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3935 Independence Court
Zlonto -)2v*L Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace C 319 Hot water tank OAJ } 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 C 405 Final Mechanical Residential OAJ } 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. PERMIT: ADDRESS: JOB CODE: INSPECTION RECORD Inspection online form: http:/www.ci.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 1 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 O 1 1 �pK L$ 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 O 1 1 �pK L$ 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 ► City of Wheat Ridge i i Residential Roofing PERMIT - 201707227 PERMIT NO: 201707227 ISSUED: 09/13/2017 JOB ADDRESS: 3935 Independence CT EXPIRES: 09/13/2018 JOB DESCRIPTION: Residential Re -roof to install GAF Armorshield asphalt shingles - 35 sq Pitch = 6/12 *** CONTACTS *** OWNER (303)455-1266 WEINGARDT DAN SUB (303)881-1169 Vern Robinson 021611 Robinson & Co. Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 0263 / ROSE HAVEN BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,995.00 FEES Total Valuation 0.00 Use Tax 188.90 Permit Fee 188.45 ** TOTAL ** 377.35 *** COMMENTS *** *** CONDITIONS *** 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 OVER 6/12 PITCH: 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 - 201707227 PERMIT NO: 201707227 ISSUED: 09/13/2017 JOB ADDRESS: 3935 Independence CT EXPIRES: 09/13/2018 JOB DESCRIPTION: Residential Re -roof to install GAF Armorshield asphalt shingles - 35 sq 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 alI entities named within this document as parties to the work to be performe and t at all work to be perf. rmed is di closed in thi document and/or its' accompanying approved plans and specifications. Signature of OVITQEB/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. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of an manner shall be performed that shall results in a change. of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance 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 r From: no-reply@ci.wheatridge.co.us Sent: Monday, September 11, 2017 1:18 PM To: CommDev Permits — Subject: Online Form Submittal: Residential Roofing Permit Application G Follow Up Flag: Follow up FlagStatus: Completed (1 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 ` 4 residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address 3935 Independence CT Property Owner Name Dan Weingardt Property Owner Phone 303-455-1266 Number (enter WITH dashes, eg 303-123-4567) 65 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 Field not completed. Yes weingardt contract.pdf CONTRACTOR INFORMATION Contractor Business Robinson & CO Inc Name t r 1, Contractor's License 21611 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) 7202545052 475 W. 115th Ave. Unit 6 Contractor Email Address robinsonandcompanybilling@gmail.com Retype Contractor Email robinsonandcompanybilling@gmail.com Address DESCRIPTION OF WORK TOTAL SQUARES of 35 the entire scope of work: Project Value (contract ,-7875-- value or cost of ALL l materials and labor) Are you re -decking the No roof? 66 Does the scope of the project include a flat roof (less than 2:12 pitch)? Does the scope of the project include a pitched roof (2:12 or greater pitch)? What is the pitch? How many squares are part of the pitched roof? Describe the roofing materials for the pitched roof: Type of material for the pitched roof: Provide any additional detail here on the description of work. (Is this for a house or garage? Etc) No Yes 6/12 35 Armorshield II GAF - Tile/Clay/Concrete- Armorshield II GAF , majority of roof is 6/12 pitch with small areas of 5/12 and 7/12 SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work may not begin on this property until a permit has been issued and posted on the property. Yes Yes Yes 67 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 Jeff Stakes Email not displaying correctly? View it in your browser. 68 MORTGAGE COMPANY INFORMATION Company: Account Number: ROOFING SPECIFICATIONS PRICE BREAKDOWN AND PAYMENT SCHEDULE SHINGLE TYPE: PRICE: TIME PAYMENT DUE SHINGLE COLOR: Armorshield II GAF RCV TOTAL: $ 22,542.19 Completion RIDGE CAP TYPE: Weatherwood PRICE: DEPRECIATION: $ 1,950.56 Completion RIDGE CAP COLOR: Timbertex GAF ACV TOTAL: $ 20,591.63 Deposit FLAT ROOF TYPE NA PRICE: DEDUCTIBLE: S 1,000.00 Included in ACV Total FLAT ROOF COLOR NA ACV CHECK: $ 19,591.63 Included in ACV Total DRIP EDGE COLOR: Charcoal Grey SUPPLEMENTS: TBD Completion FLASHING COLOR: Charcoal Grey UPGRADES: TBD 50% Deposit, 50% Completion ICE & WATER SHIELD: Yes, Eave (CODE) PRICE: RSPHRRAIS/CRBDrrsrwNP NA N/A UNDERLAYMENT: Synthetic PRICE: TOTAL PRICE: $ 19,454.69 +SUPPLEMENTS SHEATHING: TBD PRICE: DEPOSIT: S 12,454.69 Deposit RIDGE VENT: Cobra Ridge Vent PRICE: BALANCE DUE: $ 6,950.56 +SUPPLEMENTS INTAKE VENTS: TBD PRICE: These amounts represent the breakdown of your current insurance settlement. Supplements TOTAL PRICE OF ROOFING UPGRADES: $ maybe necessary and will be settled with your insurance company. Ifyou have full RCY and Law and Ordinance coverage you will incur no out of pocket expense beyond your applicable deductible and any upgrade costs. The homeowner will only be responsible for paying the deductible, unless upgrades are also being done. Under Colorado law, you must a complete re coo all layers will be removed, all f1whin will be replaced, and a thorou h ctrl i re"rnrg p e y g ep d, g ng nspection will be perforined. Spot repairs will not have these action performed. .� pay your deductible Issuance of any applicable warranty certificates and lien waivers will occur after final payment has cleared. ICUSTOMER. SIGNATURE CI IGNAT GUTTER SPECIFICATIONS WINDOW`SfECIFICATIONS Include Gutter and downspout types, sizes, and scopes, along with painting requirements, if necessary. Include window manufacturer, grade, and camber ofwindows. Exact window specs should be on an attached Gutter Color. Almond addendum. ! Gutter Scope 5" in metal steal Make: Line: Downspout Color. Almond Material: In Downspout Scope: 2x3 o s Notes N Save 2 downspouts and 20 LF of gutter possible gtttter guard screens.. Will get a quote TOTAL CE 0F7 R UPG ES: TOTAL PRICE OF WINDOW UPGRADES: CUSTOMER SIGNATURE RCI SIGNATURE TOMER SIGNA C [G TURE SIDING/STUCCO/PAIN (STAIN SPECIFICATIONS INTERIOR/OTHER SPECIFICATIONS Include make, grade, style, reveal, and texture of all applicable exterior siding/stucco/paint/staim Include all applicable Include type of work to be done, location of work, kind, and quality. Use separate addendum if necessary. soffit and fascia in this box. Use appropriate addendum if necessary. Notes Notes WNP on the following line item of insurance estimate dated 5/26117 WNP for line items 30 of initial insurance estimate dated 5116/17 line items 5 and 6; line items 26 and 27 and 28 and 29 TOTAL PRICE OF SIDINGISTUCCO/PAINT UPGRADES: TOTAL PRICE OF INTERIOR/OTHER UPGRADES: CUSTOMER SIGNATURE RCI SIGNATURE CUSTOMER SIGNATURE RCI SIGNATURE SPECIAL INSTRUCTIONS/ ADDITIONAL NOTES *Any items that differ from insurance scope must be explained here. Will look into attached patio cover at a date TBD to price out with material and labor in attempt to have work completed from the amount kept in work not performed. No roof load and protect driveway from possible damage, This is a contract between Robinson & Company, Inc. ("RC1") and the customer identified above and signing below ("You` or "Customer"). This contractacknowledges that the Customer wishes fuRCl to settle this claim sed coordinate all necessary repairs identified in the covered insurance scope of work Customer will pay RCI for services rendered under the terms of this contract according to the payment schedule outlined above Q agrees to communicate with Customer's insurance company (vinsurce) to determine the acceptable price to perforin necessary repairs par the scope of work approved by RCI and the Insurer. Customer autharizes RCI to communicate with the Insurer and irrevocably instructs the Insurer to cooperate with RCI on this claim. If there is a mortgage company associated with this claim, Customer also irrevocably instructs said mortgage company to cooperate with RCI in ragards to claim payments Customer understands thatRCrs obligation to coordinate repairs may be contingent on the Insurer approving the necessary services or materials and authorizing sufficient foods to complete the project Customer rla owledges that RCI is coordinating all related repairs and warrants the industry standard additional 20"/" fee for Overhead and Profit This Ae will be collected from the Insurer. Per Senate BHI 12-038 deposits paid to RCI will be held in trust until materials are delivered to the work site. } Prepared and submitted by: rLd Z 01 � `f -0-,tJ N--( 1 4 1 RCI REPRESENTATIVF PRINTED NAME R PRESENTATIVE SIGNATURE RCI REPRESENTATIVE PHONE # By signing below You acknowledge and agree to be bound by all specifications, terms, and conditions contained in this contract and the "Haw to Prepare" Document, and You agree to hire RCI to coordinate all repairs. STOMER SIGNATURE DATE CUSTOMER SIGNATURE DATE CITY OF WHEAT RIDGE �Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Joe, Uvz Job Address: ! 1 r-IQEIA5;w Cr` Permit Number: Z& (1 U7 2,�2 7 ❑ No one available for inspection, e 2� q PM Re -Inspection required: Yes No When corrections//have been made, call for re-' s ection 3 - 34- 33 Date: Iv Az (lam Inspector: G DO NOT REMOVE THIS NOTICE R *14 made, ca// for re- bate: D. /j � insPection at Inspector: 3 � � . � DO HOT REMOVE TH/S 11/OT/CE CITY OF WHEAT-� Building Inspecti RIDGE (.303) 23on Division 4-5933 /n 3) 235-2855 Office , on (3-8929 //tee (303) 237-8Fax INSPECTION IVr ru,. l=MMjLqjL,-Z#M PS Form 3811 , July 2001 Domestic Return Receipt A le City of i4��Wh6atF COMMUNITY DEVELopmEN'r Mr, Dan Weingardt Ism r . . FIMME 3935 Independence Court i Mr. Weingardt, On August 8, 201 a building permit application for construction of a 12' x 20' Shed at 3935 Independence Court was received and processed by the City of WheatRidge Building Division. On January 9, 2012, the Building Division was notified in writing by the Planning Division that the submitted, documents did not eoijjiW Ji, giiijeall rectuired s ack distances. and that iWWiWi16 7 " Co ii iiii. i Based on denial by the Planning Division, which approval is required for issuance of a permit, the application for building permit is denied. Under the City of Wheat Ridge Code of Laws, you are afforded the right of appeal of the decision of the Chief Building Official as stated in this letter to the Building Code Advisory Board. If you choose to exercise your appeal rights, written application for appeal stating the grounds on which the appeal is based must be received by the Building Division no later than ten (10) days from the date of this letter. IN Chief Building Official 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2853 Fax: 303-234-2857 www,ci.wheatri J�d �e.co.0 S - CC. Tuff Shed, Inc. EwJ,avAw,s:-bm-1a4v-9-2-( -' , Denial Letter Application for Appeal to BCAB wwwximheatridgexoms City of Wh6 at �Iicle COMMUNiTy DEVELOPMENT t 1 ", I ' I am TO: Building Division DATE: January 9, 2012 Plan review #11-0219 was <«t « : for approval of shed construction at 3935 Independence Court. Please be advised that the plan submitted did not meet setbacks for the R- I zone district. A revised site plan was never resubmitted meeting the R-I development standards, therefore, this permit has been denied by Planning. Let me know if you need anything else. City of - ]�qrWs6--itRtqge BUILDING CODE ADVISORV BOARD APPEAL APPLICATION (Cannot be used for appeal ofNotice and Order postings) date that the complete application is received. Complete applications must be filed witbin 10 days of issuance of decision to be appealed to receive consideration, Date of appeal: 33EE3= Printed Name and Signature of Appellant: muc��! GE�3133m= IWFIRFRII� 111��p�iqiig� Signature of Property Owner (If not Appellant): P RIMIN19 ,i Date application recd Was application complete? Yes No If No, date, time and method of appellant notification zaammsm= BCAD decision on appeal: Upheld Denied Modified 'Attach written determination of BCAB Chairman) Cit o f e ' � heat MUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303 - 235 -2855 * Fax: 303 - 237 -8929 Inspection Line: 303- 234 -5933 Building Permit Application Property Address: 3 9 3 5 2.i 6 e" Property Owner (please print): u n w d 7 Mailing Address: (if different than property addr s) Address: iV rte. City, State, Zip: 1 ,Contractor: Contractors tiecmcar City License # 7'.�fS /� :ity license #: _ _ „2 7� I her ertify t the st rules or r s of the allegations made are accu responsibility for complia this application; that I and am also authorizediM CIRCLE ONE: (O E$ City Lice # Date: e1q Plan# Permit # Contract Value: s� /ons �tr $ 5 a� Review Fee (due at time of submittal): S Sq Ft. ��� O $ Gjf . t NATURE OF U TANDING AND AGREEMENT ncesproposed by this pe it application are accurate and do not violate applicable ordinances, eat Ridge or covenants, easements or restrictions of record; that all measurements shown and hat I have. read and agree to abide by all conditions printed on this application and that I assume full ith applicfte City of Wheat Ridge codes and ordinances for work under any permit issued based on al owner ve been authorized by the legal owner of the property to perform the described work 1 o tity included on this application to list that entity on this application.. or (A RIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) SIGNATURE: DATE: I. Bldg Valuation: $ 7d1Z - 1 ,6 1137 j Property appraisal system Property 2 , a In o Previous 7 OF 10 Next GENERAL INFORMATION Schedule: 211630 Parcel ID: 39- 223 -08 -012 Status: Active Property Type: Residential Property Address: 03935 INDEPENDENCE CT WHEAT RIDGE CO 80033 Mailing Address: SAME ADDRESS AS PROPERTY Neighborhood: 2406 - BEL AIRE,HILLCREST HEIGHTS, MELROSE MANOR AREA Year Built: 2010 Improvement Number: 1 ". PROPERTY DESCRIPTION Subdivision Name: 650200 - ROSE HAVEN Block 1 Lot lKey ISection Township lRange QuarterSection ILand Sqft 0 0005 1 122 13 169 SW 114113 Average Total 1141J 3 Assessor Parcel Maps Associate with Schedule �mao39- 223.odf PROPERTYINVENTORY Graphic Parcel Mae MaDOuest Location Property Type RESID Design: Ranch Item Quality No. MAIN BEDROOM FIRST FLOOR 2 CENTRAL AIR Average 0 BSMT BEDROOM JQuit Claim Deed 2 FULL BATH Average 1 3FIX -3/4 BATH Average 2 SALE HISTORY Page 1 of 1 Print Heir) Owner Names) WEINGARDT DANIEL WEINGARDT LOURDES Adjusted Year Built: 2010 Areas Quality Construction Sqft FIRST FLOOR Average F 1992 COVERED PORCH Average JQuit Claim Deed 100 BSMT TOTAL Average 1572 ATTACH GARAGE Average F 546 BSMT FINISHED Average TBA 1070 W/O BASEMENT Low 0 Land Characteristics Middle School Sale Date ISaie Amount Deed Type Reception 01 -30 -2009 70,000 Warranty Deed -Joint Tenancy 12009008701 10 -14 -2010 0 JQuit Claim Deed 12010092319 11 -18 -2010 395,000 Special Warranty Deed - Joint Tenancy 12010104179 TAX INFORMATION 2011 Payable 2012 Actual Value Total 397,040 3137 Assessed Value Total 31,604 2010 Payable 2011 WHEAT RIDGE Actual Value Total 264,050 URBAN DRAINAGE &FLOOD CONT DIST Assessed Value Total 21,018 Treasurer Information View Mill Levy Detail For Year '20 2011 Mill Levy Information Tax District 3137 County TBA School TBA WHEAT RIDGE TBA REGIONAL TRANSPORTATION DIST. TBA URBAN DRAINAGE &FLOOD CONT DIST TBA URBAN DRAINAGE &FLOOD C SO.PLAT TBA WHEATRIDGE FIRE DIST. TBA WESTRIDGE SAN. DIST. TBA WHEATRIDGE W. DIST. TBA Total TBA 11... 21310.... http: / /www.co. jefferson. co .us /ats /disl)lavgeneral.do ?sch= 211630 &offset =6 8/15/2011 All shingles shall be nailed with a Rafters shall bear fully at heel cut minimum of 6 nails per shingle and and shall have one H2.5 clip per mid roof inspection required on tile, rafter at bearing point. concrete, or metal roofs. _ Residenth How to use this guide At least two completed documents must be provided to apply fora b 1. Complete this building guide by filling in the applicable blanks. 2. Provide a floor plan (site plan) showing dimensions of you j structures on the property and the distance to exi N"Bulf 3. Fill out a permit application Sheds under 120 square feet in size r ire "S Sheds greaterthan 120 square feet r e Pe information. APPROVED Subject to Field Inspe ions Wheat Ridge Bui g Dept. Date: 0 r ationship to existing buildings or i`ached examp /eJ Permit" only. alongwith the above Roof decking ��' S ?lv Roof style A_ Roof cover material I - XL( 2x `' Rafters@_o.c. G�.-.r > 12 " CheckOne Roof style B, Pitch I I V r Span o .- m 2x_�J_studs@ G6 o.c. ,� m Siding LP e m m :2 m Minimum 16 Ga. metal straps with 8/16d nails ` and bolted to ground anchorw /1/2 "bolt. Min. 1/2" Dia. Anchor@ 6'0" o.c. m & 12" from corners. 3 3 Exist. Grade 3 -1/2" Minimum Concrete Slab Ik 2x_ Floorloist Exist. Grade _x_ Skids @_o.c. 36" Anchor/ 8" Dia. Caisson —Located atEACHcorner '� II° I T I Wheat'Widge Building, Dept. I / )o I CERTIFICATE OF OCCUPANCY City of Wheat Ridge , 7500 W 23th Ave Wheat Ridge CO 80033 Permit# 090994 Issued: 06/15/10 Stipulations: 1900 sq ft "Single Family Home This certificate verifies that the building constructed and/ a , or the use proposed of the building and /or premises, under the above permit number and on property described below, �A does comply with the Wheat Ridge Building Code and - IIdevelopment standards of the zone district in which it is located and may be occupied. All other licensing V, 0 - 11requirements for the City must be met: Site Address: 3935 Independence Ct u }Parcel Number: 39-223-08-007 ;Owner; Independence Street LLC 1� 13767E. Weaver Lane Centennial Co 80111 C ontractor Pete Scott Independence Street LLC 13767.E Weaver" Lane Centennial, CO 80111 � For the Following Purpose Res. New SFR oE-r � is CEditiohs NO change shall be- made in the USE" of V ICC /2005 NEC this buildin g without . prior notice 20"03 20'03 ICd /2002 NEC and 'a new Certificate' of Occupancy �. 1997 UBC /2002 NEC from the'City.of'Wheat Ridge. S rinkler'System s — lding Inspector Zoning dministn for , z r CER "FICATE MUST,BE POSTED BY FRONT DQOR OF , COMMERCIAL':OCCUPANCLES r 06/16/10 08:34:25 City of Wheat Ridge Page 1 bp7O1 -ls PERMIT INFORMATION - 090994 mmackey PERMIT INFORMATION: Permit$: 090994 Permit Type: Res. New SFR Permit Dt 07/28/2009 Expires: 09/30/2010 LAND PARCEL INFORMATION: Zone Cd: Residential SFR Funct Use: Single Family Res Subdivision: ROSE HAVEN Cant Type: Brick Legal: JOB DESCRIPTION: 1900 of ranch style home FEES QTY DOE Permit Fee 201,077.00 2,034.51 Permit fee additiona .00 206.73 Plan Review Fee .00 839.77 Plan Review Addtiona .00 1,153.66 Plan review Addition .00 19.86 Total Valuation 201,077.00 .00 Use Tax 201,077.00 3,619.39 7,873.92 Address: 3935 Independence Ct Parcel Cd: 39- 223 -08 -007 OWNER: Address: 13767 E. Weaver Lane City /St /Zip: Centennial CO 80111 DO: 0 Last Zone Dt: Annex Dt: Lot: PAID: 2,034.51 206.73 839.77 1,153.66 19.86 .00 3,619.39 7,873.92 Block No: 0 SetBacks- Front: 30.0 Left: 15.0 Right: 15.0 Back: 15.0 CONTACTS: owner Independence Street LLC 13767 E. Weaver Lane Centennial CO 80111 3038423964 sub CIA Over -all Electric John McGrath 2890 S. Zuni St. Englewood, CO 60110 3039791641 sub CL9 Smith & Willis HVAC Eugene Willis 12340 Mead Way Littleton, CO 80525 3036884487 sub CLE White Roofing Inc. William White 1408 W. Quincy Ave. Englewood, CO 80110 3037612255 GC CL3 Independence Street LLC Pete Scott 13767 E Weaver Lane Centennial, CO 80111 3039881160 sub CL9 Allways Ken's Heating & A/C 3473 W. Bowles Ave. Littleton, CO 80123 3039347112 PARCEL INFORMATION: 10 Structure Type RANG 20 Year Built 1958 30 Property Type REBID PERMIT CONDITIONS: AT: Landscaping must be complete and driveway must be paved prior to C /o. DFB:Need to have final inspection and application filled out before C/0 issuance. KC: Approved with red line notes. Subject to field inspections. Must comply with 2003 IRC, 2005 NEC, and all applicable City of Wheat Ridge Municipal Codes. AMENDMENT CONDITIONS: AT: Approved. R -1 KC: Approved per plans and notes on plans. Subject to field inspection. APPROVALS: Reg Apprv'1 Date Approver Note -------------------- ---- ------------ - - - - -- ---- - - - --' Planning 05/21/09 AT REQUIRED INSPECTIONS STATUS: PERMIT NOTES: 06116110 08:34:25 City of Wheat Ridge Page 2 bp701 -1s PERMIT INFORMATION - 090994 mmackey 10/19/09 Pete Scott turned in plans to do 6' x 20' shed roof. Attach to exterior wall of house. 07/20/09 CREATED FROM APPL# 09 -0129 07/17/09 AT: Permit approved. Landscaping and driveway most be complete prior to C /O. Total of 6 bra to review resubmital documents. 07/15/09 C, G, & SW most be constructed along entire frontage and drainage needs to function per drainage plan. Both will be inspected by P.W. prior to C.O. 07/14/09 Pete Scott resubmitted plans for review. Never picked up old plans, we were told by him that that job was cancelled 05/21/09 Permit approved. Sent to JS for review. 05/15/09 Given one at to UPS and one set to AT for review INSPECTION INFORMATION: # TYPE CONTR# CALLED CNCL WHO REq DT INS DT STATUS 1 TCE:Temp. Const. Meter 01 -9585 08/19/09 no MV 08/20/09 08/20/09 COMPLETE 2 CAS:Caissons 09 -0221 08/27/09 no KC 08/28/09 08/28/09 COMPLETE 3 PUG:Plumbing Underground 08 -0256 09/14/09 no KC 09/15/09 09/15/09 COMPLETE 4 PUG:Plumbing Underground 08 -0256 09/16/09 no CCI 09/17/09 09/17/09 COMPLETE 5 SHE:Sheathing /Sheer Insp 09 -0221 10/19/09 no CCI 10/20/09 10/20/09 COMPLETE 6 FRI:Framing Rough Insp. 09 -0221 11/02/09 an KC 11/03/09 11/03/09 COMPLETE 7 MID:Midroof Insp. 02 -1749 11/05/09 no CCI 11/06/09 11/09/09 INCOMPLETE 8 PRI:Plumbing Rough Insp. 11/24/09 no KC 11/30/09 11/30/09 COMPLETE 9 ERI:Electrical Rough Ins 01 -9585 11/24/09 no KC 11/30/09 11/30/09 COMPLETE 10 GAS:Gasline Inspection 08 -0256 11/24/09 no KC 11/30/09 11/30/09 COMPLETE 11 MRI: Mechanical Rough Ins 08 -0256 11/24/09 no KC 11/30/09 11/30/09 COMPLETE 12 ROF:ROO£ Inspection 02 -1749 11/24/09 no KC 11/30/09 11/30/09 COMPLETE 13 FRI:Framing Rough Insp. 09 -0221 11/30/09 no KC 12/01/09 12/01/09 INCOMPLETE 14 fri:Framing Rough Insp. 09 -0221 12/03/09 no kc 12/04/09 12/04/09 COMPLETE 15 ELC:Elect. Inspection 09 -0221 12/03/09 no kc 12/04/09 12/04/09 COMPLETE 16 INS:Insulation 09 -0221 12/03/09 no kc 12/04/09 12/04/09 COMPLETE 17 DWS:Drywall screw /nail 09 -0221 12/14/09 no CCI 12/15/09 12/15/09 COMPLETE 18 efi:Electrical Final Ins 01 -9585 03/22/10 no rp 03/23/10 03/23/10 PARTIAL 19 pfirPl.mbi., Final Ins, 03/29/10 no rp 03/30/10 03/30/10 PARTIAL 20 mfi: Mechanical Final 08 -0256 03/29/10 no rp 03/30/10 03/30/10 PARTIAL 21 BFI:BUilding Final Insp 09 -0221 06/09/10 no KC 06/10/10 06110110 INCOMPLETE 22 PWF:PUblic Works Final 09 -0221 06110110 no CPS 06111110 06/15/10 COMPLETE 23 LFI:Landscaping Final 09 -0221 06110110 no AT 06111110 06/14/10 COMPLETE 24 PFI:Plumbing Final Insp 06/10/10 no KC 06/10/10 06/10/10 INCOMPLETE 25 MFI:Mechanical Final 06 /10 /10 no KC 06/10/10 06/10/10 COMPLETE 26 EFI:Electrical Final Ins 06/10/10 no KC 06/10/10 06110110 COMPLETE 27 pfi:Plumbing Final Insp 06/14/10 no kc 06/15/10 06/15/10 COMPLETE 28 bfi:BUilding Final Insp 09 -0221 06/14/10 no kc 06/15/10 06/15/10 COMPLETE ♦ i CITY OF WHEAT RIDGE /�/ Building Inspection Division (303) 234 -5933 Inspection line J (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: P 13 LE � c - ¢' Job Address: v�oFe�G�rr.U�f r Permit Number: og9ag5;'4 �y°9�xo�ErJ ❑ No one available for inspection: Time r : f y AMM Re- inspection required: Yes 'No "When corrections have been made, call for re- inspection at 303-234-s933 Date: 4 Z/ <_/ o Inspector _%�,� DO NOT REMOVE THIS NOTICE ♦ 4' CITY OF WHEAT RIDGE Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: Job Address: er Permit Number: Cx7,o 99°Y 4 s7 �.2 df,s nw s.L r� !3� _3'� "— 3b'" u✓t�lsrJflF 7-0 Oe�77?%41 $rl S. kfr`kea .t�r>SS w�v �iti/ — �3�s'f�fdr�r S .a��srs A/� ni wf r A. aAZ< ❑ No one available for inspection: Time AM /PM Re- Inspection required: Yes No When corrections have been made, call for re inspection at 303 -234 - 5933 Date: 6 Inspector DO NOT REMOVE THIS NOTICE a Eve, C d V c . 4+ O O. 7 E v H t to W _m c 3 d e c c O V m to c rA c O d a w c w �a L v O c O m N m C yl }�Q a a CD t Z Q O (D w c - UU m U) M M O t N CD �00 o O �o U) C LL W C Q M _o CV) i N O U N r 0) o t Q N � D) 0 LU W tC Li d U. � ca f� a O/ e c i tu txq � V C d V c . 4+ O O. 7 E v H t to W _m c 3 d e c c O V m to c rA c O d a w c w �a L v O c O m N m C yl }�Q a a CD t Z Q O (D w c - UU m U) t N 0 O W C LL W C o LU i c LO as r 0) E t b 0 L W s Li d U. � U a O/ e c i tu txq � V Z z Z U a H z N a� 1. Q W V Z LL. IL C9 O � V W (,� a0� 0 a qq Z Zz 0 Z IL fq kV W IL W w C (L O rL . F- U LU a Q d (L J D J Z CL rn D w O W z o �o= Z w EL C Z Z O LL g V) m' U rn o E UL LL a 3 I t LL t N 0 W C LL W C o a i c LO as r 0) E t b 0 L W s Li d U. 0 O L1 m U) w � O m a O/ e c i tu txq � V Z z Z U a S z N t LL t N 0 W C LL W C o 19 c LO as r 0) E t 3 0 L W s Li d U. v J � Z z 1�- a� 1. Q W V Z LL. IL � � V W (,� a0� 0 qq Z v 0 Z IL fq kV W IL w C (L O rL . F- t rel U LL t N 0 W C LL W C o 19 c LO as r 0) E t 3 0 L W s Li d U. rel U LL 0 W H 19 V LU V. W Q �V J Z N 1�- 1. Q W V Z LL. IL � � V W (,� a0� 0 qq Z v Z IL * a IL V rel U Cl ti A z �z VAN DYKE SURVEYING & ENGINEERING, LLC _ 9542 W. LOUISIANA AVE., LAKEWOOD, COLORADO 80232 720 -312 -2238 voice 303- 986 -6096 fax , CERTIFICATION OF INSPECTION TO: PG- T E $5 o - r 3 7/ - 7 C . LuM-nye:rc L A -AMJE Cewr ate, CO a.r"n 90te! Inspection Number Subject: Open Hole Foundation Inspection Property Address: r ti nc- o tx e-z 5T. IZG Ate . lG9GO2A'AO Subdivision Name: i2 0 5 G - /-✓ s Lot: 5 Block: FOOTINGS: I hereby certify that an open hole inspection of the footers were made on 9?- )- 20.21 by me or under my direct supervision and that the forms were done to the approved dimensions and that the required reinforcing steel was placed in accordance with the requirements of the foundation design for the subject property. FOUNDATION: I hereby certify that an inspection of the reinforcing steel in the subject foundation walls was made by me or under my direct supervision, on 9 - o Z 20_ and that the rebar replacemept and rebgr size was in accordance with the design requirements of the approved foundation design for the subject property. PERIMETER DRAINS: Inspection done on 4- 12- 20 n 4 WATERPROOFING- Inspection done on ENVIRONMENTAL ♦ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234 -5933 inspection line ]�? ;'r (303) 235 -2855 Office • (303) 235 -2857 Fax INSPECTION NOTICE Inspection Type: =`�i2. Job Address: ev Permit Numberz l ? t 63 15 .5d143� ❑ No one available for insoectionliTime AM /PM Re- Inspection required: Yes tt "When corrections have been made ll for l inspection at 303 - 234 -5933 Date: Inspector: _ DO NOT REMOVE NOTICE i CITY OF WHEAT RIDGE Building Inspection Division �r (303) 234 -5933 Inspection line r (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: G 5.Z" Job Address: <7 Permit Number: .,SP&I'l,al—F 2 9A<t1F%rus -& /�,UG'6 i ❑ No one available for inspection: Time _T AMV� Re- inspection required: Yes , *When correctlons have been made, call for re-inspection at 303 -234 -5933 Date: a '?'A9 Inspector: r e" DO NOT REMOVE THIS NOTICE INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB FOUNDATION INSPECTIONS DATE INSPECTOR NITIALS I (COMMENTS:. Footings /Caissons' Stemwall / (CEG):Concrete Encased Ground Reinforcing or Monolithic Weatherproof / French Drain Sewer Service Lines Water - Service Lines POUR NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED CONCRETE SLAB FLOOR Electrical (Underground) Plumbing (Underground) Heating (Underground) DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED fir' " : City of Wheat Ridge yCity of Wi leat 11Cle COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Date: Plan # ~ o -~)/&p Permit # 101Z"Ir Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Building Permit Application PropertylAddress 3g3fj^7-Aiw9 'P- Cr 6033 Property Owner (please print): hETC !jc~on Phone: - giZZ-31& X Mailing Address: (if different than property address) Address: 13-M-7 E. LJ0VKV- Z-fJL City, State, Zip: L8W 7Z~Wl47/k_ & 80111 Coritracto : ~ E .5,f:-o77- Contractors City License M Phone: -gstZ -3p(oje Subw6ontrasfoi~~ Electrical Plumbing: E.urnr41f✓Zr G7tG / Mechanical City License # City License # City License # Des nption`:of works f c~ 5RiA)9ke4 SY57-01t C ~ CS ~1~5} y C 42 Fcer> $ ontrac i . Squares BTU's Gallons _ Amps Sq Ft. I L, OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I.have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLEONE C O / WZ WJ"C E ATIVE) of (OWNER) (CONTRACTOR) ONTRAACTTOR) or (AUTHORIZEDREPRES NNTT PRINT NAME: J H T~ f ( ~ seer-7- C SIGNATURE: V A.. 4W A- DATE: 'I •~lO, Re ew Fee (due at ti a of submittal): I I Bldg Valuation: Sample Site Plan I - . Property Line . Feet J Garage or W O Carport or ~ Shed J S]. O R Poi I HOUSE n L r gm sPw~ Rn 42` Side setback Side Setback Y p I1 ~ N o 51DEWALK 3~~J5 -:P1)e17QJ-VQup-e C,`Z i NORTH Scale: P'= List square footage of ' ALL EXI5TING and PROP05ED structures located on the property. I I I a ate. v ~.x..5TKEET - - DATE: COMMENT ♦ ~ 4 e CITY OF WHEAT RIDGE Bung Inspection Division (303) 234-5933 Inspection line _(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE, Inspection Type: 7 i Job Address: , EH ✓r,~N,,,~l~ ,rr i%~ Permit Number: >9~ /-r - .gin l fir; 39,3_S- El No one available for inspection: Time C'/ L ~ /PM Re-Inspection required: Yes No When corrections have been made, Gaff for re-inspection-at 303-234-5933 Date: Inspector: r ice' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division r (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: i ❑ No one available for inspection: Time ! A PM Re-Inspection required: Yes No "When corrections have been made, calf for/re-Inspection at 303-234-5933 ~l i Date: o inspector: DO NOT REMOVE THIS NOTICE ♦ 4, CITY OF WHEAT RIDGE Bung Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _ Ooo F, AwFe , P? r, ep-T Job Address .-7,79 s ~vfrecf ~r Permit Number: ~gc~9~rf -57-82/14 Alle POt2. c~ LS ~A~f 70 ~E / rr ins ,47-,/A/.-,g A13r}df L°fS ,.¢~~~`SS ?.7or12 WI/f rf 147` rz~ L ~frt/T ~ env<'_ S / 1.~u~S ° !i b✓¢ ~iTS I~vuf - ?a 4h_ El n-f- ❑ No one available for inspection: Time 61 AM/~J Re-Inspection required: Yes CNg When corrections have been made, call for re-inspection at 303-234-5933 Date: ///zg&7 Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division r ( 303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTIQ,N NOTICE Inspection Type: Job Address: Permit Number: 11 No one available for inspection.; Time WPM Re- Inspection required: Yeses`" 'When corrections have been made, call for / me ta - inspection at 803 -234 -5933 Date: IS Inspector: ( ) A_Aj DO NOT REMOVE THIS NO ICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line ]~;'r(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: FRHr~C Job Address: 3935 SJJ~f ~fr/(JfiAC'f e7 Permit Number: c> 70g9V 1~ d3daeAl r.Efi21 rV 9vkZ. c ,4~P_ c/V6 2) rG!ff'~7 /rvsdl/P3f,r✓ l3AI IFS ,rv/fC?f to l=~hryfF 3) fafa~tl a513 S im tc/r ~f Pf✓f7 p? t rv tur~rt•oi F- 91ee/I l~Y/✓ .Sti~fS a r >v y <~ErvF / iz a' S 7 f 7-/ k4Y-rst1 ZrJrpS,r 4 ✓i,._' r-< Z • .G-Sf'rt? . -rT -1~i.~C'J/ S 5} 1~'.2E d3fr,,%~ rE=ln.arsv6 u-A~/S f'~ry,2 ur i~ ' d'~.,~ /vlf} ar✓f sVAl r`A, r!/JE r%A✓Lf r~ 7V `S w, 131R f v 13FS_s E v 7) fJll Yzs s/zrSuG a* 7r rc.~/fS ❑ No one available for inspection: Time AM/ YD Re-Inspection required s) No When corrections have been made, call for re-inspection at 303-234-5933 Date: !o2/i/09 Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE a Inspection Type: 11r' Job Address: xi, Permit Number: tl)!~ f~ v ❑ No one available for inspection: Time AM/PM Re-Inspection required: Yes No *When corrections have been made, call for re-inspection at 303-2345933 Date: 120 U Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Bung Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 7, Z- Fr26lIn Job Address: -7,7>,5 Permit Number: V ❑ No one available for inspection: Timed AM164M Re-Inspection required: Yes `When corrections have been made, call for re-inspection at 303-234-5933 Date: 1,?Z4~217 Inspector: ! r DO NOT REMOVE THIS NOTICE i~ ♦ i CITY OF WHEAT RIDGE Bung Inspection Division - - -r - (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE - py~fz cL Inspection Type: /':;P/ Job Address: d'1.35 s vr~El~~Df_si~'E cr Permit Number: O'7©`'77f1 e2€tF>2 "s'tr~n" r=o~caf - pfl sr rX !3f~,vs1?47ah'575 4 P4:>sTi~~, 13Fs~i~~~T- O No one available for inspection: Time o/3o AM/fQl~- Re-Inspection required: Yes No When corrections have been made, call for re-inspection at 303-234-5933 Date: Inspector: T DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE ~-r Bung Inspection Division ~ (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 235-2857 Fax INSPECTION NOTICE c r Inspection Type: ( ~r 5,8 E14 ! ! Job Address: _ 3`7_5 5- ) /J DIE P~ ;J 1) MC CC- Permit ( r Number: 6 CP G of 9 y No one available for inspection: Time AM/PM Re-Inspection required: Yes No "When corrections have been made, calf for r -fn pection at 303-234-5933 Date: fn-'-_?- U 'C99 Inspector: f DO NOT REMOVE THIS NOTICE S- rve. Q- ` L' CITY OF WHEAT RIDGE / Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office (303) 235-2857 Fax INSPECTION/ NOTICE Inspection Type: G tlt7 fly t~ ~C Job Address/Permit Number:') f rt Ft~ f % E i ❑ No one available for inspection: Time AM/PM Re-Inspection required: Yes No When corrections have been made, call fore-inspection at 303-234-5933 Dater`1~7°09 Inspector: ~!l t DO NOT REMOVE THIS NOTICE / G Independence Street LLC Pete Scott, Mngr. 13767 E. Weaver Lane Centennial, CO 80111 Re: Permit # 090994 New Single Family Residence 3935 Independence Ct Wheat Ridge, CO 80033 City of Wheat Ridge Building Department 7500 E. 29`h Ave. Wheat Ridge, CO 80033 Please extend the referenced permit for another 120 days beyond the current expiration date. Work is continuing on a daily basis, and completion is expected this spring. Should you have any questions, please contact me at 303-842-3964. Thank you, Pete Scott Manager City of Wheat Ridge Res. New SFR PERMIT - 090994 PERMIT NO: 090994'ISSUED: ' 07/28/2009 JOB 'ADDRESS:.. 3935 Independence Ct EXPIRES: 01/24/2010 DESCRIPTION:. 1900 sf: ranch : style home CONTACTS owner 303/842-3964 Independence Street: LLC sub 303/979-1641 John McGrath 01-9585 Over-all Electric sub 303/688-4487 Eugene Willis 08-0256 Smith & Willis HVAC'. sub 303/761-2255 William White 02-1749 White Roofing Inc. 3C 303/988-1160 Pete Scott 09-0221 Independence Street LLC sub 303/934-7112 02-1042 Allways Ken's Heating & A/C **:..PARCEL' INFO ZONE :CODE: R-1 USE: SFR SUBDIVISION:` 0263. BLOCK/LOT#: 0/. FEE SUMMARY ESTIMATED PROJECT. VALUATION: 201,077.00 FEES Permit Fee 2,034.51 Permit fee add.ltiona 206.73 Plan Review Fee 839.77 i f;CDG`~~~CC Plan Review Addtiona 1,153.66 Plan review Addition Total Valuation .00 I Use Tax 3,619.39 { :TOTAL 7;873.92 ;onditions• kT: Landscaping must be complete and driveway must be paved prior to C/0.' )FB:Need to have final inspection and application filled out before C/O Lssuance. CC: Approved with red line notes. Subject to field inspections. Must comply with ?003 :IRC, 2005 NEC, and all.; applicable City. of Wheat Ridge Municipal Codes. 1MENDMENT : CONDITIONS: fT: Approved:. R-1 CC: Approved per plans and notes on;plans. Subject :to field inspection. 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; thatI have read and agree to abide by all conditions printed on this applicatio d at I assume full responsibility for compliance with the Wheat Ridge Building Code :(I.B.C) and all other applicabl ea idge Ordinances, for work under this permit. Plans subject to 'field inspection. td.3p,o<f Signa ure of contractor/owner '.'date " 1 City of Wheat Ridge Res. New SFR PERMIT - 090994 PERMIT NO: 090994 ISSUED: 07./28/2009 JOB'.ADDRESS: . 3935 Independence Ct '.EXPIRES: DESCRIPTION: 1900 Sfranch style home 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 expire 180 days from 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 expires, a new permit may be. acquired for a fee of one-half the amount normally required, provided no changes have`. been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment:. exceeds' one (1) year, full fees shall be paid for a new permit. 1. No work of any manner shall be done that will change the natural flow of water causing a drainage problem 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 successive phases of the job. 5. The issuance of a permit or the approval of drawings and specifications shall; not be construed to be a permit for, nor an approval offy,+ an violation of `the provisions of the building codes or any :other ordinance, law, rule or :regulation. All. plan revi is ject to field inspections. lV^76~//1~J 3ignatureof hie uilding :Official Hate ENSPECT N REQUEST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855 tEQUESTS. MUST BE MADE BY3PM ANY BUSINESSDAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Fw"E°TRO City of Wheat Ridge Building Division Date: m 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 ` Fax: 303-237-8929 Plan <olxao Permit 4. ~o-- o Inspection Line: 303-234-5933 4. i Building Permit Application Property Address 9 DL, j Property Owner (please print):] Phone: Mailing Address: (if different than property address) Address: 13-2l C= City, State, Zip: 4^ ' ~ 1 C-Q -eoi i ! Contractor: Contractor License Phone: Sub Contractors Electrical City License Company: Plumbing City License Company Mechanical City License Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval: Approval: o Use of space (description): Construction value: UBScrlption of Work: r y ~~n r (as calculated per the Building Valuation Data sheet) r~. ~-r./ Plan Review (due at time of submittal): $ l•'{'C-i~ `(t: f.1,IL=7r `=r•~~~YZiQ~ ;a:✓'t'L~...firyf- r Sq. Ft./L.Ft added: dfG 73± Squares BTU's Gallons Amps t47o-2r/7 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:pp:~~ (OW Etll (CON ' ACTOR) or PERSONAL REPRESENTATIVE of (OWNER) (CONTRATOR) PRINT NAMEy~ > (T3 SIGNATURE: Date: d VAN DYKE SURVEYING & ENGINEERING, LLC 9542 W. LOUISIANA AVE. _ LAKEWOOD, COLORADO 80232 720-312-2238 voice 303-986-6096 fax October 10, 2009 To: Whom It May Concern; From: Merline Van Dyke; Subject: Pete Scott, 3935 Independence Court, Wheat Ridge; Work shall comply with the following codes: 2003 IRC, 2003 IECC & 2005 NEC. As requested, attached are the calculations for adding a canopy roof to the rear wall of the home under construction. This canopy roof is based on a site visit, and sketches furnished to me. If you have any questions or comments relating to this design, please contact me on my cell phone = 720-312-2238. Attach(cals) Wheat Ridge Building Department OF WHERT,pi u c01 O R IL ®o z BUIL N FFICIAL DATE Validity of permit: he issuance of a permit or approval of plans, specifications and computations shall not be a permit for, or an approval of, any violationto any of the provisions of the building code or of any City ordinances. Permits presuming to give authority to violate or cancel the provisions of the Building codes or other ordinances of the City shall not be valid. APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Signed Plan Checker /~E 7E SCO2-7 L«l~ ~ o-r cam- 2ooR 3 4 3 5 sG.iA~Ae~-Phur.-a- CT. ~ $L+r3J LGT: Z7~5L6 cu R J`IfCY~TY R~ Q-®a'F IGf'LUauCc+2"L-!'G LerG'ST SG7C der-7"~ E-.Iew-~' i.suJJ ~M- C.au S'~2ue.Turw ~ ~[~/L uCa 5 u aJ S nE-A-ld 6 ,tee R~q- p .F o a-A-0 2,,=F = t s P 5 r- --(?L ~''1zS c p=6'Y Xc. 9"y~SC-.1 Soo Ps,F= SL! - 3o PIF Y' SemG~S tj lL6= TSo.~PZE i _C= GZ'4. 0~®'jY 55aoX~="tip.~81# _ u /~G-F2+9mo P4F C,'IA~GE PLB(L rJ+'LLL. 5uRR6~L7. - O '.4 Y- "E /Q-(l_P} >LR(3t@ ~ - ~ i'Yt4G} P<ee Nt'~(7$ /7 Cm ra~~`. G9K. .2~mz ins z• 2a-oF zx~.~sp z.. Cc L=~+?4..J S = Cta c~c>v 5C-" 1C 4c ° _ 0OUT e-Y2 CZeo-~ ,('~j ~yvn = 2- 2 y_5'S Rm~F 2ftFZ s _ 2X&`S QZ5 za. c. N aSSE 2tj-t-- r PLh-rF = I- z, ro 'nla L/i~ $c2acLa GO T29 4iC5T Ia+~/rLl..~G LJCP Z -.Sc2-~..ti+s ptl i e,*~ Er~o. r}c XrLL2A9 L GL 6P5 = cJ R. W-P.% cgn...I. b4-LLIr no?- 6T L)A-t-. Viewed looking to the North West Shed Double 2x8 I 4X4 Posts (3) Grade- Pier - 4' below grade a m a> v a~ Y m E m O io N L CL i m Cl) O L1. Y O IL w O Q' N t EEI t6 C O Y C_ O C E a) m co Column( 2006 International Building Code (05 NDS) ) Ver: 7.01.14 By: Marline Van Dyke, Van Dyke Engineering on: 10-10-2009: 04:35:08 AM Protect: Pete Scott-3935 INdependance Court - Location: column-rear deck Summary: 3.5 IN x 3.5 IN x 8 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 74.6% Vertical Reactions: Live: Vert-LL-Rxn= Dead: Vert-DL-Rxn= Total: Vert-TL-Rxn= Axial Loads: Live Loads: PL= Dead Loads: PD= Column Self Weight: CSW= Total Loads: PT= Eccentricity (X-X Axis): ex= Eccentricity (Y-Y Axis): ey= Axial Duration Factor: Cd-Axial= Column Data: Length: L= Maximum Unbraced Length (X-X Axis): Lx= Maximum Unbraced Length (Y-Y Axis): Ly= Column End Condition: Ke= Calculated Properties: Column Section (X-X Axis): dx= Column Section (Y-Y Axis): dy= Area: A= Section Modulus (X-X Axis): Sx= Section Modulus (Y-Y Axis): Sy- -Slenderness Ratio: Lex/dx= Properties For: #2- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fd: Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.37 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: Ley/dy= 1125 LB 641 LB 1766 LB 1125 LB 620 LB 21 LB 1766 LB 0.00 IN 0.00 IN 1.00 8.0 FT 8.0 FT 8.0 FT 1.0 3.50 IN 3.50 IN 12.25 IN2 7.15 IN3 7.15 IN3 27.43 27.4 Fc= 1350 PSI Fbx= 900 PSI Fby= 900 PSI E= 1600000 PSI E-Min= 580000 PSI Fd= 568 PSI fc= 144 PSI Fd= 568 PSI Multi-Span Roof Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Merline Van Dyke , Van Dyke Engineering on: 10-10-2009: 04:33:19 AM Project: Pete Scott-3935 Independence Court - Location: beam-rear deck (10'+10') Summary- ( 2 ) 1.5 IN x 7.25 IN x 20.0 FT (10 + 10) / #2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 44.2% Controlling Factor: Section Modulus / Depth Required 6.04 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.03 IN Live Load: LLD-Center- 0.09 IN = 01286 Total Load: TLD-Center- 0.12 IN = 0972 Right Span Deflections: Dead Load: DLD-Right= 0.03 IN Live Load: LLD-Right= 0.09 IN = U1286 Total Load: TLD-Right= 0.12 IN = U972 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 394 LB Dead Load: DL-Rxn-A= 186 LB Total Load: TL-Rxn-A= 580 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.31 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1125 LB Dead Load: DL-Rxn-B= 620 LB Total Load: TL-Rxn-B= 1745 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.93 IN Right End Reactions (Support C): Live Load: LL-Rxn-C= 394 LB Dead Load: DL-Rxn-C= 186 LB Total Load: TL-Rxn-C= 580 LB Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.31 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 FT Right Span Length: L3= 10.0 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 10.0 FT Live Load Duration Factor. Cd= 1.15 Pitch Of Roof: RP= 0. :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 30.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 3.0 FT Roof Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 90 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 45 PLF Total Load: wT-2= 140 PLF Right Span Loading: Uniform Load: Roof Live Load: RLL-3= 30.0 PSF Roof Dead Load: RDL-3= 15.0 PSF Roof Tributary Width Side One: Trib-1-3= 3.0 FT Roof Tributary Width Side Two: Trib-2-3= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 90 PLF Total Dead Load (Adjusted for Roof Pitch): wD-3= 45 PLF Total Load: wT-3= 140 PLF Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 1149 PSI Adjustment Factors: Cd=1.15 CI=0.98 CF=1.20 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= -1745 FT-LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Page:2 Multi-Span Roof Beam( 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Merlin Van Dyke , Van Dyke Engineering on: 10-10-2009: 04:33:19 AM Project: Pete Scott-3935 Independance Court - Location: beam-rear deck (10'+10') Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= Moment of Inertia (Deflection): A= Iraq= 1= 789 LB 18.23 IN3 26.28 IN3 5.72 IN2 21.75 IN2 35.27 IN4 95.27 IN4 Multi-Span Roof Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Martine Van Dyke, Van Dyke Engineering on: 10-10-2009 Project: Pete Scott-3935 Independance Court - Location: beam-rear deck (10'+10~ Summary: (2) 1.5 IN x 7.25 IN x 20.0 FT (10 + 10) /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 44.2% Controlling Factor Section Modulus / Depth Required 6.04 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS I nad cnmhinefinn ehn,nn• r..s...n:.... o~._~.n ~____un_n_u:__ 901 451 Shear (Ibs) -450 -900 200( 1000 Moment (ft-lb) C -1000 -2000 -0.2 -0.1 Deflectior (in) 0 0.1 0.2 i 873 lbs @ 10 ft -873 Ibs @ 10 ft 982 ft-Ibs @ 4 It -1745 ft-Ibs @ 10 ft -0.021 in 12.3ft~ 0.123 in 4.6 ft Center Span = 10 ft Right Span = 10 ft Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Center Span Uniform Loading Live Load Dead Load Self Weight Total Load w 90 Plf 45 Plf 5 Plf 140 Plf Right Span Reactions Live Load Dead Load Total Load Uplift Load A 394 Lb 186 Lb 580 Lb 0 Lb B 1125 Lb 620 Lb 1745 Lb 0 Lb C 394 Lb 186 Lb 580 Lb 0 Lb Page 2 Uniform Loading Live Load Dead Load Self Weight Total Load w 90 Pif 45 RIF 5 Plf 140 Plf Roof Rafterf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Merline Van Dyke, Van Dyke Engineering on: 10-10-2009: 04:37:40 AM Project Pete Scoff 3935 Independanod Court - Location: rafters-roof- (6'+1) Summary: 1.5 IN x 5.5 IN x 7.0 FT (6 + 1) 24 O.C. / #2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 127.7% Controlling Factor. Section Modulus / Depth Required 4.1 In Interior Span Deflections: Dead Load: DLD-Interior- 0 03 IN Live Load: Total Load: LLD-Interior- . 0.06 IN = U1299 Eave Deflections (Positive Deflections used for design): TLD-Interior- 0.09 IN = U871 Dead Load: DLD-Eave= 0 00 IN Live Load: Total Load: LLD-Eave= . 0.00 IN = 21J6496 Rafter End Loads and Reactions: TLD-Eave= LOADS: 0.00 RXNS: IN = 2L/25298220 Upper Live Load: 90 PLF 180 LB Upper Dead Load: 46 PLF 92 LB Upper Total Load: 136 PLF 272 LB Lower Live Load: 123 PLF 245 LB Lower Dead Load: 65 PLF 129 LB Lower Total Load: 187 PLF 374 LB Upper Equiv. Tributary Width: UTWeq= 3.07 FT Lower Equiv. Tributary Width: LTWeq= 4.3 FT Rafter Data: Interior Span: L= 6.0 FT Eave Span: L-Eave= 1.0 FT Rafter Spacing: Spacing= 24.0 IN O.C. Rafter Pitch: RP= 4.0 :12 Roof sheathing applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Rafter Loads: Roof Live Load: LL= 30.0 PSF Roof Dead Load: DL= 15.0 PSF Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: L-adi= 6.32 FT Eave Span: L-Eave-adi= 1.05 FT Rafter Live Load: wL-adi= 54 PLF Rafter Dead Load: wD-adi= 28 PLF Rafter Total Load: wT-adj= 82 PLF Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1461 PSI Adjustment Factors: Cd=1.15 CF=1.30 Cr-1.15 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 404 FT-LB 3.162 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 231 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 3.32 IN3 S= 7.56 IN3 Area (Shear): Areq= 1.68 IN2 A= 8.25 IN2 Moment of Inertia (Deflection): Iraq= 8.60 IN4 1= 20.80 IN4 Roof Rafter[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Martine Van Dyke, Van Dyke Engineering on: 10-10-2009 Project: Pete Scott 3935 Independancd Court - Location: rafters-roof- (6'+1') Summary: 1.5 IN x 5.5 IN x 7.0 FT (6 + 1) @ 24 O.C. / #2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 127.7% Controlling Factor: Section Modulus / Depth Required 4.1 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load mrnhinatinn chnwn• Cnntrnllinn Rhanr/Mnman4?1nflaMinn ninnrnma 30C 15C Shear (Ibs) C -150 -300 500 250 Moment (ft-lb) 0 -250 -500 -0.09 -0.045 Deflection (in) 0 0.045 0.09 254 Ibs @ 0 It -268 Ibs @ 6 ft ~404ft-Ibs@3ft -16 ft-Ibs @ 6It -0.04 in @ 7.4 It in@3.2ft Interior Span 6 It (6.32 ft) ve = 1 ft (1.05 fl Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Rafter Pitch: 4: 12 Reactions Live Load Dead Load Total Load Uplift Load A 180 Lb 92 Lb 272 Lb 0 Lb B 245 Lb 129 Lb 374 Lb 0 Lb Interior Span Uniform Loading Live Load Dead Load Total Load w 30 Psf 15 Psf 45 Psf Page 2 Eave Uniform Loading Live Load Dead Load Total Load w 30 Psf 15 Psf 45 Psf 3 m l.dW.d.m GL r w 0 a 19 m 8 LL ^-IJOIUI 1 m m i ' co$$ 5Ea m n °mE °a o~ga0°'wv o a N mo~ U y ~'€OPmT y q W090 1 Cam.K 09 Cm ~ Oqx~ 66 I e5 amio gP 1°3- $E o ` N50 a n Sam o~+c5$m°;° YJ f`'$ .r VN ° C 'S ~~Te o ` 00j ~ s n3 i ar 233E3u rc ao°~ Page 1 of 1 Melissa Mackey From: Pete & Jacque Scott [scottpjw@comcast.net] Sent: Saturday, September 05, 2009 9:58 PM To: Melissa Mackey Subject: Permit 090994 Subcontractors M. Mackey, At present I anticipate using the following company to install the foundation perimeter drain on the SFR I am building at 3935 Independence Ct. Saucedo Drains & Waterproofing Owner: Claudio Saucedo 8175 W. 201h Ave Lakewood, CO 80214 Office: 303.427.8870 Cell: 720.353.7480 Fax: 303.427.5493 I will advise him of the requirement to be licensed with the City of Wheat Ridge. Thank you, Pete Scott, Mngr. Independence Street LLC 303.842.3964 9/11/2009 ti~t6 City of Wheat 0ge COMMUNITY DEVELOPMENT '1011, City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 August 12, 2009 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: PROPERTY OWNER(S): Peter & Jacque Scott, 13767 E. Weaver Ln.. Centennial, CO 80111 OLD ADDRESS NEW ADDRESS(ES): 3935 Independence Court, Wheat Ridge, CO 80033 (single-family residence) SUBDIVISION: Rose Haven LOT(S) 5 BLOCK KEY_ PARCEL NO(S): 39-223-08-012 NOTES: AUTHORIZED BY: % DATE: DISTRIBUTION: 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419 3. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, 80033 5. Xcel Energy, ATTN: Correspondence, P.O. Box 840, Denver, 80201 6. Qwest Communications, Metro North Field--Engineering, 5325 Zuni St., Room 728, Denver, CO 80221 7. Comcast, Attn: Jon Alvino, 6793 W. Canyon Ave., #13C, Littleton, CO 80128 8. Water District: Wheat Ridge 9. Sanitation District: Westridge 10. Fire District: Wheat Ridge it. Wheat Ridge Planning Division 12. at Riztg lt`Idi g-RDavrston - 13. Wheat Ridge Police Department 14. GIS Specialist 15. Log File 16. Other: NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.ci.wh eatri d ge.co. u s J City of WheatRidge PUBLIC WORKS APPLICATION FOR MINOR GRADING/FILL PERMIT n APPLICANTS NAME: ud~e' 1~' e r 7 iL ~ ~ Ski i r J14e, APPLICANT'S ADDRESS: E. 0 G~ fogCc ADDRESS OF FILL: 31 3~~ T:1DeTbk- If uy ~f. , tsN ~ eo. DATE OF APPLICATION: x -m, All permits shall be applied for through the Public Works Department. An approved permit is effective for a period of one (1) year from date of issue and may be renewed. All fees shall be in accordance with those fees established by the Uniform Building Code or other applicable City adopted Resolutions or Ordinances. Note: All public improvements, when constructed, shall be maintained (by the respective individual(s) and/or company responsible for the construction of that public and/or private improvement in the respective development) on a daily basis, or as needed, such that they are free of mud and other construction debris tracking from the site. Failure to comply with this requirement will result in the enforcement of Article III, Specified Nuisances, Section 1546 (4) of the City of Wheat Ridge Code of Laws. MINOR GRADMG,_EXCAVATION, AND FILL PERMITS 1. 1-50 Cubic Yards: No permit is required for dumping or excavation of earth materials, which do not exceed 50 cubic yards, provided, however, that any fill deposited is on natural terrain of less than three (3) horizontal to one (1) vertical slope, or such fill is less than three (3) feet in depth and is not intended to support permanent structures, and in addition, such fill or excavation does not obstruct or otherwise adversely affect any drainageway. Should any of the above standards be exceeded, or a drainage way be affected, a permit shall be required under the guidelines for No. 2. 2. 51-500 Cubic Yards: Dumping or excavation of earth materials not exceeding 500 cubic yards may be allowed with a permit approved by the City Engineer. All applications are to be submitted on the appropriate completed application form and shall be accompanied by the appropriate fee and sketch plan indicating the following information before the permit will be issued. A. Location and dimensions of all property boundaries and structures on the site. B. Location and extent of areas to be filled and/or excavated. C. Location of existing and proposed drainageways, irrigation ditches, etc., and indication of how and where historic run-off will be maintained on and through the site. D. Cross-section area to be filled and/or excavated indicating original slope, new slope and depth of fill. E. Statement that indicates the proposed use or purpose for said fill or excavation. F. Relative elevation of adjacent properties. G. Erosion control plan showing placement of control devices such as hay bales, etc. 3. 501-10,000 Cubic Yards: Operations in which earth material fill or excavation exceeds 500 cubic yards, but does not exceed 10,000 cubic yards, may be allowed by a permit issued by the City Engineer after review of an application and supporting information. The following information shall be submitted with the required application form: A. A site plan, prepared and signed by a Colorado registered professional engineer, at a scale of no less than I inch to twenty feet (1:20) which illustrates the following: B. Location and dimensions of all property boundaries and structures on the site. C. Location and extent of areas to be filled and/or excavated. D. Location of existing waterways and drainage courses indicating any changes. (for a site containing an established irrigation ditch, a letter of approval from the appropriate ditch company shall be required). E. Location of existing and proposed points of ingress. F. Location and extent of existing vegetation, proposed changes in such vegetation and methods of rehabilitation on site vegetation after earthwork operations are complete. G. Erosion control plan. H. Grading plan with existing (dashed lines) and proposed (solid lines) ground contours with contour intervals of 2 feet and spot elevations. 1. At least two cross sections (east to west and north to south) through the site showing depth of fill and/or excavation. J. A drainage report may be required if site runoff characteristics are changed. K. Relative elevations of adjacent properties and structures. L. Statement of purpose of intended fill and/or excavation. 4. Performance Standards: The following provisions shall apply to all Minor Grading, Excavation and Fill Permits: A. Rehabilitation: Within thirty (30) days after cessation of filling and/or excavation, rehabilitation for the site shall have been completed in accordance with the approved plans. Rehabilitation shall consist of leveling, grading, landscaping or any combination thereof to minimize potential erosion and be acceptable to the City Engineer. B. Debris: Debris and/or contaminants shall not be used except with the approval of the City Engineer. "For the purpose of this Section, the term debris shall have the same meaning as the terms "garbage, trash or junk" as defined in the Wheat Ridge Code of Laws, Section 15-4." In no case shall debris or contaminates identified or classified as hazardous waste by local, state or federal agencies be used as fill in any fill areas within the City of Wheat Ridge. C. Excavation and/or fill areas shall be graded to facilitate weed control until final grades are set and site rehabilitation and use occur (must be leveled with side slopes not to exceed 3 to 1). J'TOR S & LETFERSI APPS & PERMTSWinor G di, & Fill P.r t.doc 2 Rev 03/08 5. Permit Fees* 50 cubic yards or less 51 to 100 cubic yards 101 to 1000 cubic yards for the first 100 cy $23.50 $37.00 $37.00 plus for each additional 100 cy or fraction thereof cy X $17.50/100cy 1001 to 10,000 cubic yards for the first 1000 cubic yards $194.50 plus, for each additional 1000 cy or fraction thereof cy X $14.50/1K cy s Total Cubic Yards *Wheat Ridge Code of Laws Section 5-76. TOTAL Amount= $ / All permits shall be applied for prior to fill deposition or excavation operations begin. Any permit applied for after cutting or filling operations on site are in progress shall be subject to a double fee and other penalties as prescribed by Wheat Ridge Code of Laws, Section 26-1004. Any fill requested under this permit within the 100 year flood zone MUST COMPLY WITH WHEAT RIDGE CODE OF LAWS, SECTION 26-801, FLOOD PLAIN ZONING ORDINANCE. I HEREBY ACKNOWLEDGE THAT THIS APPLICATION IS CORRECT AND UNDERSTAND THAT I CANNOT START THIS PROJECT UNTIL THIS APPLICATION IS APPROVED. I SHALL COMPLY WITH THE LAWS OF THE STATE OF COLORADO AND WITH THE ZONING REGULATIONS AND BUILDING CODE OF THE CITY OF WHEAT RIDGE. ANY VIOLATION OF THE ABOVE TERMS WILL CAUSE IMMEDIATE REVOCATION OF THIS PERMIT AND COMMENCEMENT OF ENFORCEMENT PROCEEDINGS BY THE CITY OF WHEAT RIDGE. THIS APPROVED PERMIT WILL BE KEPT IN MY POSSESSION OR PERMANENTLY ON THE JOB SITE. APPLICANT: Applicant's Signature Owner's Signature (if different than above) CITY OF WHEAT RIDGE: City Engineer T- la /e, j Approval6ate J T01MIS & LETTERS\ APPS & PEIMTS i.., Grading & Fill Fe,.iadoc 3 Rev 03/08 e " d City of ( WheatWdge BLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29d' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 Date: 1; - del Applicant: 1;,!60 0DW,/-e 7ZG "'f' /`G'LL r loff A Phone # 3J3 Location of Construction: t ~v Purpose of Construction: -~i~k t' rzw-Q,1l Single Family 1< Commercial Multi-Family Development Review Processing Fee: $100.00 $ /D®. [76 (For document processing) Single Family Residence/Duplex Review Fee: $50.00 $ $O . D o Commercial/Multi-Family Review Fees: • Review of existing technical documents: $100.00 $ • Initial review' of technical civil engineering documents (Fee includes reviews of the I` and 2"d submittals): $500.00 $ • Traffic Impact Study Review Fee: (Fee includes reviews of the I" and 2"d submittals): $400.00 $ • Trip Generation Study Review Fee: $200.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of t he Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal initial review fee): $250.00 $ 4d' submittal (full initial review fee): $500.00 $ All subsequent submittals: $500.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): $ /-5-0.4>0 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. Signature of Applicant 1~ a 1 z Date (s, www.ei.wheatridge.co.us Rev 2/08 ~4y Subcontractor List INDEPENDENCE STREET, LLC 13767 East Weaver Lane Centennial, CO 80111 Pete Scott, Mngr. 303-842-3964 Regarding: Lot 5, Rose Haven Subdivision Address TBD (Located at approximately 39X5 Independence Ct). Wheat Ridge, CO 80033 Date: August 12, 2009 The attached Subcontractor list represents the best effort to define all subcontractors to be used in the construction of the SIR to be built at the location referenced above. All vendors will be contracted by a purchase order requiring: All work to be performed to the City of Wheat Ridge adopted codes, code amendments, and license requirements. No work is to begin without a purchase order, proof of general liability insurance and workman's compensation coverage, plus any and all City 'of Wheat Ridge license and/or work permits required. All subcontractors must identify on their final invoice the taxable materials, supplies, and fixtures (versus labor costs) used on the job. Vendors should be aware that Independence Street LLC will request a full tax compliance audit by the City of Wheat Ridge at the completion of the project. This list is submitted to the City of Wheat Ridge prior to entering into a contractual agreement with many of these subcontractors. Independence Street LLC is committed to working with the City of Wheat Ridge to insure that all subcontractors are licensed and have the appropriate permits to complete their required work. At any point when Independence Street LLC commits to enter into a contractual agreement with a subcontractor not on the attached list, written notice will be provided to the City identifying the vendor and work involved. 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O O V ? 0 C T N N W W (T CO W m 3 D Page 1 of 1 Melissa Mackey From: Pete & Jacque Scott [scottpjw@comcast.net] Sent: Wednesday, October 21, 2009 6:44 PM To: Melissa Mackey Subject: Permit 090994 Subcontractor list amendments Good Morning, I anticipate issuing two purchase orders tomorrow to subcontractors not on my initial list. They have been advised of the requirement to license with you, that their work will not be inspected unless they are in full compliance, and the requirement is an integral part of the purchase order they are working under. They are: HVAC Allways Ken Ken Ristau 3473 W. Bowles Ave Littleton, CO 80123 303.550.1548 ROOFING Bull's-eye Construction Services James Carrino P. 0. Box 1699 Idaho Springs, CO 80452 303.567.1149 Thank you, Pete Scott, Mngr. Independence Street LLC ~.®de r City of OMWheat~idge CMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 August 12, 2009 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: PROPERTY OWNER(S): Peter & Jacque Scott. 13767 E. Weaver Ln., Centennial, CO 80111 OLD NEW ADDRESS(ES): 3935 Independence Court, Wheat Ridge, CO 80033 (single-family residence) SUBDIVISION: Rose Haven LOT(s) 5 BLOCK KEY PARCEL NO(S): 39-223-08-012 NOTES: AUTHORIZED BY: DATE: 911N16 DISTRIBUTION: 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419 3. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, 80033 5. Xcel Energy, ATTN: Correspondence, P.O. Box 840, Denver, 80201 6. Qwest Communications, Metro North Field--Engineering, 5325 Zuni St., Room 728, Denver, CO 80221 7. Comcast, Attn: Jon Alvino, 6793 W. Canyon Ave., #13C, Littleton, CO 80128 8. Water District: Wheat Ridge 9. Sanitation District: Westridge 10. Fire District: Wheat Ridge 11. Wheat Ridge Planning Division 12. Wheat Ridge Building Division 13. Wheat Ridge Police Department 14. GIS Specialist 15. Log File 16. Other: NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DA wwwxi.wh eatri d gexo. us & ENGINEERING IN 9542 W. LOUISIANA AVE. LAKEWOOD, COLORADO 80232 720 - 312 -2238 303 - 986 -6096 (fax) July 5, 2009 To: Whom It May Concern; From: Merline Van Dyke; Subject: New Home, Pete Scott, Lot 5, Rose Haven Subdivision, Wheat Ridge; R Attached are the calculations based on the sketches, and soils report furnished to me. If you have any questions or comments relating to this design, please contact me on my cell phone = 720 - 312 -2238. 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O � °!Ja!!� ) � / §/k ) .,& � ! |\!! | ! � ...�\ � ; | .,& r4 REScheck Software Version 4.1.3 Compliance Certificate Project Title: Pete Scott's home Report Date: 07/05/09 Data filename: C:1Program Files\ChecMREScheddPete Scett.rck Energy Code: 2006 IECC Location: Wheat Ridge, Colorado Construction Type: Single Family Builidng Orientation: Bldg. faces 90 deg. from North Conditioned Floor Area: 3564 ft2 Glazing Area Percentage: 7 Heating Degree Days: 6158 Climate Zone: 5 Construction Site: Owner /Agent: Designer /Contractor: Wheatridge, CO Drnpuance:;easses On eawoment nertri Compliance: 7.4 0 /9 Better Than Code L -I Ceiling 1: Flat Ceiling or Scissor Truss 1992 38.0 0.0 60 _ Wall 1: Wood Frame, 16" o.c. 410 19.0 0.0 22 Orientation: Front Window 1: Vinyl Frame:Double Pane with Low -E 16 0.250 4 SHGC: 0.60 Orientation: Front Door 4: Solid 21 0.550 12 I Orientation: Front Wall 2: Wood Frame, 16" o.c. 870 19.0 0.0 45 Orientation: Back Window 2: Vinyl Frame:Double Pane with Low -E 102 0.250 26 SHGC: 0.60 Orientation: Back Door 5: Solid 21 0.550 12 Orientation: Back Wall 3: Wood Frame, 16" o.c. 976 19.0 0.0 53 Orientation: Left Side Window 3: Vinyl Frame:Double Pane with Low -E 75 0.250 _ 19 a SHGC: 0.60 Orientation: Left Side Door 1: Solid 21 0.550 12 Orientation: Left Side Wall 4: Wood Frame, 16" o.c. 870 19.0 0.0 50 Orientation: Right Side Window 4: Vinyl Frame:Double Pane with Low -E 20 0.250 5 SHGC: 0.60 Orientation: Right Side Door 6: Solid 21 0.550 12 Orientation: Right Side Basement Wail 1: Solid Concrete or Masonry 369 10.0 0.0 25 Orientation: Front Wall height 9.0' Depth below grade: 8.0' Insulation depth: 9.0' Basement Wall 2: Solid Concrete or Masonry 639 10.0 0.0 43 Project Title: Pete Scott's home __...__._...__—._.___._.__.,.,_ .__._...__ ................._�._ ,___._.....__.__._.....__Report date: 07/05/09 Data filename: C: \Program Files\Check\RESchecMPete Scott,rck Page 1 of 5 I/ d 2 Orientation: Back Wall height: 9.0' Depth below grade: 6A' Insulation depth: 9.0' Basement Wall 3: Solid Concrete or Masonry Orientation: Left Side Wall height: 9.0' Depth below grade: 8.0' Insulation depth: 9.0' Basement Wall 4: Solid Concrete or Masonry Orientation: Right Side Wall height: 9.0' Depth below grade: 8.0' Insulation depth: 9.0' Furnace 1: Forced Hot Air93 AFUE Air Conditioner 1: Electric Central Air13 SEER 477 10.0 0.0 32 639 10.0 0.0 43 Compliance Statement The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2006 IECC requirements in REScheck Version 4.1.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Name - Title Signature Date Project Notes: a new frame home Project Title: Pete Scott's home Report date; 07/05/09 Data filename: C:1Program FileslChecMRESchecklPete Scott.rck Page 2 of 5 13 REScheck Software Version 4.1.3 Inspection Checklist Date: 07/05/09 Ceilings: ❑ Ceiling 1: Flat Ceiling or Scissor Truss, R38.0 cavity insulation Comments: Above -Grade Walls: ❑ Wall 1: Wood Frame, 16" o.c., R -19.0 cavity insulation Comments: ❑ Wail 2: Wood Frame, 16" o.c., R -19.0 cavity insulation Comments: ❑ Wall 3: Wood Frame, 16" o.c., R -19.0 cavity insulation Comments: ❑ Wall 4: Wood Frame, 16" o.c., R -19.0 cavity insulation Comments: Basement Walls: ❑ Basement Wall 1: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0 insul, R -10.0 cavity insulation Comments: ❑ Basement Wall 2: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R -10.0 cavity insulation Comments: ❑ Basement Wall 3: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R -10.0 cavity insulation Comments: ❑ Basement Wail 4: Solid Concrete or Masonry, 9.0' ht / 8.0' bg / 9.0' insul, R -10.0 cavity insulation Comments: Windows: ❑ Window 1: Vinyl Frame:Double Pane with Low -E, U- factor. 0.250 For windows without labeled U- factors, describe features: #Panes _ Frame Type Thermal Break? _ Yes _ No Comments: ❑ Window 2: Vinyl Frame:Double Pane with low -E. U- factor. 0.250 For windows without labeled U- factors, describe features: #Panes _ Frame Type Thermal Break? _ Yes _ No Comments: ❑Window 3: Vinyl Frame:Double Pane with Low-E, U- factor. 0.250 For windows without labeled U- factors, describe features: #Panes _ Frame Type Thermal Break? _ Yes _ No Comments: ❑ Window 4: Vinyl Frame:Double Pane with Low -E, U- factor. 0.250 For windows without labeled U- factors, describe features: #Panes _ Frame Type Thermal Break? _ Yes _ No Comments: Note: Up to 15 sq.fL of glazed fenestration per dwelling is exempt from U- factor and SHGC requirements. Doors: Project Title: Pete Scott's home Report date: 07/05/09 Data filename: C:lProgram Files\ChecMREScheck \Pete Scott.rck Page 3 of 5 ❑ Air Conditioner 1: Electric Central Air. 13 SEER or higher Make and Model Number. ❑ Door 4: Solid, U- factor. 0.550 Air Leakage: Comments: ❑ This door is exempt from the 1.1-factor requirement. ❑ Door 5: Solid, 1.1-factor. 0.550 Recessed lights are either 1) Type IC rated with enclosures sealed/gasketed against leaks to the ceiling, or 2) Type IC rated and ASTM Comments: (3 Door 1: Solid, 1.1-factor: 0.550 l Comments: J ❑ Door 6: Solid, 1.1-factor. 0.550 Comments: Heating Vapor retarder is installed on the warn -in- winter side of all non - vented framed ceilings, walls, and floors; or it has been determined that and Cooling Equipment: ❑ Furnace 1: Forced Hot Air: 93 AFUE or higher Make and Model Number. ❑ Air Conditioner 1: Electric Central Air. 13 SEER or higher Make and Model Number. ❑ Air handlers, fitter boxes, and duct connections to flanges of air distribution system equipment or sheet metal fittings are sealed and mechanically fastened. ❑ All joints, seams, and connections are made substantially airtight with tapes, gasketing, mastics (adhesives) or other approved closure systems. Tapes and mastics are rated UL 181A or UL 181 B. ❑ Building framing cavities are not used as supply duds. ❑ Automatic or gravity dampers are installed on all outdoor air intakes and exhausts. ❑ Additional requirements for tape sealing and metal duct crimping are Included by an inspection for compliance with the international Mechanical Code. Temperature Controls: Thermostats exist for each separate HVAC system. A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor is provided. Heating and Cooling Equipment Sizing: ❑ Additional requirements for equipment sizing are included by an inspection for compliance with the International Mechanical Code. Circulating Hot Water Systems: ❑ Circulating hot water pipes are insulated to R -2. ❑ Circulating hot water systems include an automatic or accessible manual switch to turn off the circulating pump when the system is not in use. j+ Project Title: Pete Scott's home Report date: 07/05/09 Data filename: C:\Program Files \Check \REScheck\Pete Scoh.rck Page 4 of 5 Air Leakage: ❑ Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage are sealed. ❑ Recessed lights are either 1) Type IC rated with enclosures sealed/gasketed against leaks to the ceiling, or 2) Type IC rated and ASTM E283 labeled, or 3) installed inside an air -tight assembly with a 0.5" clearance from combustible materials and a 3" clearance from —J Insulation. Vapor Retarder: ❑ Vapor retarder is installed on the warn -in- winter side of all non - vented framed ceilings, walls, and floors; or it has been determined that moisture or its freezing will not damage the materials; or other approved means to avoid condensation are provided. Comments: Materials Identification: ❑ Materials and equipment are identified so that compliance can be determined. ;-� ❑ Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided. ❑ Insulation R- values, glazing 1.1-factors, and heating equipment efficiency are dearly marked on the building plans or specifications. ❑ Insulation is installed according to manufacturer's instructions, in substantial contact with the surface being insulated, and in a manner that achieves the rated R -value without compressing the insulation. Duct Insulation: ❑ Ducts in unconditioned spaces or outside the building are insulated to at least R -6. ❑ Ducts in floor trusses above unconditioned spaces or above the outdoors are insulated to at least R -6. Duct Construction: ❑ Air handlers, fitter boxes, and duct connections to flanges of air distribution system equipment or sheet metal fittings are sealed and mechanically fastened. ❑ All joints, seams, and connections are made substantially airtight with tapes, gasketing, mastics (adhesives) or other approved closure systems. Tapes and mastics are rated UL 181A or UL 181 B. ❑ Building framing cavities are not used as supply duds. ❑ Automatic or gravity dampers are installed on all outdoor air intakes and exhausts. ❑ Additional requirements for tape sealing and metal duct crimping are Included by an inspection for compliance with the international Mechanical Code. Temperature Controls: Thermostats exist for each separate HVAC system. A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor is provided. Heating and Cooling Equipment Sizing: ❑ Additional requirements for equipment sizing are included by an inspection for compliance with the International Mechanical Code. Circulating Hot Water Systems: ❑ Circulating hot water pipes are insulated to R -2. ❑ Circulating hot water systems include an automatic or accessible manual switch to turn off the circulating pump when the system is not in use. j+ Project Title: Pete Scott's home Report date: 07/05/09 Data filename: C:\Program Files \Check \REScheck\Pete Scoh.rck Page 4 of 5 Heating and Cooling Piping Insulation: HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to R -2. Certificate: A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R- values; window U- factors; type and efficiency of space- conditioning and water heating equipment. NOTES TO FIELD: (Building Department Use Only) Project Title: Pete Sootts home Report date: 07/05/09 Data Manama: C:1Program Files \ChecMRESchecMPete Sco t.rck Page 5 of 5 15 I(� 2006 IECC f Energy Aft Efficiency Certificate Ceiling / Roof 38.00 C .l Wall 19.00 J Floor /Foundation 10.00 Ductwork (unconditioned spaces); _ J Window 0.25 0.60 Door 0.55 NA Forced Hot Air Furnace 93 AFUE Electric Central Air Conditioner 13 SEER Water Heater; Name: Date: Comments: I(� k I_] Figure 6 -6 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems(Method 2) MWFRS -Wall Pressures Perpendicular to Ridge Wall Cp +GCpi(psf) - GCpi(ps£) --------- - - - - -- - - - - -- ---- - - - - -- ---- - - - - -- Leeward Walls -0.50 -19.86 -8.04 Side Walls -0.70 -25.45 -13.63 Top Elev Hot Elev Kz Kzt qz - - -- Windward Wall - - -- Total Shear Moment ft ft psf +GCpi -GCpi + / -GCpi Kip K -ft ---------------------------------------------------------------------------------------- 24.00 14.00 0.94 1.00 33.77 17.05 28.87 36.92 10.48 20.97 20.00 10.00 0.90 1.00 32.50 16.19 28.01 36.05 36.08 253.81 10.00 .00 0.85 1.00 30.59 14.89 26.71 34.76 60.76 738.03 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting at 'Bot Elev' NECAWind Version 2.0.2.5 per ASCE 7 -05 - GCpi(Psf) --------- -------------- Windward - Min Cp -25.17 Developed by MECA Enterprises, Inc. Copyright 2009 www.mecaenterprises. com ' Leeward Perp to Ridge 1.17 Overhang Top (Windward) -20.14 Overhang Top (Leeward) i t Date 7/1/2009 Project No. 09 -32 -0.51 -14.23 -14.23 Company Name : Pete Scott Designed By Merline Van Dyke 21.61 Address : Lot 5 Rose Haven Subdivision Description a new home City : Wheatridge Customer Name Pete Scott State : Colorado Proj Location Colorado File Location: C: \Program Files \MECAWind \Pete Scott.wnd User Input Data: ;l Basic Wind Speed (V) 120.00 mph Structure Type Building J Structural Category III Exposure Category C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.15 Kd Directional Factor = 0.85 Alpha 9.50 Zg 900.00 ft At 0.11 Bt 1.00 Am = 0.15 BM = 0.65 Cc Epsilon 0.20 1 0.20 Zmin 500.00 15.00 ft ft Slope of Roof _ 3.3 : 12 Slope of Roof(Theta) 15.37 Deg' Ht: Mean Roof Ht = 21.00 ft Type of Roof = Gabled RHt: Ridge Ht = OH: Roof Overhang at Eave= 24.00 ft Eht: Eave Height = 1.33 ft Roof Area = 18.00 3215.00 ft ft^ 2 Bldg Length Along Ridge = 71.00 ft Bldg Width Across Ridge= 41.00 ft Main Wind Force Resisting System(MWFRS) Figure 6 -5 Internal Pressure Coefficients for Buildings, GCPi f`8 Enclosed Bldg +GCpi = 0.18 Enclosed Bldg -GCpi = -0.18 Figure 6 -6 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems(Method 2) MWFRS -Wall Pressures Perpendicular to Ridge Wall Cp +GCpi(psf) - GCpi(ps£) --------- - - - - -- - - - - -- ---- - - - - -- ---- - - - - -- Leeward Walls -0.50 -19.86 -8.04 Side Walls -0.70 -25.45 -13.63 Top Elev Hot Elev Kz Kzt qz - - -- Windward Wall - - -- Total Shear Moment ft ft psf +GCpi -GCpi + / -GCpi Kip K -ft ---------------------------------------------------------------------------------------- 24.00 14.00 0.94 1.00 33.77 17.05 28.87 36.92 10.48 20.97 20.00 10.00 0.90 1.00 32.50 16.19 28.01 36.05 36.08 253.81 10.00 .00 0.85 1.00 30.59 14.89 26.71 34.76 60.76 738.03 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting at 'Bot Elev' Overhang (Windward only) CP ----- -- Roof Location - GCpi(Psf) --------- -------------- Windward - Min Cp -25.17 Windward - Max Cp -0.17 Leeward Perp to Ridge 1.17 Overhang Top (Windward) -20.14 Overhang Top (Leeward) Overhang (Windward only) CP ----- -- +GCPi(psf) ---------- - GCpi(Psf) -0.69 -25.17 ---------- -13.35 -0.17 -10.65 1.17 -0.51 -20.14 -8.32 -0.69 -19.26 -19.26 -0.51 -14.23 -14.23 0.80 21.61 21.61 [? MWFRS -Wall Pressures Parallel to Ridge Wall Cp +GCpi(pef) -GCpi(pof) --------- - - - - -- - - - - -- ---- - - - - -- ---- - - - - -- Leeward Walls -0.35 -15.78 -3.96 Side Walls -0.70 -25.45 -13.63 Top slew Hot Elev Kz Kzt qz - - -- Windward Wall - - -- Total Shear Moment ft ft psf +GCpi -GCpi + / -GCpi Kip K -ft ---------------------------------------------------------------------------------------- 24.00 14.00 0.94 1.00 33.77 17.05 28.87 32.83 5.38 10.77 20.00 10.00 0.90 1.00 32.50 16.19 28.01 31.97 18.49 130.16 10.00 .00 0.85 1.00 30.59 14.89 26.71 30.67 31.07 377.96 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting at 'Bot Elev' Roof - Dist from Windward Edge Cp +GCpi(psf) - GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 10.5 ft -0.90 -31.03 -19.21 10.5 ft to 21.0 ft -0.90 -31.03 -19.21 21.0 ft to 42.0 ft -0.50 -19.86 -8.04 42.0 ft to 71.0 ft -0.30 -14.28 -2.46 Wind Pressure on Components and Cladding Width of Pressure Coefficient Zone ^a" = 4.1 ft Description Width Span Area Zone Max Min Max P ft ft ft ^2 GCp GCp psf roof 6.00 71.00 1680.33 1 0.300 -0.800 15.761 wall 18.00 71.00 1680.33 4 0.700 -0.800 28.894 roof 6.00 4.10 24.60 2 0.422 -1.505 19.760 wall 18.00 4.10 73.80 5 0.847 -1.093 33.711 Min P psf -32 178 --m*-- - 32.178 •0--- - 55.311 - 41.812 1 0 ( M WAS Description roof wall roof wall Roof not show 5 4 I 15 5, a I I 1 I I I 1 I I I 1 I I I 1 I 21:22 :1 2 I I 1 I i I 1 i I I 1 I I I 1 I Gable Roof 7 < 8 -= 45 a Wind Pressure on Components a Width of Pressure Coefficient Zone Width Span Area Zone Max ft ft ftA2 GCp ------------------------------------- 6.00 71.00 1680.33 1 0.300 18.00 71.00 1680.33 4 0.700 6.00 4.10 24.60 2 0.422 18.00 4.10 73.80 5 0.847 nd Cladding "a" = 4.1 ft Min Max P Min P GCp psf psf --------------------------- -0.800 15.761 - 32.17E -0.800 28.894 - 32.17E -1.505 19.760 - 55.311 -1.093 33.711 - 41.812 Khcc:Comp. & Clad. Table 6 -3 Case 1 = 0.91 Qhcc:.00256 *VA2 *I *Khcc *Kht *Kd = 32.83 psf MECAWind Version 2.0.2.5 ASCE 7 -05 Developed by MECA Enterprises, Inc. Copyright 2009 www.mecaenterprises.com Date 7/1/2009 Project No. 09 -32 Company Name Pete Scott Designed By Merline Van Dyke Address Lot 5 Rose Haven Subdivision Description a new home City Wheatridge Customer Name Pete Scott State Colorado Proj Location Colorado File Location: C: \Program Files \MECAWind \Pete Scott.wnd M WAS Description roof wall roof wall Roof not show 5 4 I 15 5, a I I 1 I I I 1 I I I 1 I I I 1 I 21:22 :1 2 I I 1 I i I 1 i I I 1 I I I 1 I Gable Roof 7 < 8 -= 45 a Wind Pressure on Components a Width of Pressure Coefficient Zone Width Span Area Zone Max ft ft ftA2 GCp ------------------------------------- 6.00 71.00 1680.33 1 0.300 18.00 71.00 1680.33 4 0.700 6.00 4.10 24.60 2 0.422 18.00 4.10 73.80 5 0.847 nd Cladding "a" = 4.1 ft Min Max P Min P GCp psf psf --------------------------- -0.800 15.761 - 32.17E -0.800 28.894 - 32.17E -1.505 19.760 - 55.311 -1.093 33.711 - 41.812 Khcc:Comp. & Clad. Table 6 -3 Case 1 = 0.91 Qhcc:.00256 *VA2 *I *Khcc *Kht *Kd = 32.83 psf L !J MECAWind Version 2.0.2.5 per ASCE 7 -05 Developed by MECA Enterprises, Inc. Copyright 2009 www.mecaenterprises.com 1 Date 7/1/2009 Project No. : 09 -32 Company Name : Pete Scott Designed By : Merlin Van Dyke Address : Lot 5 Rose Haven Subdivision Description : a new home City : Wheatridge Customer Name : Pete Scott State : Colorado Proj Location : Colorado File Location: C: \Program Files \MECAWind \Pete Scott.wnd Detailed Wind Load Design(Method 2) per ASCE 7 -05 Basic Wind Speed(V) 120.00 mph Structure Type Structural Category III Exposure Category Building Natural Frequency = N/A Flexible Structure C = No Importance Factor = 1.15 Kd Directional Factor = 0.85 Alpha 9.50 Zg 900.00 ft At 0.11 Bt 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft ( Epsilon 0.20 Zmin 15.00 ft J Slope of Roof 3.3 : 12 Slope of Roof(Theta) 15.37 Deg Ht: Mean Roof Ht = 21.00 ft Type of Roof = Gabled RHt: Ridge Ht = 24.00 ft Eht: Eave Height = 18.00 ft OH: Roof Overhang at Eave= 1.33 ft Roof Area = 3215.00 ft^ 2 Bldg Length Along Ridge = 71.00 ft Bldg Width Across Ridge= 41.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq. >l Hz) use 0.85 - 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6 *Ht = 15.00 ft lzm: Cc *(33 /Zm) ^0.167 0.23 Lzm: 1 * (Zm /33) = 427.06 ft Q: (1 /(1 +0.63 * ((B +Ht) /Lzm)A0.63))A0.5 0.92 Gust2: 0 . 925* 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Figure 6 -5 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/ -0.18 1 1/ 0 Figure 6 -6 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems(Method 2) tl I [] L z Z), Zg Kh: 2.01 *(Ht /Zg) ^(2 /Alpha) = 0.91 Kht: Topographic Factor (Figure 6 -4) = 1.00 Qh: .00256 *(V) ^2 *I *Kh *Kht *Kd = 32.83 psf Cpww: Windward Wall Cp(Ref Fig 6 -6) = 0.80 E!j Roof Area = 3215.00 ft ^2 Reduction Factor based on Roof Area = 0.80 ;:. MWFRS -Wall Pressures Perpendicular to Ridge Wall Cp +GCpi(psf) - C- cpi(paf) _______________ ______ __________ Leeward Walls -0.50 -19.86 __________ -8.04 Side Walls -0.70 -25.45 -13.63 Top Elev Hot Elev Kz Kzt gz - - -- Windward Wall - - -- Total Shear Moment ft ft psf +GCPi ----- ----- ---- -GCPi + / -GCpi Kip K -£ t. ---- ----- _____----- _______----- 24.00 14.00 0.94 1.00 33.77 17.05 _____----- ____----- 28.87 36.92 ____----- 10.48 20.97 20.00 10.00 0.90 1.00 32.50 16.19 28.01 36.05 36.08 253.81 10.00 .00 0.85 1.00 30.59 14.89 Note: 1) Total = Leeward GCPi + Windward GCPi 26.71 34.76 60.76 738.03 2) Shear and Moment are sum of forces (Leeward +Windard) acting at 'Bot Elev' Roof Location +GCpi(psf) - GCPi(psf) - Windward - Min Cp -0.69 -25.17 -13.35 Windward - Max Cp -0.17 -10.65 1.17 Leeward Perp to Ridge -0.51 -20.14 -8.32 Overhang Top (Windward) -0.69 -19.26 -19.26 Overhang Top (Leeward) -0.51 - .14.23 -14.23 Overhang (Windward only) 0.80 21.61 MWFRS -Wall Pressures Parallel 21.61 to Ridge wall +GCpi(psf) - GCpi(psf) a --------------- ------------- - 0 Z), 2 2 Leeward Walls -0.35 -15.78 -3.96 Side Walls -0.70 -25.45 -13.63 Top Elev Hot Slav Ka Kzt qx - - -- Windward Wall - - -- Total Shear Moment ft ft psf +Gcpi -GCpi + / -Gcpi Kip K -ft ---------------------------------------------------------------------------------------- 24.00 14.00 0.94 1.00 33.77 17.05 28.87 32.83 5.38 10.77 20.00 10.00 0.90 1.00 32.50 16.19 28.01 31.97 18.49 130.16 10.00 .00 0.85 1.00 30.59 14.89 26.71 30.67 31.07 377.96 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting at - Bot Elev' Roof - Dist from Windward Edge Cp +GCpi(psf) - GCpi(psf) -- ------------------------------- ------ ------- --- ---------- 0.0 ft to 10.5 ft -0.90 -31.03 -19.21 10.5 ft to 21.0 ft -0.90 -31.03 -19.21 21.0 ft to 42.0 ft -0.50 -19.86 -8.04 42.0 ft to 71.0 ft -0.30 -14.28 -2.46 i` L I, K Columnr AISC 9th Ed ASD 1 Ver: 7.01.14 By: Marline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 08:49:27 AM Project: Pete Scott - Location: columns to floor beams Summary: HSS 3.500 x 0.125 x 10.0 FT /ASTM A500- GR.B -42 Section Adequate By: 22.6% Vertical Reactions: Live: Vert- LL -Rxn= 9042 LB Dead: Vert- DL -Rxn= 4216 LB Total: Vert- TL -Rxn= 13258 LB Axial Loads: Live Loads: PL= 9042 LB Dead Loads: PD= 4174 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 13258 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Column Data: Length: Maximum Unbraced Length (X -X Axis): Lx- 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 10.0 FT' Column End Condition: K= 1.0 Column Bending Coefficient: Cm= 1.0 Properties for:HSS 3.500 x 0.125/A500- GR.B -42 Steel Yield Strength: Fy= 42 KSI Modulus of Elasticity: E= 29000 KSI Column Nominal Diameter. dia= 3.50 W Column Outside Diameter. od= 3.50 IN Column Wall Thickness: t= 0.116 IN Area: A= 1.23 IN2 Moment of Inertia (A-X Axis): Ix= 1.77 IN4 Moment of Inertia (Y -Y Axis): Iy= 1.77 IN4 Section Modulus (X -X Axis): Sx= 1,01 IN3 Section Modulus (Y -Y Axis): Sv= 1.01 IN3 Radius of Gyration (X -X Axis): rx= 1.20 IN Radius of Gyration (Y -Y Axis): ry= 1.20 IN Column Compression Calculations: KUr Ratio (X -X Axis): KLx/nc= 100.0 KUr Ratio (Y -Y Axis): KLy /ry= 100.0 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slenderness Ratio: Cc= 116.7 Allowable Compressive Stress: Fa= 13928 PSI Compressive Stress: fa= 10779 PSI 21 Multi -Span Floor Beamr AISC 9th Ed ASD 1 Ver: 7.01.14 By: Marline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 08:42 :47 AM Project: Pete Scott - Location: main floor beam -1 IN = U822 Summary: IN = U610 A992 -50 W8x18 x 42.75 FT (14.2 + 14.2 + 14.2) IN Section Adequate By: 5.5% Controlling Factor: Moment IN = U1204 Left Span Deflections: IN = U1160 Dead Load: DLD -Left= Live Load: LLD -Left= Total Load: TLD -Left= Center Span Deflections: Dead Load: DLD- Center- Live Load: LLD- Center- Total Load: TLD- Center- Right Span Deflections: Dead Load: DLD- Right= Live Load: LLD - Right= Total Load: TLD- Right= Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Left End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Center Span Right End Reactions (Support C): Live Load: LL- Rxn -C= Dead Load: DL- Rxn -C= Total Load: TL- Rxn -C= Bearing Length Required (Beam only, support capacity not checked): BL -C= Right End Reactions (Support D): Live Load: LL- Rxn -D= Dead Load: DL- Rxn -D= Total Load: TL- Rxn -D= Bearing Length Required (Beam only, support capacity not checked): BL -D= Dead Load Uplift F.S.: FS= Beam Data: Left Span Length: L1= Left Span Unbraoed Length -Top of Beam: Lu1 -Top= Left Span Unbraced Length -Bottom of Beam: Lu1- Bottom= Center Span Length: L2= Center Span Unbraced Length -top of Beam: Lu2 -Top= Center Span Unbraoed Length -Bottom of Beam: Lu2- Bottom= Right Span Length: L3= Right Span Unbraced Length -Top of Beam: Lu3 -Top= Right Span Unbraced Length -Bottom of Beam: Lu3- Bottom= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Left Span Loading: Uniform Load: Floor Live Load: FLL -1= Floor Dead Load: FDL -1= Floor Tributary Width Side One: Trib -1 -1= Floor Tributary Width Side Two: Trib -2 -1= Beam Self Weight: BSW= Wall Load: Wall -1= Total Live Load: wL -1= Total Dead Load: WD-1= Total Load: wT -1= Center Span Loading: Uniform Load: Floor Live Load: FLL -2= Floor Dead Load: FDL -2= Floor Tributary Width Side One: Trib -1 -2= Floor Tributary Width Side Two: Trib -2 -2= Beam Self Weight: BSW= Wall Load: Wall -2= Total Live Load: wL -2= Total Dead Load: wD -2= Total Load: wT -2= Right Span Loading: Uniform Load: Floor Live Load: FLL -3= Floor Dead Load: FDL -3= Floor Tributary Width Side One: Trib -1.3= Floor Tributary Width Side Two: Trib -2 -3= z 1�t 0.07 IN 0.21 IN = U822 0.26 IN = U610 0.01 IN 0.14 IN = U1204 0.15 IN = U1160 0.07 IN 0.21 IN = U822 0.28 IN = Lt610 3391 LB 1518 LB 4909 LB 0.63 IN 9042 LB 4174 LB 13217 LB 0.63 IN 9042 LB 4174 LB 13217 LB 0.63 IN 3391 LB 1518 LB 4909 LB 0.63 IN 1.5 14.25 0.0 14.25 14.25 0.0 14.25 14.25 0.0 14.25 360 360 FT FT FT FT FT FT FT FT FT 40.0 15.0 6.62 6.6 18 50 529 248 795 40.0 15.0 6.62 6.6 18 50 529 248 795 40.0 15.0 6.62 6.6 PSF PSF FT FT PLF PLF PLF PLF PLF PSF PSF FT FT PLF PLF PLF PLF PLF PSF PSF FT FT �5 11 Pape: 2 Multi -Span Floor Beamr AISC 9th Ed ASD ) Ver: 7.01.14 j By: Marline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 08:42:47 AM Project: Pete Scott - Location: main floor beam -1 Beam Self Weight: BSW= 18 PLF Wall Load: Wall -3= 50 PLF Total Live Load: wL -3= 529 PLF Total Dead Load: wD -3= 248 PLF Total Load: wT -3= 795 PLF Properties for: W8x181A992 -50 Yield Stress: F E 50 KSI Modulus of Elasticity: 29000 KSI Depth: d= 8.14 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 5.25 IN Flange Thickness: ' tf= 0.33 IN Distance to Web Toe of Fillet: k= 0.63 IN Moment of Inertia About X -X Axis: Ix= 61.90 IN4 Section Modulus About X -X Axis: Sx= 15.20 IN3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.40 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraoed Length: Lb= 14.25 FT Limiting Unbraced Length for Fb= .66 *Fy: Lc= 4.7 FT Limiting Unbraced Length for Fb =.6 *Fy w/ Cb: Lu= 7.09 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1 -6: F1 -6= 9.09 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 11.46 KSI Allowable fb per ASD Eqn F1 -8: F1 -8= 14.94 KSI Elastic Limit of ASD Eqn F1-6: ELI-6= 11.81 FT. Allowable Bending Stress: Fb= 14.94 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv= .4 *Fy: h/tw- Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: 7 Controlling Moment: M= -17935 FT -LB Over right support of span 1 (Left Span) 1 1 Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Nominal Moment Strength: Mr= 18919 FT -LB Controlling Shear: V= 6924 LB At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Nominal Shear Strength: Vr- 37444 LB Moment of Inertia (Deflection): Ireq= 36.55 IN4 ( 1= 61.90 IN4 �5 11 2� Multi -Span Floor Beam[ AISC 9th Ed ASD ] Ver: 7.01.14 By: Merlin Van Dyke, Van Dyke Engineering on: 07-05 -2009 Project: Pete Scott - Location: main floor beam -1 Summary: A992 -50 W8x18 x 42.75 FT (14.2 + 14.2 + 14.2) Section Adequate By: 5.5% Controllinq Factor: Moment ,MEAK, MOMENT, AND DEFLECTION DIAGRAMS I....A ........L:rra: L A a u n� _n• �n�_n__c__ ,tee_ 7000 3500 Shear (Ibs) 0 -3500 -7000 20000 10000 Moment (ft-lb) 0 -10000 -20000 -0.3 -0.15 Deflection (in) 0 0.15 0.3 . ................ vnvo.. vvuuvmu ✓ucou n,�u wup✓auc�,rvu 6924 Ibs @ 28 ft ✓,a ,m,w -6293 Ibs @ 28 ft Live Load 12210 ft -Ibs @ 6 ft Load Total Load i 17935 ft -Ibs @ 14 ft 3391 Lb i - 0.126in @21.4ft i i , 0.28 in @6.7ft B 9042 Lb Left Span =14.25 ft Center Span =14.25 ft Right Span = 14.25 ft Controlling Load Cases: Shear: Critical shear created by com Moment: Critical moment created by Left Span = 14.25 ft all dead loads and live loads on span(s) 2, 3 ning all dead loads and live loads on span(s) 1, 2 Center Span = 14.25 ft Reactions Live Load Dead Load Total Load Uplift Load A 3391 Lb 1518 Lb 4909 Lb 0 Lb B 9042 Lb 4174 Lb 13217 Lb 0 Lb C 9042 Lb 4174 Lb 13217 Lb 0 Lb D 3391 Lb 1518 Lb 4909 Lb 0 Lb Left Span Uniform Loading Live Load Dead Load Self Weight Total Load W 529 Plf 248 Pif 18 Pif 795 Pif Right Span = 14.25 It - Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 529 Plf 248 Plf 18 Plf 795 Plf Riaht Span 1 Uniform Loading l Live Load Dead Load Self Weight Total Load W 529 Plf 248 PIf 18 Plf 795 Plf Page 2 Multi -Span Floor Beamf AISC 9th Ed ASO 1 Ver. 7.01.14 By: Meriine Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 08:45:04 AM Protect: Pete Scott - Location: main floor beam -2 Summary: A992 -50 W8x18 x 23.82 FT (11.9 + 11.9 ) Section Adequate By: 60.8% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD- Center- 0.03 IN Live Load: LLD - Center- 0.09 IN = U1528 Total Load: TLD- Center- 0.12 IN = U1180 Right Span Deflections: Dead Load: DLD - Right= 0.03 IN Live Load: LLD- Right= 0.09 IN = U1528 Total Load: TLD- Right= 0.12 IN = U1180 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2751 LB r Dead Load: DL- Rxn -A= 1188 LB I Total Load: TL- Rxn -A= 3939 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.63 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 7861 LB Dead Load: DL- Rxn -B= 3960 LB Total Load: TL- Rxn -B= 11821 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.63 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 2751 LB Dead Load: DL- Rxn -C= 1188 LB Total Load: TL- Rxn -C= 3939 . LB Bearing Length Required (Beam only, support capacity not checked): BL -C= 0.63 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 11.91 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Boftom= 11.91 FT j Right Span Length: L3= 11.91 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT i i Right Span Unbraced Length -Bottom of Beam: Lu3- Boftom= 11.91 FT Live Load Deflect. Criteria: U 360 77 Total Load Deflect. Criteria: U 360 I I Center Span Loading: l Uniform Load: Floor Live Load: FLL -2= 40.0 PSF Floor Dead Load: FDL -2= 15.0 PSF Floor tributary Width Side One: Trib -1 -2= 6.6 FT Floor Tributary Width Side Two: Trib -2 -2= 6.6 FT Beam Self Weight: BSW= 18 PLF Wall Load: Wall -2= 50 PLF' E Total Live Load: Total Dead Load: wL -2= wD -2= 528 248 PLF PLF Total Load: wT -2= 794 PLF Right Span Loading: Uniform Load: Floor Live Load: FLL -3= 40.0 PSF Floor Dead Load: FDL -3= 15.0 PSF Floor Tributary Width Side One: Trib -1 -3= 6.6 FT Floor Tributary Width Side Two: Trib -23= 6.6 FT Beam Self Weight: BSW= 18 PLF Wall Load: Wall -3= 50 PLF Total Live Load: wL -3= 528 PLF Total Dead Load: wD -3= 248 PLF Total Load: wT -3= 794 PLF Properties for: W8x18/A992 -50 9� Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 IN Web Thickness: tw= 0.23 IN Flange Width: bf= 5.25 IN Flange Thickness: tf= 0.33 IN Distance to Web Toe of Fillet: k= 0.63 IN Moment of Inertia About X -X Axis: Ix= 61.90 IN4 Section Modulus About X -X Axis: Sx= 15.20 IN3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.40 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 11.91 FT Limiting Unbraced Length for Fb= .66 *Fy: Lc= 4.7 FT -?" 't Page: 2 ,.1 Multi -Span Floor Beamf AISC 9th Ed ASD 1 Ver: 7.01.14 Bv: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 08:45:04 AM r l Project: Pete Scott - Location: main floor beam -2 Limiting Unbraced Length for Fb =.6 *Fv w/ Cb: Lu= 7.09 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eon F1 -6: F1 -6= 16.4 KSI ±, Allowable fb per ASD Eqn F1 -7: F1 -7= 16.4 KSI Allowable fb per ASD Eqn F1 -8: F1 -8= 17.67 KSI Elastic Limit of ASD Eqn F1-6: ELI-6= 11.81 FT Allowable Bending Stress: Fb= 17.87 KSI Web Height to Thickness Ratio: h/tw= 32.52 Limiting Web Height to Thickness Ratio for Fv= .4 *Fy: h/tw- Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= -14078 FT -LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Nominal Moment Strength: Mr— 22636 FT -LB Controlling Shear: V= 5910 LB 11.91 Ft from left support of span 3 (Right Span) J Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Nominal Shear Strength: Vr— 37444 LB Moment of Inertia (Deflection): Iraq= 18.88 IN4 1= 61.90 IN4 -?" 't 3 Multi -Span Floor Beam[ AISC 9th Ed ASD ) Ver. 7.01.14 By: Merlin Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scoff - Location: main floor beam -2 Summary: A992.50 W8x18 x 23.82 FT (11.9 + 11.9 ) Section Adequate By: 60 .8 % Controlling Factor: Moment 6000 3000 Shear (Ibs) 0 -3000 -6000 20000 10000 Moment (ft -lb) 0 -10000 -20000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 Load rnmhina}inn�shnwn• Cnnfmllinn Chne./��.....e..! /nege.r:,.., nl.,....,...e Center Span = 11.91 ft Right Span = 11.91 ft Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Reactions L ive Loa Dead Load Total Load Uplift Load A 2751 Lb 1188 Lb 3939 Lb 0 Lb B 7861 Lb 3960 Lb 11821 Lb 0 Lb C 2751 Lb 1188 Lb 3939 Lb 0 Lb Center Soan Uniform Loading Live Load Dead Load Self Weight Total Load W 528 Plf 248 Plf 18 Pif 794 Plf Right Span 5910 @ 12 ft -5910 Ibs @ 12 ft 7918 ft- Ibs @ 4 ft -14078 ft -Ibs @ 12 ft -0.022 in i 8.9 ft j I 0.121in @18.3ft i i Center Span = 11.91 ft Right Span = 11.91 ft Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Reactions L ive Loa Dead Load Total Load Uplift Load A 2751 Lb 1188 Lb 3939 Lb 0 Lb B 7861 Lb 3960 Lb 11821 Lb 0 Lb C 2751 Lb 1188 Lb 3939 Lb 0 Lb Center Soan Uniform Loading Live Load Dead Load Self Weight Total Load W 528 Plf 248 Plf 18 Pif 794 Plf Right Span 3! Page 2 Uniform Loading Live Load Dead Load Self Weight Total Load W 528 Pif 248 Plf 18 Pif 794 Pif i Multi-Span Floor Beam[ AISC 9th Ed ASD 1 Ver: 7.01.14 By: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 08:46 :29 AM Project: Pete Scott - Location: main floor beam -3 Summary: A992 -50 W8x15 x 23.0 FT (11.5 + 11.5 ) Section Adequate By. 31.0% Controlling Factor. Moment -� Center Span Deflections: ( Dead Load: DLD- Center- 0.03 IN Live Load: LLD - Center- 0.08 IN = U1737 Total Load: TLD- Center- 0.10 IN = U1322 Right Span Deflections: Dead Load: DLD - Right= 0.03 IN Live Load: LLD - Right= 0.08 IN = U1737 Total Load: TLD- Right= 0.10 IN = U1322 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2012 LB Dead Load: DL- Rxn -A= 927 LB Total Load: TL- Rxn -A= 2940 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.62 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 5750 LB Dead Load: DL- Rxn -B= 3091 LB Total Load: TL- Rxn -B= 8841 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.62 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 2012 LB Dead Load: DL- Rxn -C= 927 LB Total Load: TL- Rxn -C= 2940 LB Bearing Length Required (Beam only, support capacity not checked): BL -C= 0.62 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Lenqth -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: W2- Bottom= 11.5 FT Right Span Length: L3= 11.5 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3- Bottom= 11.5 FT Live Load Deflect. Criteria: U 360 Z Total Load Deflect. Criteria: U 360 Center Span Loading: J t Uniform Load: Floor Live Load: FLL -2= 40.0 PSF Floor Dead Load: FDL -2= 15.0 PSF Floor Tributary Width Side One: Trib -1 -2= 5.0 FT Floor Tributary Width Side Two: Trib -2 -2= 5.0 FT Beam Self Weight: BSW= 15 PLF Wall Load: Wall -2= 50 PLF Total Live Load: wL -2= 400 PLF Total Dead Load: wD -2= 200 PLF Total Load: wT -2= 615 PLF Right Span Loading: Uniform Load: Floor Live Load: FLL -3= 40.0 PSF Floor Dead Load: FDL -3= 15.0 PSF Floor Tributary Width Side One: Trib -1 -3= 5.0 FT Floor Tributary Width Side Two: Trib -2 -3= 5.0 FT Beam Self Weight: BSW= 15 PLF Wall Load: Wall -3= 50 PLF Total Live Load: wL -3= 400 PLF Total Dead Load: wD -3= 200 PLF Total Load: wT -3= 615 PLF Properties for: W8x15/A992 -50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.11 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 4.01 IN Flange Thickness: tf= 0.32 IN Distance to Web Toe of Fillet: k= 0.62 IN Moment of Inertia About X -X Axis: Ix= 48.00 IN4 Section Modulus About X -X Axis: Sx= 11.80 IN3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.04 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.37 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 33.10 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 11.5 FT Limiting Unbraced Length for Fb= .66 "Fy: Lc= 3.59 FT f1 Page:2 Multi -Span Floor Beam[ AISC 9th Ed ASD 1 Ver: 7.01.14 -� By: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 08:46:29 AM Project: Pete Scott - Location: main floor beam -3 Limiting Unbraced Length for Fb =.6 *Fy w/ Cb: Lu= 5.19 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1 -6: Fl -6= 4.5 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 9.63 KSI Allowable fb per ASD Eqn F1-8: F1 -8= 13.54 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 8.74 FT Allowable Bending Stress: Fb= 13.54 KSI Web Height to Thickness Ratio: hAw= 30.53 Limiting Web Height to Thickness Ratio for Fv= .4•Fy: h/tw- Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: -� Controlling Moment: M= -10167 FT -LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Nominal Moment Strength: Mr- 13318 FT -LB Controlling Shear: V= 4420 LB At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Nominal Shear Strength: Vr- 39739 LB Moment of Inertia (Deflection): Iraq= 13.07 IN4 n 1= 48.00 IN4 3q ,] Multi -Span Floor Beam[ AISC 9th Ed ASD ) Ver: 7.01.14 By: Martine Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: main floor beam -3 Summary: A992 -50 W8x15 x 23.0 FT (11.5 + 11.5 ) Section Adeauate Bv: 31.0% Controllino Factor- Mnmant SMEAR, MOMENT, AND DEFLECTION DIAGRAMS Load Combination chnwm Cnntrnllinn Rhaar /Mnmant /nAflPMinn ninnrams Center Span = 11.5 ft Right Span = 11.5 ft Controllina Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 5000 2500 Shear (Ibs) 0 -2500 -5000 20000 10000 Moment (ft -lb) 0 -10000 -20000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 4420 Ibs @ 12 ft -4420 Ibs @ 12 ft 5718 ft -Ibs 19 ft -10167 ft -Ibs @ 12 ft -0.018 in 14.3 ft i I i �0.104in@5.3It I i Center Span = 11.5 ft Right Span = 11.5 ft Controllina Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 5000 2500 Shear (Ibs) 0 -2500 -5000 20000 10000 Moment (ft -lb) 0 -10000 -20000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 Reactions L ive Load Dead Load Total Load Uplift Load A 2012 Lb 927 Lb 2940 Lb 0 Lb B 5750 Lb 3091 Lb 8841 Lb 0 Lb C 2012 Lb 927 Lb 2940 Lb 0 Lb Center Soan Uniform Loading Live Load Dead Load Self Weight Total Load W 400 Plf 200 Plf 15 Plf 615 Plf Right Span 3 5 Uniform Loading Live Load Dead Load Self Weight Total Load W 400 Plf 200 Plf 15 Plf 615 Plf Page 2 I2� Multi- Loaded Beam( 2006 International Building Code (05 NDS) ) Ver: 7.01.14 By: Meriine Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 09:36:22 AM I Project: Pete Scott - Location: headers -upper level -3' Summary: ( 2 ) 1.751N x 5.5 IN x 3.0 FT 11.9E Microllam - !Level Trus Joist Section Adequate By: 526.5% Controlling Factor: Area / Depth Required 2.63 In Center Span Deflections: Dead Load: DLD- Center= 0.00 IN [ Live Load: LLD - Center- 0.01 IN = U4048 Total Load: TLD- Center- 0.01 IN = U3276 Center Span Left End Reactions (Support A): Live Load: LL- Rxn-A= 675 LB Dead Load: DL- Rxn -A= 159 LB f Total Load: TL- Rxn -A= 834 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.32 IN Center Span Right End Reactions (Support B): ' Live Load: LL- Rxn -B= 675 LB J Dead Load: DL- Rxn -B= 159 LB Total Load: TL- Rxn -B= 834 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.32 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraoed Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraoed Length -Bottom of Beam: Lu2- Bottom= 3.0 FT Live Load Duration Factor: Live Load Deflect. Criteria: Cd= U 1.00 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: j Live Load: wL -2= 450 PLF l Dead Load: wD -2= 100 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT -2= 556 PLF Properties For: 1.9E Microllam- iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc 750 PSI Adjusted Properties _perp= Fb' (Tension): FV= 2891 PSI Adjustment Factors: Cd =1.00 CF=I. 11 W': FV= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 626 FT -LB 1.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 584 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 2.60 IN3 1 3.07 Area (Shear): Areq= IN2 A= 19.25 IN2 Moment of Inertia (Deflection): Iraq= 5.33 IN4 1= 48.53 IN4 1 l I Multi- Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Martine Van Dyke Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers -upper level -3' Summary: ( 2) 1.75 IN x 5.5 IN x 3.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By 526.5% Controlling Factor: Area / Depth Required 2.63 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 90C 45( Shear (Ibs) C -450 -900 700 350 Moment (ft-lb) 0 -350 -700 -0.02 -0.01 Deflection (in) 0 0.01 0.02 Controllinc Load Cases: Shear: Critical shear created by com Moment: Critical moment created by all dead loads and live loads on span(s) 2 ping all dead loads and live loads on span(s) 2 nbining all dead loads and live loads on span(: LOADING DIAGRAM R eactions Live Load Dead Load Total Load Uplift Load A 675 Lb 159 Lb 834 Lb 0 Lb B 675 Lb 159 Lb 834 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 450 Plf 100 Pit 6 Plf 556 Plf Multi- Loaded Beamf 2006 International Building Code (05 NDS) I Ver: 7.01.14 By: Marline Van Dyke, Van Dyke Engineering on: 07 -05-2009: 09:37:01 AM Project: Pete Scott - Location: headers -upper level -4' Summary: (2 ) 1.75 IN x 5.5 IN x 4.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 282.3% Controlling Factor: Section Modulus / Depth Required 3.51 In Center Span Deflections: Dead Load: DLD- Center- 0.01 IN Live Load: LLD- Center= 0.03 IN = U1708 Total Load: TLD- Center- 0.03 IN = U1382 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 900 LB Dead Load: DL- Rxn -A= 212 LB Total Load: TL- Rxn -A= 1112 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.42 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 900 LB Dead Load: DL- Rxn -B= 212 LB Total Load: TL- Rxn -B= 1112 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.42 IN Beam Data: Center Span Length: L2= 4.0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lug- Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 450 PLF Dead Load: wD -2= 100 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT -2= 556 PLF Properties For: 1.9E Microllam- iLevel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc _perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2891 PSI Adjustment Factors: Cd =1.00 CF=I. 11 Fv': Fv'= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1112 FT -LB 2.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 867 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 4.62 IN3 S= 17.65 IN3 Area (Shear): Areq= 4.57 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): Iraq= 12.64 IN4 1= 48.53 IN4 Multi- Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver. 7.01.14 By: Marline Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers -upper level -4' Summary: ( 2 ) 1.75 IN x 5.5 IN x 4.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 252.3% Controlling Factor: Section Modulus / Depth Required 3.51 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 200( 100( Shear (Ibs) -1000 -2000 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.04 -0.02 Deflection (in) 0 0.02 0.04 Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span($) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 2 Reactions Live Load Dead Load Total Load Uplift Load A 900 Lb 212 Lb 1112 Lb 0 Lb B 900 Lb 212 Lb 1112 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 450 Plf 100 Plf 6 Plf 556 Plf Multi- Loaded Beam[ 2006 International Building Code (05 NDS) ) Ver. 7.01.14 By: Merlin Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 09:38:00 AM rl Project: Pete Scott - Location: headers -main level-3 Summary: (2 ) 1.75 IN x 5.5 IN x 3.0 FT / 1.9E Microllam - !Level Trus Joist Section Adequate By: 373.3% Controlling Factor. Area / Depth Required 2.89 In Center Span Deflections: Dead Load: DLD- Center= 0.01 IN !_ Live Load: LLD - Center- 0.01 IN = U4337 Total Load: TLD- Center- 0.01 IN = LJ2475 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 630 LB Dead Load: DL- Rxn -A= 474 LB Total Load: TL- Rxn -A= 1104 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.42 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 630 LB Dead Load: DL- Rxn -B= 474 LB Total Load: TL- Rxn -B= 1104 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.42 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= 3.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 420 PLF Dead Load: wD -2= 310 PLF Beam Self Weight: SSW= 6 PLF Total Load: wT -2= 736 PLF Properties For: 1.9E Microllam- il-evel Trus Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc 750 PSI Adjusted Properties _perp= Fb' (Tension): Fb'= 2891 PSI Adjustment Factors: Cd =1.00 CF =1.11 FV: FV= 285 PSI Adiustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 828 FT -LB 1.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 773 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 3.44 IN3 S= 17.65 IN3 Area (Shear): Areq= 4.07 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): Iraq= 7.06 IN4 1= 48.53 IN4 �S 1 �1 Multi- Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers -main level -3' Summary: ( 2 ) 1.751N x 5.5 IN x 3.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 373.3% Controlling Factor: Area/ Depth Required 2.89 In 2000 1000 Shear (ibs) 0 -1000 -2000 900 450 Moment (ft -Ib) 0 -450 -900 -0.02 -0.01 Deflection (in) 0 0.01 0.02- 1104lbs @Oft Controlling Load Cases: Shear: Critical shear created by corn Moment: Critical moment created by 2 I f- 0.015 in @1.5ft Center Span = 3 ft all dead loads and live loads on span(s) 2 ning all dead loads and live loads on span(s) 2 nbinina all dead loads and live loads on snanG Reactions L ive Load Dead Load Total Load Uplift Load A 630 Lb 474 Lb 1104 Lb 0 Lb B 630 Lb 474 Lb 1104 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 420 Pif 310 Plf 6 Pif 736 Plf -1104 Ibs @ 3 ft -J Multi- Loaded Beam[ 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Marline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 09:38:23 AM Project: Pete Scott - Location: headers -main level -4' Summary: IN (2 ) 1.75 IN x 5.5 IN x 4.0 FT / 1.9E Microllam - iLevel Trus Joist IN = U1830 Section Adequate By: 188.8% Controlling Factor: Section Modulus / Depth Required 3.86 In Center Span Deflections: 840 Dead Load: DLD- Center- Live Load: LLD- Center- Total Load: TLD- Center- Center Span Left End Reactions (Support A): IN2 Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: SSW= Total Load: wT -2= Properties For: 1.9E Microllam- !Level Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.11 FV: Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 2.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): FV= 0.02 IN 0.03 IN = U1830 0.05 IN = U1044 840 LB 632 LB 1472 LB 0.56 IN 840 LB 632 LB 1472 LB 0.56 IN 4.0 FT 0.0 FT 4.0 FT 1.00 360 360 420 PLF 310 PLF 6 PLF 736 PLF 2600 PSI 285 PSI 1900000 PSI 750 PSI 2891 PSI 285 PSI M= 1472 FT -LB V= 1148 LB Sreq= 6.11 IN3 S= 17.65 IN3 Areq= 6.04 IN2 A= 19.25 IN2 Ireq= 16.73 IN4 1= 48.53 IN4 c� Multi- Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Merlin Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers -main level -4' Summary: ( 2 ) 1.75 IN x 5.5 IN x 4.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 188.8% Controlling Factor: Section Modulus / Depth Required 3.86 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 200( 100C Shear (lbs) C -1000 -2000 2000 1000 Moment (ft-lb) 0 -1000 -2000 -0.05 -0.025 Deflection (in) 0 0.025 0.05 Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Center Span = 4 ft Reactions Live Load Dead Load Total Load Uplift Load A 840 Lb 632 Lb 1472 Lb 0 Lb B 840 Lb 632 Lb 1472 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 420 Plf 310 Plf 6 Plf 736 Plf A,* Multi- Loaded Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Marline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 09:38:39 AM Project: Pete Scott - Location: headers -main level -5 Summary: ( 2) 1.75 IN x 5.5 IN x 5.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 48.5% Controlling Factor: Moment of Inertia / Depth Required 4.82 In Center Span Deflections: Dead Load: DLD- Center- 0.05 IN Live Load: LLD - Center- 0.06 IN = L/937 Total Load: TLD- Center- 0.11 IN = U535 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1050 LB Dead Load: DL- Rxn -A= 790 LB Total Load: TL- Rxn -A= 1840 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.70 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1050 LB Dead Load: DL- Rxn -B= 790 LB ' Total Load: TL- Rxn -B= 1840 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.70 IN Beam Data: Center Span Length: L2= 5.0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lug- Bottom= 5.0 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL -2= 420 PLF Dead Load: wD-2= 310 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT -2= 736 PLF Properties For: 1.9E Microllam- iLevel True Joist Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc 750 PSI Adjusted Properties _perp= Fb' (Tension): Fb'= 2891 PSI Adjustment Factors: Cd =1.00 CF=I. 11 FV: FV= 285 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2300 FT -LB 2.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1509 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 9.55 IN3 S= 17.65 IN3 Area (Shear): Areq= 7.94 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): Ireq= 32.68 IN4 1= 48.53 IN4 N' W Multi- Loaded Beam[ 2006 International Building Code (05 NDS) [ Ver. 7.01.14 By: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers -main level -5 Summary: (2) 1.75 IN x 5.5 IN x 5.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 48.5% Controlling Factor: Moment of Inertia / Deoth Required 4.82 In 200C 100C Shear (Ibs) C -1000 -2000 3000 1500 Moment (ft-lb) 0 -1500 -3000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on soan(s) 2 Reactions L ive Load Dead Load Total Load Uplift Load A 1050 Lb 790 Lb 1840 Lb 0 Lb B 1050 Lb 790 Lb 1840 Lb 0 Lb Center Span Uniform Loading L ive Load Dead Load Self Weight Total Load W 420 Pif 310 Plf 6 Pif 736 Pif II Multi- Loaded Beam! 2006 International Building Code (05 NDS) I Ver: 7.01.14 Bv: Medine Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 09:39:26 AM Project: Pete Scott - Location: headers -lower level - 3 Summary: ( 2 ) 1.75 IN x 6.5 IN x 3.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 217.0% Controlling Factor: Area / Depth Required 3.31 In Center Span Deflections: Dead Load: DLD- Center— 0.01 IN Live Load: LLD- Center— 0.01 IN = L/2663 Total Load: TLD- Center= 0.02 IN = U1657 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1026 LB Dead Load: DL- Rxn -A= 623 LB Total Load: TL- Rxn -A= 1649 .LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.63 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1026 LB Dead Load: DL- Rxn -B= 623 LB Total Load: TL- Rxn -B= 1649 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.63 IN Beam Data: Center Span Length: L2= 3.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= 3.0 FT Live Load Duration Factor: Live Load Deflect. Criteria: Cd= L/ 1.00 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL -2= 684 PLF Dead Load: wD -2= 409 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT -2= 1099 PLF Properties For: 1.9E Microllam- !Level Trus Joist Bending Stress: Fb= 2600 PSI F Shear Stress: Fw 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc 750 PSI Adjusted Properties _perp= Fb' (Tension): Fb'= 2891 PSI Adjustment Factors: Cd =1.00 CF =1.11 FV: Fv= 285 PSI Adjustment Factors: Cd =1.00 F t Design Requirements: lr' Controlling Moment: M= 1236 FT -LB 1.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1154 LB I At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section. Modulus (Moment): Sreq= 5.13 IN3 17.65 IN3 Area (Shear): Areq= 6.07 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): Iraq= 10.54 IN4 ( 1= 48.53 IN4 II I I�l Multi- Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers -lower level -3' Summary: ( 2 ) 1.75 IN x 5.5 IN x 3.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate Bv: 217.0% Controllina Factor: Area / Denth Required 3.31 In 2000 100C Shear (Ibs) C -1000 -2000 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.03 -0.015 Deflection (in) 0 0.015 0.03 Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Reactions Live Load Dead Load Total Load U li Load A 1026 Lb 623 Lb 1649 Lb 0 Lb B 1026 Lb 623 Lb 1649 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weiaht Total Load W 684 Plf 409 Plf 6 Plf 1099 Plf Multi- Loaded Beamf 2008 International Building Code (05 NDS) ) Ver. 7.01.14 By Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 09:39.45 AM Project: Pete Scott - Location: headers -lower level -4' 1 Summary: (2 ) 1.751N x 5.51N x 4.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 93.4% Controlling Factor. Section Modulus / Depth Required 4.41 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties For: 1.9E Microllam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticitv: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.11 Fv'. DLD- Center— LLD- Center= TLD- Center— LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lug -Top= Lu2- Bottom= Cd= U U wL -2= wD-2= BSW= wT -2= Fb= Fv= E= Fc_perp= Fb'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 2.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Fv'= M= V= 0.03 0.04 0.07 1368 830 2198 0.84 1368 830 2198 0.84 4.0 0.0 4.0 1.00 360 360 684 409 6 1099 2600 285 1900000 750 IN IN = U1123 IN = U699 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF PSI PSI PSI PSI 2891 PSI 285 PSI 2198 FT -LB 1714 LB Sreq= 9.12 IN3 S= 17.65 IN3 Areq= 9.02 IN2 A= 19.25 IN2 Ireq= 24.98 IN4 1= 48.53 IN4 Multi- Loaded Beam[ 2006 International Building Code (05 NOS) ] Ver: 7.01.14 By: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers -lower level -4' Summary: (2 ) 1.75 IN x 5.5 IN x 4.0 FT / 1.9E Microllam - iLevel Trus Joist Section Adequate By: 93.4% Controlling Factor. Section Modulus / Depth Required 4.41 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 3000 2198 Ibs @ 0 It 1500 Shear (Ibs) 0 -1500 -3000 3000 1500 Moment (ft -lb) 0 -1500 -3000 -0.07 -0.035 Deflection (in) 0 0.035 0.07 Controlling Load Cases: Shear: Critical shear created by com Moment: Critical moment created by 2198 ft -Ibs @ 2 ft [ill Center Span = 4 ft all dead loads and live loads on span(s) 2 ning all dead loads and live loads on span(s) 2 Reactions Live Load Dead Load Total Load U121ift Loa A 1368 Lb 830 Lb 2198 Lb 0 Lb B 1368 Lb 830 Lb 2198 Lb 0 Lb Center Span Uniform Loading L ive Load Dead Load Self Weigh Total Load W 684 Plf 409 Plf 6 Plf 1099 Plf -2198 Ibs 0 4 ft -.� Multi- Loaded Beam[ 2006 International Building Code (05 NDS) I Ver: 7.01.14 By: Medina Van Dyke, Van Dyke Engineering on: 07 -05 -2009: 09:40:59 AM Project: Pete Scoff - Location: headers- gaarge door -16' Summary: (3) 1.75 IN x 14.0 IN x 16.0 FT / 1.9E Microllam -!Level Trus Joist Section Adequate By: 18.6% Controlling Factor: Moment of Inertia / Depth Required 13.23 In r -) " Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD- Center— 0.14 IN Live Load: LLD - Center— 0.31 IN = U628 Total Load: TLD- Center— 0.45 IN = U427 ,1 Center Span Left End Reactions (Support A): J Live Load: LL- Rxn -A= 3784 LB Dead Load: DL- Rxn -A= 1784 LB Total Load: TL- Rxn -A= 5568 LB < Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.41 IN -� Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 3784 LB Dead Load: DL- Rxn -B= 1784 LB Total Load: TL- Rxn -B= 5568 LB ' Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.41 IN Beam Data: ' Center Span Length: L2= 16.0 FT Center Span Unbraced Lenqth -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 16.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL -2= 473 PLF Dead Load: wD -2= 200 PLF Beam Self Weight: BSW= 23 PLF Total Load: Properties For: 1.9E Microllam- iLevel Trus Joist wT -2= 696 PLF Bending Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc _perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2546 PSI Adjustment Factors: Cd =1.00 CF =0.98 Fv': Adjustment Factors: Cd =1.00 Fv= 285 PSI Design Requirements: Controlling Moment: M= 22271 FT -LB 8.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 4788 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 104.97 IN3 1 71.50 IN3 Area (Shear): Areq= 25.20 IN2 A= 73.50 IN2 Moment of Inertia (Deflection): Iraq= 1012.58 IN4 1= 1200.50 IN4 Multi- Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Merline Van Dyke, Van Dyke Engineering on: 07 -05 -2009 Project: Pete Scott - Location: headers- gearge door -16' Summary: (3) 1.75 IN x 14.0 IN x 16.0 FT / 1.9E Microllam - il-evel Trus Joist Section Adequate By: 18.6% Controlling Factor. Moment of Inertia / Depth Required 13.23 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 600( 300( Shear (Ibs) C -3000 -6000 30000 15000 Moment (ft -lb) 0 -15000 -30000 -0.5 -0.25 Deflection (in) 0 0.25 0.5 Controlling Load Cases: Shear: Critical shear created by com Moment: Critical moment created by Reactions all dead loads and live loads on span(s) 2 ning all dead loads and live loads on span(s) 2 Live Load Dead Load Total Load Uvlift Lad A 3784 Lb 1784 Lb 5568 Lb 0 Lb B 3784 Lb 1784 Lb 5568 Lb 0 Lb Center Span Uniform Loading Live Load Dead Load Self Weight Total Load W 473 Pif 200 Plf 23 Plf 696 Plf 5( r AMERICAN GEOTECFINICAL j 6367 South Gray Street Littleton, Colorado 80123 303 - 817 -6661 SUBSURFACE INVESTIGATION -� and FOUNDATION RECOMMENDATIONS NDATIONS at Lot 5, Rose Haven Subdivision, Jefferson County, Wheatridge, Colorado Ll Ll d for Steve Scott February 13, 2009 25554 DAVID E. BEASLEY, P.E.: A.G. Project Number 09 -0105 American Geotechnical Inc. Subsurface Investigation Project No. 09 -0105 Pg2of10 GENERAL American Geotechnical has completed a subsurface investigation of the site known as: r, Lot 5, Rose Haven Subdivision, Jefferson County, - Wheatridge, Colorado l This location is directly adjacent to and north of 3905 Independence Street. This report presents the results of that investigation. The investigation was performed at the request of Pete Scott in order to comply with local requirements and to determine the allowable foundation construction at this site. J FOUNDATION RECOMMENDATIONS With respect to the soil investigation performed at this site, and the intended structure as ! _ described by the client named above, the following is one or more of the allowable foundation type(s): 1. Footines A footing type of foundation system may be utilized at this site provided foundation components bear on a minimum of 3 feet ofproperly compacted Structural Fill Material which in turn bears on undisturbed natural soil. Foundation components must also bear below all organic material. Some movement of the structure on this type of foundation system is expected. The maximum soil bearing capacity at this site is 1500 psf. Prior to placing concrete, all bearing surfaces must be cleared of loose material. Disturbed material may be re- compacted in place only after contacting, and with guidance from, this office. To verify the soil conditions and to verify the design bearing pressure for any footings, it is required that an open hole inspection be performed at this site. This inspection must be performed only after the entire excavation has been dug to final grade. If potentially expansive clay, deleterious material or other unsuitable conditions are found, over - excavation of some or all of the site may be required replacing inadequate soils with appropriate materials. Revised foundation recommendations may also be required — such as the use of drilled piers. 2. Drilled Concrete Piers This foundation may consist of a grade beam and concrete pier foundation system. These drilled piers must be a minimum of 21 feet in length and must penetrate a minimum of 11 feet into bedrock, or to refusal. These piers must be a minimum of 10 inches in diameter. The maximum allowable end bearing pressure for these piers is 25,000 psf, and there is a corresponding 2500 psf side shear value available for the portion of the pier within bedrock. The minimum dead Ioad on these piers should be _ American Geotechnical Inc. Subsurface Investigation Project No. 09 -0105 Pg3of10 8000 psf when based upon the pier end area. The bottom I 1 feet of the pier hole must be grooved (shear rings l in order to anchor the bottom of the pier into the corresponding bedrock. Grooving shall be accomplished by creating ring grooves in the drilled hole, that are a maximum of 2 feet apart, using a tool which projects a minimum of 1 %: inches out from the side of the auger drill. If water is encountered during or after drilling the piers, measure must be taken to keep the holes dry while placing concrete, or, concrete may be placed by pumping it into the very bottom of the holes and forcing the water out. Casing may be required to eliminate collapsing sidewalls or to minim any infiltration of water. Piers must be poured as soon as possible after drilling to ensure the integrity of the drilled holes. Ensure all loose material has been removed from the pier holes prior to placing concrete. Piers must be vertically reinforced throughout their length using steel rebar, according to the following schedule: One #5/60 rebar for every 16 inches of pier circumference, or a minimum of 3 #5/60 rebars, whichever is greater. This rebar must extend into the foundation wall a minimum of 2 feet. There must be a minim 4 inch void space under grade beams to separate the grade beam from the soil. Note: In cases of deep bedrock, piers may ultimately be longer than the specified minimum length, due to bedrock penetration requirements. Ensure that the requirements contained herein are reflected in any construction plans developed for this site. The case equivalent fluid pressure at this site is 45 pc£ This does not take into account any additional pressures which can result from the presence of expansive soils — soils which can exert additional pressures when wetted. Due to the presence of expansive clay minerals, and in order to minimize the chances of water damage to the structure(s), an exterior perimeter drain is required for any structures built on this site. This drain may daylight, #o an exterior outfall location or may flow into a sump pit fitted with a pump. SITE DESCRIPTION The site is vacant at this time. The existing vegetation consists of import grasses and weeds, with several small trees on site. There appears to be fill on the east side of the lot with a break in the elevation (a bench) near the center of the lot. PROPOSED CONSTRUCTION It is our understanding that a single- family residential structure is planned for construction on this site. L� American Geotechnical Inc. Subsurface Investigation Project No. 09 -0105 Pg4of10 FIELD AND LABORATORY ANALYSIS A test hole(s) was drilled in the vicinity of the proposed structure (see Site Map) using power auger equipment. Test holes are generally drilled to a depth of 20 feet. Holes may have been drilled to different depths if restrictions exist or if needed to make bedrock determinations. In -situ soil samples were retrieved from depths appropriate to adequately anticipate foundation requirements. These samples were retrieved utilizing a 3 -inch sampler. These samples were returned to the laboratory for analysis. Laboratory analysis consists of a determination of moisture content, density, swell and consolidation potential, and particle size distribution, where possible. In order to assure valid results, non - cohesive highly granular samples may not have been tested for swell or consolidation potential. Subjective analysis of the soil conditions was also made in the field during the drilling operations. Investigations performed on nearby sites may also have been considered in these results. The following represent the results of this investigation based upon the field and laboratory analysis as well as our experience in the area. SUBSURFACE CONDTTIONS In general, the subsurface conditions consist of- 0-1 Topsoil P— 3' Sandy Silty Fill Soil; Dry to Slightly Moist; Tan Y-4' Clay; Moist; Brown 4'— 12' Claystone; Moist; Olive Brown 12' Refusal due to the density of the soils encountered. No free water was encountered. See the Summary of Laboratory Analysis, the Boring Logs and the Swell- Consolidation Test Results for additional information. American Geotechnical Inc. Subsurface Investigation 1 Project No. 09 -0105 Pg5of10 SLAB RECOMMENDATIONS The Slab Performance Risk at this site is judged to be 'moderate' (3 -5% swell with a 500 psf surcharge). These soils may not be suitable for the construction of slabs. It must be understood that the risk of slab movement does exist. Changes in the water content of these soils may cause the soil to swell or shrink, which may cause movement or cracking of slabs. If some movement of a slab is not acceptable, finished room areas should be constructed utilizing a structural floor system, rather than a slab. OTHER SLAB INFORMATION Should the owner elect to accept the risks of expansive / consolidating soils and the effects they may have on slabs, the following have I been shown to be helpful when constructing slabs. The following must not be construed as an approval to construct slabs: Slabs should bear on undisturbed natural soils, or on properly conditioned and re- compacted materials, as opposed to gravel or other materials which may allow the migration of water below the slabs. If the on -site soils are not acceptable, it is preferable to bear slabs on non - expansive imported materials which are not highly granular. This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30 and a Plasticity Index less than 15 are preferred. Slabs shall be isolated from foundation components by slip joints constructed to allow the independent movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical equipment resting on slabs must be fitted with expandable / collapsible sections in order to allow movement of the slab without damage to the equipment or to the structure. Non - bearing partition walls must be constructed with a minimum of 3 inches of float to allow for movement of the slab without damaging any part of the structure. All doors shall be constructed with at least a I inch gap at floor level. Door trim must also be isolated from slab movement. It is the owner's responsibility to monitor and maintain all floats and gaps as necessary. If additional information `on float is needed, please contact this or any geotechnical office. Garage door trim must be isolated from garage slab movement. Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations in order to control cracking of the American Geotechnicai Inc. Subsurface Investigation Project No. 09 -0105 Pg6of10 slab due to shrinkage or other factors. 'these scores `.should be a maximum of 12 feet apart. If some movement of a slab is not acceptable, fmished room areas should be constructed utilizing a structural floor system, rather than a slab. SITE PREPARATION ;rl We anticipate that additional grading may be necessary. Site preparation procedures should } be performed such that the potential for accumulation and standing of water around the site is minimized Clay soils should be kept from desiccating (drying and shrinking) by r l sprinkling the soils occasionally. Drainage swales or channels should be created where 'l necessary in order to route water away from the excavation and construction area. J BACKFII.L The backfill placed around the foundation walls should be methodically compacted to help reduce settlement after completion of construction. The top one foot of the backfill material must be relatively impervious. The on -site soils, exclusive of topsoil and organics, are suitable for use as backfill. First floor framing should be constructed prior to the [' J backfill process, or the foundation walls should be supported by some other means. SURFACE DRAINAGE The area surrounding the structure should be graded so as to provide adequate drainage away from the structure. This is typically accomplished by utilizing a 10 percent (12 inches in 10 feet) slope down and away from the foundation. Low spots should be filled in order to prevent accumulation and standing of water near the structure. Surface water runnin toward the structures from up slope areas should be diverted around and away from the structures by means of drainage swales or other similar measures. Decorative edging should be constructed to allow water to flow through, around or under the edging and not so as to cause damming of water behind the edging. Sprinkler systems should be constructed so as to keep the area within 5 feet of the structure as dry as possible. Sprinkler heads or other Irrigation components should not be placed in, nor should they release water into, the area that is within 5 feet of the structure. Downspouts and sill cocks must terminate outside of the backfill area of the structure and a minimum of 6 feet from the structure. Downspouts and sill cocks should discharge I American Geotechnical Inc. Subsurface Investigation Project No. 09.0105 Pg7of10 into splash blocks that extend well beyond the limits of the backfill. The use of long downspout extensions in -place of splash blocks is advisable. See the attached graphical representation of some of the above. SUBSURFACE DRAINAGE Due to the presence of expansive clay minerals, and in order to minimize the chances of water damage to the structum(s), an exterior perimeter drain is required for any structures built on this site. This drain may daylight to an exterior outfall location or may flow into a sump pit fitted with a pump. If an exterior outfall location is selected, ensure that the drain opening is protected by screen. See the attached diagram(s) for a typical perimeter dram cross section. SHORING Depending on the municipality, shoring of the excavation may be required. Where space is limited, site excavation may result in slopes steeper than 1 to 1. Where site boundaries would otherwise result in cut banks steeper than a 1 to 1 slope, shoring may be required. On sites of limited size or where local regulations warrant, contact the building agency for requirements. If shoring IS required, contact this office for an engineered shoring design. MOLD Mold has become an issue in building construction. '. vast majority of mold spores are minimal or non -exist and litigation on this subject is increasing. The water not high. The use of proper drainage techniques outsi subsurface perimeter drains, should keep water froi would trigger mold formation. However, the most reduce the likelihood of mold formation, should be gat LUMTATIONS health risks resulting from the however, the debate continues mtent of the soils at this site are of the structure, and the use of accumulating in a way which urent building practices which .-ed, studied and followed. In any subsurface investigation, limited data is available from which to formulate soil descriptions and generate recommendations for foundations and related construction components. The samples taken are indicative of the subsurface materials at the time and at the location the samples were taken. Precipitation, seasonal changes, and excavating are just a few of the factors which may create changes in the composition of American Geotechnical Inc. Subsurface Investigation Project No. 09 -0105 Pg8of10 the site. If conditions are encountered which are significantly different from those described in this report, contact this office before proceeding. This report does not address nor was intended to address any environmental issues, hazardous materials or toxic waste issues, or other subsurface situations or conditions other than those described within this report. This report is intended for the sole use of the above named client and their approved agents. This office cannot be responsible for any conclusions or recommendations made by other parties based upon the data contained herein. American Geotechnical Inc. Subsurface Investigation Project No. 09-0105 Pg9 of 10 BORING LOGS Depth (It FE ■Topsoll/organfc : w1clay 6 = --- 'Clayey Sand 7 8 v Clay 9 10 VNISandy Clay 11 12 ffffSandstone 13_ 14 =—Claystone 15 16 IIIISandyClaystone 17 18 MR11 Soil 19 20 0 American GeotechnicalInc. Subsurface Investigation Project No. 09 -0105 Pg 10 of 10 SUMMARY OF LABORATORY RESULTS Hole Depth Description % Passing Moist. Dry Density Penetrometer # (ft.) #200 Sieve . ( ° /a) (pcfl (blows /inch) 1 3 Clay 71 17" 101 17/12 1 4 Claystone, weathered 81 22' 104 7/12 1 8 Claystone 78 23 90 5/12 nd — not determinable �� _,