING DRASPN BY: D.P. DATE: 05/04/07 C 10 -12 GA C 12 -12 GA D 0 0 R JAMB C 12 -12 GA ° " 5cAm: 3 = V-0 EN DWALL COL UMN BASEPLATE COLUMN BASEPLATE ENDWALL COLUMN BASEPLATE I SHEET S - 1 4 MIRACLE STEEL GIRT BY OWNER PURLIN BY OWNER CORPOAATION ~ 600 Oakwood Road Watertown, SD 57201 ~PnwtOO:wz O 0 A ~~plal..,µ:94 O f~'L~~~C3FaPWFt+ "e~'.d.~o°P & O y, y"' ~J : `S' `V`i a~ f GIRT CUP PURUN CLIP ti,~.`•,oy, 8- 10 WOOD GRIP SCREWS # 8-#10 WOOD GRIP SCREWS Ta~'~~'e~~d~6~ • €P, o~ : o .<...o: e . (4 PER SIDE) ENDWALL COLUMN (4 PER SIDE) ROOF TRUSS Q ~ ry (NP) (lYP) a ~ E N A V 1 Z O ~ GIRT/CLIP CONNECTION PURLIN/CLIP CONNECTION ~ E-4 Q w~o A ,8 ,z - z,z , 8 12 -212 Ai--iN a ,a 12 -212 ,a ,z - z,z a~~ a xF,~ ~ a o - - - - a ~ - - t!4 o GIRT CLIP - - - ° PURLIN CLIP W o - _ o tti W O ~ ~ 1~•1 ~ ~ r l ~ ~ ENDWALL COLUMN 5 ° ROOF TRUSS REVISION: DATE: DRAIPING NAME: - 429202WCD DRAWN BY: D.P. DATE: 05/04/07 CLIP,TRUSS CONNECTION scnU: 3 1'-0" CLIP,ENDWALL CONNECTION SHEET S- 15 PRO-PANEL II SHEETING SPECIFICATIONS THICKNESS: 29 GAGE (.0150) WEIGHT: JO PSF YIELD STRENGTH: 80 KSI ALLOWABLE UNIFORM LIVE LOAD: 98 PSF ON 2'-0" CENTERS ALLOWABLE UNIFORM WIND LOAD: 130 PSF ON 2'-0° CENTERS MIRACLE STEEL CORPORATION 600 Oakwood Road Watertown, SD 57201 ~emwtpc zaaz a ~ d F ~ 36" ROOF SHEETING DETAIL 36" EAVE PURLIN SHEETING DETAIL zO V1 H N W ~ M w w 0 ~ W 0 A Q A z w E-~ ~ w 0 ~x cf) U AVE PURLIN 428305SD AWN BY: D.P. TE: 05/04/07 ALe: 3" = i'-0" SHEET S- 16 f I 9„ O.C. I I ~ L 9" O.C. (TYP) ~ 5~ 0.C. J~ Grn+ per c°`'`e ~ y~z LoP S,-e,~ ~ i ~fly ub"`osl%M`µ,1" ti S-/4 ~ w rv o~* cn cn a i o 1 I I i I v~ 9' ~ c~' cn 'o o, fl a. o a'" c~ ~n c? N c~ cn I i I I I I I o f~ o a I'~ m i I I I~" I x~ I I I 1 N a ~ o c o r.. 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O~ ~ ry > ~p 1 C 't N ip W A n y N O n .~w p 7 ~ n CT Cl. ~ ti p~ n y TJ fD ~ t~ ~ N N!A X-+ 3 Vi O C) Q~ p rt f) y a -Z l~ ~ O Z7 N ~ O N fD S rt q~~ fD ~ C~ ~ ~'7 tD (D ~ A ~ 3 O ~ tA ~?1 7 "ti Vi ~ a~ 4 rt 3 U ~ Ul F n C O rt (p fD ~P Q fD fD n vi ~ N Q t~ eY Ll Q ~ 7~ fD ~ tfi C) !D o.. m a o a ~ fA fD O ~p G~ '.E ~-~i- ,A a O -n Q l ?(p r+ n, atp Vi ~ N N t0 C n~j~ l7 N ~ O'* 7~ (D U! 7 S. fD C~ k<p O p, a Q~ p• N p .(A <D N 'i N -t n ~ ~ p n O tA ~ 3 ~ ~y ~ tn ~ ~G `G N ~ ~ tn ~ O ' p > ~ <p C~ O " ?1 ~ ° '"~U ~ C1 ~ C~ y ~ ~ O N 7 O t1 ^s rt a O ~ !n Q' F W fi-n tp fD < C ~ 0 y q O fD ~ r+ ~ ~ N 4 O ~ '~C (n 0't CD ~ ~ Q O n a' ^ W n 1 < ~ r+ n -n V~O ~ 0~ n 7 ~ ~ Q' ~ n O S~ tn a p 1'i O~'~'„ N"~' 'D 1 a O n~ n C 3 a~ X (D fD p p D 0'U ~ C~ N N~ n O"'O >>'D p C ~ N rt rt Q rt O ~C Cl ~G S W ~ C ~C 'i r-~ n 7'a ~ ~ O 3~ a n N Vi ' ~"h S. y f,,D, C~ 7' .P~R O'i` n O C Cl p rt O C"! ~ C S'~' 7-h ~ O ~7' n fD ~ fD <p n (7 f') rt ~ O tD W..~ l N F~D ~ 7' O J ~ ~,-r~ O O ~ O~ C rt O c~D 3, G C Qi O O \ N W cn ~ 3~'d p y ~ ~ ~~p y iT f~ ~ O q ry ~p O ~ D tn p ?1 ~ O ~ 7' y S 7 N G'll fD , N fD O, - n '3 > g=y 7 n- „y, 7~~ . l 7~ ~ Z7 N O 7 rt ,y, U7 f~ tD .~a ~ O c~ O ~f C1 fn t1l n rt SD ~A X O C1 ? O ^i N"* ~ y O~ N O' ~ i rt ~ S t n ~ ~ p ~ y 3 O O~'~ ~ ~O y ~ ~ O~ rt.. fD O 0~ O tn Q -n C C p rt 1 C^~ 7 l 7 ~ N(D Q rt N O' D ~ C ?1 7 N N N N N ~ tD O' - b.~ F~- ' O ~ ' V O~ O 3~ f D Q. U c D ~ C p r: N L 1 O m ~ p c n n O n ~ e n n s a b O S N ~ F ~ f D " t D N rn-~ C~~ fl N 7~~" f ~ 1 t D ~ f 1 f D ' O ro t 1 ' rt - h 4 f ry ( p rt ~ ti, - i N T~ f D N ~ U l . a n. 1 rt n tD ,y, .~p 7 q~ ~ a (D ..h lj q 1] 4. 7~ .S O p SA O- ~ 0 ~ rt ~ 1~ O Q. ? a O 7~ t 0 ~ 1 N y ~ ~ n n.~ ~ O r j' ° O O ~ U ~ f D Q. ~ ~ p 7 O ,ul~ C) O C 7c' A 7 a rt ^Z' N O] ry cD N O f] ~-h D~p 'Y C1 ry, (p 'i c" r y ~ -i n-+~ G'C N V i p O f j C N fD ~ (q f)~,y; ~ O. ( D ~ .'O O = C rt"' L~ O ~(D D tD -s N ~ ~ ~ ID ] ,-f 0 a fD O p, cD O ~ -t ~ ~ ~ O' a N ~ n ~ O p ~ ~ Q+~ Ul O. ~ C= rr t=n j~ (~D ~ ?~G~ ~ O~ O 01 ~j rt~ 7-~y O~~ N' ~ O G ~ ? i Cxi ~ j C ~ - o'* .,.aoFc ~o,.,.Sa o m ~om o o av, o ce,...:*m ~oarn~ ~°_v, ~rnm o~o o: r+ ° a c, ~ a a, v o. rn ~ Q v' ~ - v a~ a° ~ m I 4~~• o cn n rn n a p ~ ~ 7~' ~ a rt ~ O N W a ~ ~ ~ ~ i7 fnD ? Q' 'U~ G (0 M ~ O (Ji !n r(Di. ~ y i` C ~ ..p ~ N ~ ~ ~ ~-i. ~ O 0 ~ ~ ~ o W fD • N W~ f0 D ~ N Cl y N C tD ~(D ~ A~ O N p" rt N = ~ ~tC] tD ~ 6 fD ~y, N fD fD A tD ~ 7 C~~D ''+"'O Q~ N(!1 C W fD r+ ~ P~ Q~~ C 1•~~+ F tD ~ O a ~ 3 rt cG O rt~ y T 1 O fT LL d n b j (p F O fp ~T S fD N~ ~ n 1 n. 0 3 1 n~ y ~~y, a~ N C) n p N O ~ 3 4 j n t1 y C^ ~ y D 3~ n~ ~ N 4 Vi p C], fD f~ 7~ ~ ~ p a O~ n O~ fp 3 S J ~ ,y, t T ~ irt ~ rw S 0 rt t ~ ~ ~ . y y T. • N ~ N ~ O d p O n ~ a C ~ tn y O n ~ ? N~ G fD 1 ~ y Q ~ y fD ~ ' O p, F ~ cD p 'ti` N r O tD - i ~ D G tD O ~ p o o aa o f D O W C y 1 U 7 t~ 7 O' r' ~ Q' C l ~ rt ~ ~ ~ y ~ c~D c7 p O C1'O ~ p , I 3 ~ .n~. ~ 4 C ~ Q' N i ~ O 'O ~ ~ ~ t7 ~ ~ a ~ ~ O ~D ~ 3 ~ ~ tD ~O cD x' ~ ] tn O O O V ~ ~ O' O ~ .G _ ~ ~ = 17 y ~ O ~ F Q n tD O' CI' C 7 F O C.-i- -n W O 3~p n-a tq 7 a N C n fl "t = h ,y, N `G ~ < a ~ m m ~ ~ ~ 0 3 o 0 0~ a~ a o~? ~ o co o c~ a- o m ~ rn , v a' ~ , o a r* c'~ o fD ~ ce m n ci : < m 1 y 0 p- Q Q O 'i <p b p's ~ 0_(D p_ y O~ (D O Q A~ C~ < p ~ O F O ~ ~ O'O n Q ip 1 N"~i O O G~ ~ a S tD fD ~ N N~ n n 0.+ f, D ~ n~ a.... n X~ l D ~ ~ ~ Q' (ryD ~ ' ~ ~ C ~ < » O O c D O~ p ~ x' S tn p' O~ p ro,~r, ~p O' -ti m c D cD ~ y~ z N 7 p ~ tn ~ 'i ~ 7 e-~ ~'_,T 3 U] (n tD f~ ~ W N-+, 'O 7C 1 ~ ~,t~ tn ~ ~ y CL n~ O O~ ,-~i, ~ ~ p ~ y^~ O G] 7~ ~`h M ~ ~ fD n O t~ fD ~ ~ N y C G ~ W~' f) , !D (D N ~ I ~ ~ 1 tf~~ y "s N 't fD 7 ~~a rt ^Cj O a 7 N ~ fD Ot ~ y'L7 'D n ~ fD 41 fD N ~ 3 tb O 3~ a ,y 1 ~G ? O 0 ~ (~i ~ ~ v N ~ ~ rt a n = 3 „y; (D C] 3 O N y : 't Vl ' n~(p ~ f U' C Vl rt y Q' O(n n~ ~ = O n O< . O ~ Ul~ ~ ~ fD q~ 3' rt ~ O 3 Q O n~ cC C C f~ W C~ ~ ~ p ~ y(~il 3' (yp ~ a ~ y~ lD O N N ~ t~ii fD 0 S ~ n N "-~h n~ 3 O ~ F ~ "ti _'+~p 5 r+ O' p, (O 0 ~ C1' p X°. Q n ~ f~D ? f] ~ f+ Cl N rt O t~ C7 C~ ?~p n'~ N< O U 1 n a N ~ ~ Q S S~ D S 9 CJ' ~ t D O,y, fD 0 cD~ X ~~p ~ S O c D O a O p f D Q~ p f D ~ fD 7 rt~ O O~' 1] 5 r,y, ~ 3 a L f ~ 4 7~' D C] ~ " t t 0 ~ - 4 Ll Q' "i ^ ~ ' ~ 3~ a ~-r S N 1 C e' j S W Q O p~ " n N 7 l D ~ , o c D~. m 3 a`~3~o m ~ m o ~ o~ c'' c o.~~ F. ~ C N N N j~~ O' ~ rt'' y' t~D ~ ~ 7 O~ ~ C l ~ 1]. ~ O~- f~ O c A T 7 y S 7 N~ ( O fD N~ ~ p ' D O C j O ~ ~ ~ a o,o ~~'~aa v ~ ~v~i oo ~ m'~ ~DrtOn a- f~ ~m m ~,o °so , O O rt• ~(,D O O~ O c D ~S ~ ~i fD Ul 7 t 7 ~ Q ~ p ~ S O ~ 7~? ?n ~ D C t~ O 7,l- N O -I -h ~ 1 G, ~ N-h C n 7. C O fD ~ f~ ~ fC -h a O ~ Q N 'O CT ~ tA 7 y~-p a O N ry VI N ~ „~,h a ~ p fn C fD ~ ?1 ~ Vi ~ n Q' cD 2 S~ C~ N C cD .~C1 ~ O ~ n, ~ C) rt p Q~ p, ~ .-w ' t p~ny. Z.j ~ n X^t y '-F ~'OJ ,,fDy, j 0 t~ ~ F G~~ y~ ~ y~ ~ ~ O~P 1. 7~ c'~i ~ .~C W C Nn0 dp 11 O~ ~ ~n n~ 7 a Q N N p rt N"i G 3 N O ~ !n O ~G O W 7r ~ O' rt n C 1 n N O N rt . i] rt ~ p tr C D N n ~ a j~ Cl 3 rt d m 3 O O y~ 7 S[~~ O 7 , 7 O N 4 N n ~ ~ cp N F(D ~ U~ a ro rt, 3 D~ O t3 O~ ,p r,a ~p ~ • N~ Q 'n' f C1 ~ ro 0'D 3 5. cp ~ p ~ p p' ~ ~ c,D y. ~ N'~ N N~ ~ . ~ n W C~ ~ 7rt' C~ c~D ~ 7 p G~ ~ ~ O fD ~'p C F O a C ~ rt tii O' tyi~ N n' n' O'", O f~D ~ ~ fD tD O tl ~ ul N p~ fD 'O rt ~'t ~ fn p" Cry fp O O tyD Ly O S N"~' (D , tD N n CA (,D p ~ 3 9 f C ~ ~ tp n O. Q ry, rt t7' n (D ~ ~ O ~ < ~ C cn ~ O = ~ F• ~ ~ ~T ` ~ J n n' C ~ X cD !ND ~ ~ O ~ 4l1~ v =7 ,~y, ~'~*?7S `"~a frtA 7 F n~' ~ a~~ Qry f ~ N n < K N y ~ ~ ~ G O~ A S ~ y N Ll p~ y O Q L1 41 N ~ ro C ~ ~ C ~ y ~ C y - _ ~ G tU > > ~ ~ O y j ~ O ~ ~ ~ ~ <p ~ $ y ~ ~ a ~ 7 cp ~ rt ~y; 7 a rt p cD p, O N 0 'O CJ' tD y~ O t7 0~ Q ~ O N n O p,.~a ~"Ci ~ C O~~~ y ~ F (7 3 a o~ ~ ~ S ~ ? 4~~ n 7 7 r O~ rt Q 7 a 0' y, w>- 1 p O 7' y 7 ~ 0 ~ ~ j X p p D V~ W 0 4 4' O rt Cci Gi ~ C N -~i ' O 3 Q. ~ c 7 f p t ~ vN c~i ~ a o a cr' a ~ a~ a b cn N c. F N cn' ~ ~ ~ p n? ~ 3 ~ rt~ !n ~ rtn n C F f`~D n C rt O~=i ~ ~ n 1 ~ ~ ~p O tD O ~ n S ~ ~ ] y p' ~ f ~ CA ~ Q' n-~. Cl ~ ~ P ~ N ai G vf' ~ CD D ~ O ~ O O ~ ~ Q. <D p G 4 y ~ (n O O 0 = n (C . ~p cq .~i- ~ ~p f1. ~ 'i p N ID ? Ll 1 N O 3 rt~ 7,-~ jS 'l7 p, ~ 1 " tf~ ,yrt. ~ N CA ~ n L ~ ' ~ tn f) p O p N G 3 , y, C rt C O' S. p 7' -n C O N~ a S O' ~C O ~ O' ~ cp ~ Q t~ CL O n 3 N.~e~ ~ N~ 4~ I O~ ~.A fD a O 0~p Q - T' - U~j Q' A f~ O : h ~ C ~ O p, Q.'O tD F 4 F 4 y D n 7 ? ~ S ~ O O 7 c~D O F ~ N ~ W (~D '~i ~ Ul q . 3 tn ~ ~ q ~D o ° ~ ~ a o ~ ° o'~ Q. o ~ ~ c ~ ~c ~ m c ~'y ~D fn fD O ~ ~p W~ ~ 7 ~ ~p N[ tp ~ U1 D b ? ~ fD 03 n n ~ < n O~ ~ N 1 ~ rt~~D ~C b . q f~C ~ ~ > N LL (ryD y~ rt C y y" j N(0 O' V ~ C~ 7 ~ ~ <-~i ~ ~ p,r.C ~ ~ ~ ~QaaEa ~ ~ 0 ~ 7 3 ~ 7 ~ ~ `G U ~ -~'n~ =i f~D ~j ~ t~n O , fD ~ i0 ID W . - O ~ W 1 -.fD p S~C 4 N ~ 73 ~ ~ , O pE ~ 0 4 n' a n. ~ p~tp ~'C ~ ~ N~ ~ ~ n O S ~ ~p ~ N ~ ~ ^p 41 ~ - - , ~ fl • O ~ 3r_Oe $n e Z ~N t m n 3'-$" t!t -i o ~ W ~ ~ ~DO ~ m rnZ~ n ~r° O~o w I ~~/1 y ~Z ~o~ ; , e p , p . _t d° m m r o e,: e. ~ , a a, , r ~ i, Z -r~ Z (!1 1 a e e . " ~ 00 _ _ _ _ ~ V~ ~'I ~ ~.7 ~ ~ ..R . e ' , ; `a . . . p ~ ° ° ~ > . a ~ ~ . p~ a ~ -s- -a- o ~ ~ ~'~UZ 6 ' .c. n~ o ~ o ~ .A~~ ~r ~ V~ ~ ~~5~~°~ ~a OO ~ Z D Z.ZJ ~ ~y ~ O a o a ~ , .n~ (A-Ir ,A` ~ , ~~c_, V ~ ~ y - a F-~ ~ ~ h-~ i~~/~ ~ ~ ~ ~ ~ j' ~ A~ V~ :I M~--I a ~~.a ~ a „~A ~ %/~A/ ( ~ a ~ ° ~ ~ Q V~\ c c , , - ~ i ~ - ~ o:/V~ po \~V~j ° ~ o ~ 'v, ~n , ~ i ~I-I , z,~A / p ~ ~ i , , ~ I ~ Z ~ / W ~a ~ ~i ~ i \ ~ ~ ~ ~ ~i i" ~ a ~ ~ ~ ~ ~ °e ~ ~ I~ , A ~ ,A ~ , ~ ~ ~ ~ c~ c~ / / ~ I . ~ , ~ ~ ~ a% / i ~ I - - -A- ~ A~ ~ ao a.:~ - - ~ ~ a m~ / ~ ~ ~ f~ \ ~ ~ ~ ~ ~ ~ r ~ ~ A ~ ~ c ~ ~ i~i~,~~~ i~,~I~ i~ I n i ~ m° ~ ~VA, m~ ~ a ~ ~ ~ ~ o ~ C1 ~ c0 ~ ~ ~ 'I ~ a CT - ~P W I tA ~ %0 ~ i ~ Z ~7 / / . ~ ~ ~ mr*i I-'I o: ~ ~ j r~ o~~/~~ t 4 ' m~ o~ ~ z - a ~ rj~ ~ - \ - a ~ ,i o ~ ~ V~ ~ a D Z Ut ~ C7 Vi ~ o , ~ ~ z< \ ~ ~ i I ~ II -a ~ ~P rn i ~i ~ ~ ~ I ~ N ~ ~'~\J~ ~ ~ O ~ a ~ ~,ya ~ I / ~ ~ c' , ao ~ m r 0 4 ~ ~ m ~I / ~ ~I D ~ ~ i ~ n ~ ~ ~ < ' ~ D d ~ , t~1 C , ~ ~ i I ~ ~ ~ / ~ ~ ~ ~ O Z ~ k_ . $ ~ ~I ll~ I ~~~~~u +n~ Z e (Tl ~ ~ ~ ~ .n . ? ~ ~ ~ I T I ' i ~ RI ' ~ I ~ / ; .'t7 p ~ p a ~ ~ ~ C'~ tAVi ~ ~ I' I~ ~ ~c ~ i z r i ~ I - r ~ ~ n ~ i ~ I p tn I ~ , v~ " D ~ i~~l Y ~ a ~a, ~I ~ D , ~ 2 ' I I - ~I / ~ Rl~ L a Z ~ 47 i i a , i Z ~ ~ i ~ ' i i~ I ~ ~ 1Xa o D ~ ~ ~ ~~o.~~~~~~ ~i~ R I D iI - i I UJ - ( ~ I'~~~ ~,~I~~ n _ ~ -S - ---d I - - ~Ie ~1k ' ~ D D ~k , ~1k I ~ ~II ~'I s Q m - z ~ ~ e ~ V~ v I W~ W: N', N' N r, ~ CA i~ ~ ~ C70 I O~I~ N~ c0 i(nl N ~ l0! O~, f~l O~-~I O I ~ N r 1 a ~~n rnr*~ ~ ~ ~ ~I ~ z lio ~ ~ ~ ~ ~-a--~} ~ =a--- p-s-~- a w ~ ~I ~I i i I I i ~ I, ~ Y ~'i . " n ~ ~ a ~ ~ ~ ~ ~ ~ ~ ~ ( ~ ~ a ^ ~ ° ~ ~ i I~ ~ ~ ~ I . ; 0o I i I ;I ~ ~ ~ k==°=~ , a--~- ----J~~~ ~A~ ~ I , I i ~ ~ ~ ' (J) ~ a ~fl. ~ ° . . . 4 fl . I° ~nz~ ( - - - - 1 l_.~ ~ I~" ' ~ f" ~ ~ ~ ' ~ i , ~i . G ~ ~ . . . / ~ i i I~--~ II ~ ~ n p a, ~ ~ P~~; ~ I ~ ~ ~ ~ , ~a ~ a/ ~ ~ i I Ilo 0 ~ a i ~ P~' d I ~ I i~, d L ' 1' ~ I ~ - - ' 'i ~ ~ I - ~ i I ~ I ~O ~ i' I a i . / ~ - > 00 ~I N ' W ' ~I~ ~ .p N O ~ I~ 7 0 ~ ~-~~J1N;pI VIUiIN O~~J (i, a ~f ~ ° V1'O~N O Cn ~ ~ ~ ~ ° nP ~ ~ ( IOI~1~I~ I I I ~ IIDI W o a ~ e° ~ ~ /^d I , ~ ~ ~ - s~ II ( a ~ I il~~~ ~ > I I i o 4° \ I I p ~ s o J I c ~ i~ I I I ~l i > I ~ I I~~ - / - a > - _ . . i D I~~' I~i O p ~ i i I . . . . i~ I o i ~ ~ ~ ~ , Lr ~ o~ / a z ~ , 0 ~ , ~ a ; ,~I , ~ Qa~ I , , i 1 , ~ ~ I~ ~ ~ , ~ ~ I ~J ' 4 ~ i - ~ ~ i N ~ ~ I G! ' W N N ! II IU~~N~OO~cn'N1cO~Cn N ~i ~ ~I ~ ~I d ° ~P n a ICa W~J~ ~P~Ni~~c4i V~ I~ ~I ~ ~ ~ ~ _ o A, !'I 1 r ~ ' I ~ I ~ I~ i - J~ - --a-- ~ ~ ~ r n a , ~ I ~ ~ i r ~I a ; ~ i 1 ~ I ` ~ - ~A 0 I e - - ~ _ _l _ t~ I~ ~ - _ _ - _ . . . . a ; ~ I ~ ~ ~ _ _c,, - a d ~ _ b~ ~ - ~ p~~ W N-' ZO r- ,i---i-- ~ 1 » n CLASS B SPLICE Z Z r(A fJ) ~ I I I i 1 , I m ~f C~ '*I -i D V ro N I i ! I I D ~O ~i-C. ~ ~I ' ~ j~ ~k i ~ j; nC) I~~ ~I~~~ ~i Cn~~ W ~ i': ~mao~mm i i N 4n~Dr~i~Tt ~ I m ~I ° - , , s t m~n I ' = ~ ~ ZZ ~ , I - T.r: t - - ' ~ - . ~~C ~1n~ I I I ~ . b. .~'4~ ' .,;E; •➢;~Q, ~ . 6 , `fi 1'1 I j ~ a . ' , a~ ~ ~ ' . . ~P. I I n~-~ ~ ~.r~~ ~L~. 0 In (/1 Z D ~ ~ ! ~ /r : 5 . . ~ ~ ~ b G~p~ - . , . ~6 p , . ~ .Z1 (n C7 ~ (T~ n r~ -I O ~ .17 !n (n , i i ~ ' a m n ~P .Z7 -i '~l 1 I _ O m cn N L~ ~ i ~1 ~ m~ O O rn I 'I 2z I I y i I r. i z a W v c n ~ o c~ m z z n~ i i ~ ' 1 I I~ J~~~ pmrTt ' ~ ji om I~D~' ~ n ~C~ • z o~i o R°~n a ~c~> ; I li ! ' ~ (cn ! ~ ~ ~ _ ~ m ~p D mm~~~ao I ~ ~ I al ~ ~r"~ii ~ ~ ~ ( .p 3 8 ~ x ao~ ~ ~ m' A colw vlrnf~P;w~rv rv~ O ~ - ~ ~ ~ r~* < o~v ~i m ~ m o 0 0o mw~ ~o o~o~~~N~W;rnioo~rv;~ ~z! .~I (7 F~°~~~ . o o c o v z z m ~~'J x ITi I i I ~ I i, G~ i W►d I m n ~ 1 I A i mOy 0 a ~ ~0;~ o i , , ~ ~ D 41 ~ ~ ~I I ~ o ~ ~ ~a~-oo i I i I I r ~ I I'~ r~~l zz ~ ~n ~ ~ g ii ~ t T l ~ n D~ ~ I ' I ' I I r,, i Z r ~ Rt ~ W ~ p y Z - i ~ r ~~~Z ~ ~ I i ~ ~ ~ j~ ~ (~I d ~ ~ ~ ~ , . ~ N ' ~ tn o~rnvc~ ~ I i , i ;I ~ ~v_~M , r ~ ea'. . . ~ r~? n • ~i o I! li ~ I ~ I' ~ n ' I ~ , p n m Z n ~'7 ~'TI v n I I'~ , ' i li I Z 'G Z W rn I.,.I° D~'] Cp s ~ I . ar S i t m-nom i ~ , i I r W D n, 4r - - ZITI O , a ' . . . 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N ~ , ~ x ~ • - ~ ( ~ I I i ~ I ~ ~ m i v~ I Z ~ c-~i ~ . ~ V~~V~ ~ ~ .i ' \ \ ~ Zo~~o ~-~!~i,~',~I,~I~,i Ni ~ ' s ,A i,/,~/, f m~ ~ o, ~ : i ~ u ~ ~ r z !~~,wi,p.~W~~;rn,$~,~loo,~ mz ii l~Tl x ~~,I V~V~ ~ ~ C0 i I D c~ M-I o ~ a , ~ ~ / ~ ~ ' Z7 ~ ~ I ~ ~ I ~ y~ tr ~ ! ~z ~ i i i I ~i r - ~ ~ ~ N o ~ , N• I u ~ ~ I i i y / m • ~ , ~ r. ~ II O I I D o7 ~P O ~ v m m-1 Co I .i ~ 1 ~ i ~ ~ ~ i ~ z ° ~ m : Z~~ mmxOp~~i~~ ~ 'n("~ o ~ S ~ i I ~ -i ~ ~ 'o r p ~ O ~ I I i ~ ~ o ' Z~ ~rns /~a DZ n ~ ~ ~ ~ I i II ; ~ r W m_ ~ a0 ~2ZZ O ~ Z(~ X N ~ I ~ i~ ~ n I I A x D Z ~ ~ 0 f~ I' O F3 - a ~ ~ < ,(O' ~ A ~ , ~ ~ , R1 N C x i ~ Q o . rn ro~ o.~ o ~ o I o ~ O c Z I°' C ~ 0~'~~~Z e tn oo Nn I~ n Dp m~~~ ~ x m ~ i. °N ao~ ~~i+x ~ c~n n ~ ~ "_'°b__.°' ~ ~ ( ~ f*1 ~j p W N -I =•='r~ OJD • cn D~ ~(~:f! 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I ' I ' I ' ' I q ~ J ' O~' - G. ~ J II + I I I I j 0. b - e ~ S II ~ I . ~ l- r- I a I I i; - a . . . . , , , . , i a I ~i ~x ~ . . a a a . . ~ ~i I I ~ I ~ ~i ~ i . ; ~ , ~I. ~ ' . a , . i ; I ' ~ { , ' I , I e . tf~ ~ I ( ~ ` ~ ~ ' i . ~ ~ ; ~ ~ ~ I 3 I ~ ~ i , , . ~ • i ' i , I_.~ I .F..._}..,..,. , , ,t ~ _1'..... _t r...i.. j_~ Q I i I i i _r : t i ~ i NI 4 I ~I ~d ~ ~ i ~ (k ~ i ~ i , i ~ ~ ~ i ,il ~ t ~ ~ ~ ' ! i III i ~ ~ 1 t ~ ~ i ; o 1~~ ,N= i~ ;i f i ~ . ~ ~ ' ~ ~ , ~ ~ ~ i' <; a. tA O tn Op ~i ~ I i I ~ i ' r . . d',,. , . . . d' d' t+) M ~ ~ ~ , }`1 , ~t ct ~t d' tr. U : ' ° 1.0~ DiTCH u~ ~n u~ ~n a`~ , ~ ~ ~ ' ' - a , I 4 C ' ' i ~ ~ ~ ~ ~ ~ ~ i I " , ~ Il', ~ r ~ , ~ ~~3 ~d; J~S~ ~ ~ ~ I~r{ ~ a jl ~~I ~ ~ . i ~ ~ I ~ , ~ I~',~ ~~I , ~ I i ~ i! , ~ i i i ~ ~n o ~ ~n ~ M ~ I~ i ~ ~ i' ! II~ I 4 4' rl i ~ I~',~"~, , , ~d ~ r' ~ - , . . 'Q'~''~, ~I~', ' 4 ~ . ~ 1 ~i..... . . . . ~ - , . _ ~ . . . . . . . . . . . . . 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STEEt STRUCIURES, ~VC. k ~ u~ D? m ~ ~"ti y ~ g ~ p N N H t" ~ ~ N t Q 0= ~x x Z~ „A~ ' {TE b00 ~ ~ ~ ~ n n Cs $ ~ WATERfQRD TOWER Sl! , ~ ~ o~, WNEA1 RIDG ~ 3 . 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Z by '~'~°y z z 6y y~'+~i4q ~ e~ex~ O a q y~ e p b} , + O H n H N H O~ O y b b ~ d q q q ~ y z a b ~ ~ ~ O ta, 0 b y 0 w ~~p~ ~ m M n p $ y P q CD N y O ~ t (D ~ y ~ 4 C a y CD c M CD n y w ~ Y a H y rj a ti z y. q y b ~ ~ Q a 0 ~ W N O rv'n n O ~ O to O 0 GQ ~ UQ ~ ~ . d~ ~ a 'b a lI ~ ~ O Mq1 ~ ~ N O nq] A O ~ O O ~s ~ 0 p CD P~ C G OQy G O ~ ~ O ~ N Cp, N N N W ~ C7 ~ t7 c ~ ~ tr ~ ~ O M X ~ V IN ~ CD ~ p A y ~ ~ ~ ~ d O N- w o- ~O° N y ~ ` ~ \ (~f 'h N 0 0 N ~ 0 Q ~ O ~ o 0 N ~ ~ P ~ • ~ ~i - l< Ln ~ ♦ -0 O 3 C o ;a H (q (f1 0 1 O O, ~ a ~ O O 0 ~ 00 N N v V 'U 5 ti n 5; C Qinc 3 g , Z ~ yoN:d~ n 1 y~ C.N N ~ d o ° ~ o = m o o d a ~ n ~ O pi ~ c ~ snd ~ a a o = y G fn ~ tA O y ' p~ O O m A e W ~o~.z3' (~0~.4') LAND SURVEY PLAT S 89 37 2 X-x-x-X-x-X-X-X-x-x-X-X 4 CTION 22 T3S R69W OF TNE 6TN P.M. FENCE ~ A PART OF THE SE 1 SE , , , , FENCE IS 3.0 W is s.3 w SET 0.5 ~ X JEFFERSON COUNTY, CO~ORADO. ANQ 1.3 S WITNESS DESCRIPTION: CORNER ~~~-~~y~~~~"'~~ THAT PART OF THE SW 1/4 OF THE SW 1/4 OF THE SE 1/4 THE SE 1/4 OF SECTION - 22, TOWNSHIP 3 SOUTH, RANGE 69 WEST, DESCRIBED AS FOL x 017n AS FOLLOWS: NNIN AT A POINT 555.4 FEET EAST OF THE SOUTH 1/4 a BEGI G x ~ I F~FN_ SAID SEC110N 22; THENCE EAST 107.4 FEET TO THE SOUTHEI ~ ~ H NE LINE W 1 4 OF SW 1 4 OF SE 1 4 OF SAID SECTION, THENCE . n~ ~ T iNQICATES TELEP 0 OF S / / / rn=' FEET; THENCE WEST 107.4 FEET; TH E N C E S O U T H 2 7 7 F E E T Ti x o~~,. ~ -x-x-X-x- INDICATES FENCE LINE F BEGINNING EXCEPT PORTION THEREOF DESCRIBED IN BOON ~ p W 0 ~ ~Z o INDICATES ASPHALT IMPROVEMiENTS 63, AND EXCEPT FOR THE SOUTH 30 FEET AS DESCRIBED IN z ~ 94143141 COUNTY OF JEFFERSON, STATE OF COLORA~O v w w ~ INDICATES CONCREfE IMPROVEMENTS # ~ ~ WWW •a.~~ i~ (~T ~T'T` ~ .-'T~~T~ INDICATES GRAVEL IMPROVEMENTS CERTIFICATION: X ~ INDICATES WAL~ I HEREBY CERTIFY THAT, TO THE BEST OF MY KNOWLEDGE, I ~ INDICATES UTILITY POLE AND BELIEF, THE ABOVE DRAWING IS AN ACCURATE DELINEAT ~ .4' ° M ER TH ABOVE-DESCRIBED 1RACTS, MADE UNDER My 29 24,2 ~ INDICATES WATER Ef SURVEY OF E AND COMPLETED ON FEBRUARY 17, 20~7, AND DOES ACCURP ~ INDICATES IRRIGATION TAP x ,,..n.,~ THE DIMENSIONS OF SAID 1RACT, THE LOCATION AND DIMENSI N ~ 0 INDICATES ELECTRIC OUTLET BUILDINGS, UNLESS OTHERWISE NOTED, WHICN WERE ON THE : o TIME OF SURVEY, AND TNE LOCATION OF ALL EASEMENTS OR r~ RIGHTS-OF-WAY, VISIBLY EVIDENT OR KNOWN TO ME AT THE r ~r Y. THE NOTES AS SHOWN HEREON, ARE INCLUDED ~h'' r~ . SURVE , ~ x ~ ~ ~ MADE A PART OF THIS CERTIFICATE. ~ / 0.42 , --j r ~ 10.1 x w u~ IS 1.4,E , k,. . y, FENCE ~ .90- ~ o_. ; p x p ~ _x~x~X-X____z ~ r~~~~ e~~, 1~~,~~ X m z o FENCE CORNER a`" ~ , ~ , ~ ~~O z~~o'~ Z ~ . . ~5 ~.O W ~ Y~r ~l:-; °am, ~ o N REGISTERED LAND SURVEYOR t~ n ~ ~ FENCE CORNER ~r PROPERTY LINE NN~ ~ ~ . COLOFADO N0. 16837 ~ 37.4' . . ~ W ~3.5 17.0 /oo IS 2.2'E ~ . W "w o ~ 3 DESCRIBED LINE NOTICE: ACC~JRDING TO COLORADO LAW, YOU MUST COMME~ E - ~ N r ~ REC. 0967080 A D UPON ANY DEFECT IN THIS SURVEY WI' ~ ~ , , #F LEGAL ACT10N B SE i ~ ~ 5.5 .5•0 35,Q w YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO E1 ; ~r ~ 096708~ ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMM' ~ ~ DETAIL: RECEPTION ~ Xp : p #9~01 ~ THAN TEN YEARS FROM THE DATE OF THE CERTIFICATION SH ~ , o cv NOTES: v~ w s~ z ' AMP "LANE EN ; 2'2 0 ° 1, 5/8 INCH DIAMETER REBAR WITH CAP ST ED - i ~ ~ v~i 0.5' WG" IS SET AT POINT SHOWN THUS: • ~ . ~r / ~ a F 1/4. C(~R. SECIIQN 22 ~ ' . _ , ~ . ~ _ „ ` m TAMPED "LANE EN i~~~ . 2 0 3 1/4 A~LOY CAP IN RANGE , 2. 5/8 INCH DIAMETER REBAR WITH CAP S Z ~ ~th ~tR I.UK~VtK Jtl, U „ ~ „ ~ POINT BOX STAMPED ~~LS 13212" ~ IS SET AT POINT SHOWN THUS: 0 • 3-1 /4 ALLOY CAP IN RANGE rn „ n x t0 ' , 1 12 ' r , N ~ POINT BOX STAMPED LS 32 24.5 3. THIS SURVEY DOES NOT INCLUDE A TITLE SEARCH BY THI ca W , a~ N ' I TO DETERMINE: ; , x.~x.-X W ~ ~ A. OWNERSHIP OF THIS TRACT OR VERIFICA110N ( ; : • ~ ~ ~ DESCRIPTION SHOWN; 31 w ; ~t ~ N MPATIBILITY OF THIS DESCRIPT{ON WITH o ~ B. THE CO Y:. z a ADJACENT TRACTS; N Z ~ Q C. EASEMENTS OR RIGHTS-OF-WAY OF RECORD; ~ pW ~ O ~ INFORMATION SUPPLIED BY THE OWNER. o Q~ X 1.~ DITCH v~ 0 ~ ~ ~ TY Z ~ o~, 4. FENCE CORNER TIES REFER TO APPROPRIATE PROPER ( 1 EXAMPLE: "FENCE CORNER IS 3.0'W, AND 1.3'S" INDICAI W~ T AN L3 FEET SOUTH i ~ ~ ~ Q FENCE CORNER IS 3.0 FEET WES D m~ r NEAREST PROPERTY CORNER. ~ V/ X ~M , O ~ W I N OF THE EXISTING FENCES OR OTHER SIMIL~ ~ , 5. THE LOCAT 0 r DENOTING ~INES OF POSSESSION IN THE VICINITY OF I Y ~ x-- A THE PERIMETER HAS BEEN ESTABLISf o _X---- OF THIS TRACT, S _ Y'- o QESCRIPTION, MAY INDICATE OWNERSHIP ACQUIRED OR LC m ~ ' ~ TT RNEY SHOULD BE CONSUL' . ` , . . UNRECORDED MEANS. AN A 0 ~ . ~ I THIS MATTER. ~ ~ I < . IMENSIONS IN PARENTHESIS ARE PLATTED DIMENSIONS W ~ ~ , 6 D Q ~ SCALE 1= 20 VARY FROM FIELD MEASUREMENT. ~ , . . SET 0.5 F~ CE..IS.1.3 N ~ ~ , r., .~.W..... 7. THE QUIET TITLE DECREE RECORDED IN RECEPTION N0. i o WITNESS A b..0.0 20 0 10 20 30 ♦ . ~ , I NOT NAME TNE THEN OWNER OF THE SURVEYED T A i . . CORNER ~ ............T W 1b7.23 . FENCE IS 3.2'S . S 89'37 28 DEFENDANT. THEREFORE, IT IS NOT CLEAR IF THE QUI i.. ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . AN 0.5'W o~ r o ~ ~ . , , ~ ~ , AFFECTS THE SURVEYED PROPERTY. a , ~a ~ ~ ' r' . . , 8 t~ ~ ; ' . ' ' t.' ~ + ~ ` SEE NOTE ~ m N ~t. ` ; ; • r.'. ~ ~ ` ~ . ' ` ~ ~ ~ ~ ' " - ~~.'.s..~~~`~ - 8. THE DEED RECORDED IN BOOK 639 AT PAGE 69 GRANTS N . ; , - - _ 0 SE CORNER SEC 22 T3S WAY OF UNDEFINED WIDTH FOR A DOMESTIC WATER SERI o EXCEPTION REC. ~94143141 0 „ ~a m POINT OF o 3 1 4 ALLOY CAP IN RANGE POINT WEST 38TH AVENUE NORTHERLY ALONG THE EAST I.INE ( 3 W 38th AVENUE / , „ ~ ~ BEGINNING o ° ` SURVEYED TRACT. PERSONNEL OF THE WHEAT RIDGE V o M , , ~ , CAP ~ I~~ I` D~ ~~'rtl~ii TH TF ~ BASIS FOR BEARINGS 107.23 (107.4 ) 1987.89_ _ ~ P ~ HAVE STATED THAT THIS WATER METER SERVES E ~ . ~ 555.4 _ ~ - - ~ - - - - ~ ° ' " 2650.52' ~ r~~~d NORTH OF THE SURVEYED PROPERTY. N 89 37 28 E ~ = S 1 4 CORNER SEC 22 T3S R69W OOK 1343 AT PAGE 631 ~ - 9. THE DOCUMENT RECORDED IN B ~ " Y CAP IN RANGE POINT BOX, ~I[,L~~t~G Oi~F'1CI~L 3 3 1/4 ALLO ~~ti! EXISTING FENCE. THIS FENCE MAY OR MAY NOT BE THE ~ CAP STAMPED ~~LS 13212~~ '~'alitlityo#permi~:Theissuanceafapermik4rapprovalo(p~ans,s i~lca~ions DESCRIBED IN THE DOCUMENT. ° and campulaiions shell not be a r~it for or an a r i p~ pp oval r,l, any viala~3on lo ~ any of ihe provisions of 9he building code or af any Cily ordinances. ~ PBfmiiS presuming to ~ive auihorily kn ~~iolate or caneei (h~ pravisions ~f the _ ~uilding codes or o(her orainances of ,he Cily shaii nol be v~lid, ~ PREPARED BY: LANE ENGlNEERING SERViCE, INC. , ~ 9500 WEST 14TH AVENUE, LAKEWOOD, CO 80215 W TEL: (303) 233-4042 FAX: (303) 233-0796 ❑ ~ a ~ ~ i-W