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HomeMy WebLinkAbout3125-3135 Kendall StreetFrom: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: Furnace/Boiler Replacement Permit Application Date: Wednesday, December 22, 20212:29:20 PM Furnace/Boiler Replacement Permit Application This application is exclusively for RESIDENTIAL REPLACEMENT FURNACE or BOILER - LIKE FOR LIKE ONLY. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes replacement residential furnace or boiler like for like? PROPERTY INFORMATION Is this Residential or Residential Commercial? Property Address 3125 Kendall St Denver CO 80214 Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" Whole Property Management 720-713-1883 franc@wholepm.com CONTRACTOR INFORMATION Contractor Business Milehi Hvac Name Contractor's License 210287 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 720-381-8845 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email office@milehihvac.com Address Retype Contractor office@milehihvac.com Email Address DESCRIPTION OF WORK What type of unit is Furnace being installed? Number of BTUs 80,000 What is the efficiency 80% (°%) of the unit? Is the unit GAS or Gas ELECTRIC? Where is the furnace or Basement boiler located (for example, basement, crawlspace, etc)? Project Value (contract 2000 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been 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. Person Applying for Joanie Edquist Permit Email not displaying correctly? View it in your browser. From: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: Air Conditioner/Evaporative Cooler Permit Application Date: Wednesday, December 22, 20212:20:53 PM Air Conditioner/Evaporative Cooler Permit Application This application is exclusively for AIR CONDITIONER OR EVAPORATIVE COOLER. YOU MUST ATTACH THE ELECTRONIC PAYMENT FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Is this a new install or Replacement of Existing Unit replacement for an existing AC unit? Is this Residential or Residential Commercial? Property Address 3125 Kendall St Denver CO 80214 Property Owner Name Whole Property Management Property Owner Phone 720-713-1883 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email franc@wholepm.com Address Attach City of Wheat Electron ic-Payment-Form.odf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" CONTRACTOR INFORMATION Contractor Business Mile Hi Hvac Name Contractor's License 210287 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 720-381-8845 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email office@milehihvac.com Address Retype Contractor office@milehihvac.com Email Address DESCRIPTION OF WORK What type of Air Conditioner replacement unit are you installing? How many tons is the 3 unit? For AC - what is the 13 SEER? For Evaporative Coolers, what is the CFMs? Where is the unit backyard located (for example, rooftop, backyard on ground etc)? Is electrical needed for No re -hook? Project Value (contract 4200 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been 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. Person Applying for Joanie Edquist Permit Email not displaying correctly? View it in your browser. City of Wheat Ridge E -Res. Window Replacement PERMIT - 201901928 PERMIT NO: 201901928 ISSUED: 09/11/2019 JOB ADDRESS: 3135 Kendall St EXPIRES: 09/10/2020 JOB DESCRIPTION: Replace 3 windows (living room, master bedroom), u -value = .30, like for like *** CONTACTS *** OWNER (303)861-8413 CAREY KATHRYN A SUB (505)881-3200 :kjAR6ff CHAVEZ GUY W BLUFF 190161 DREAMSTYLE WINDOWS & DOORS *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 6,924.00 FEES Window Replacement 50.00 Total Valuation 0.00 Use Tax 145.40 ** TOTAL ** 195.40 *** COMMENTS *** *** CONDITIONS *** Both the front and back of this permit are required to be posted on the job site at all times. If the complete permit is not present, inspections WILL NOT be performed. Work shall comply with 2012 IRC & 2017 NEC. Per IRC Sec. R314, smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. 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 ermit. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180. days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permitfee. 3. If this permit expires, a new permit may be required to I obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a 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 aermit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable coA or any ordina�gq„e 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. C Wheat Ridge BA «326%9 12:399 Replace 3 windows 5 AMOUNT CD 32 05.40 Ae 317 Kendall St pmi g A 7ggT m= w1 AMOUNT RECEIVED a& m pZmQ A+ CODE-. 64005862 195,40 IqK --- Kimber) aojqop�Cook From: no-reply@ci.wheatridge.co.us Sent: Wednesday, September 11, 2019 2:23 PM To: CommDev Permits Subject: Online Form Submittal: Residential Window/Door Replacement Permit Application Categories: Kim Residential Window/Door Replacement Permit Application This application is exclusively for RESIDENTIAL REPLACEMENT WINDOWS and DOORS - LIKE FOR LIKE ONLY. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM AND WINDOW/DOOR CUTSHEET (SPEC SHEET) IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for Yes replacement window(s) and/or door(s) like for like? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Address **REQUIRED** Attach Credit Card Authorization Form - **DO NOT ATTACH RANDOM DOCUMENTS** 3135 Kendall St Kathryn Carey 303-861-8413 kacrwj@msn.com CC Auth for Carey 0293.pdf CONTRACTOR INFORMATION Contractor Business Dreamstyle Windows and Doors of Colorado LLC Name Contractor's License 190161 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 720-214-2370 Number (enter WITH dashes, eg 303-123-4567) Contractor Email Address kdunlap@dreamstyleus.com Retype Contractor Email kdunlap@dreamstyleus.com Address DESCRIPTION OF WORK Number of window 3 and/or doors being replaced Location of Living room and master bedroom window(s)/door(s) being replaced (for example, master bedroom, kitchen, bathroom, etc): What is the u -value of the .30 window(s)/door(s)? City of Wheat Ridge requires the u -value to be .32 or better on windows.. Attach copy of CAREY PERMIT DOCS.pdf window/door cut sheets showing sizes and u -value Project Value (contract 6924.00 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work 2 under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Kevin Dunlap Permit Email not displaying correctly? View it in your browser. i CITY OFHEATRIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:" Job Address: Permit Number:?? a 1_ ❑ No one available for inspection: -Tjme�97 AM�PM Re -Inspection required: Yps"-" No When corrections have been made, call for re -inspection at 303-234-5933 Date: , IV 11 1 Inspector: 47 0 I I DO NOT REMOVE THIS NOTICE City of Wheat Ridge E -Res. Furnace Replacement PERMIT - 201803160 PERMIT NO: 201803160 ISSUED: 12/06/2018 JOB ADDRESS: 3135 Kendall St EXPIRES: 12/06/2019 JOB DESCRIPTION: Residential mechanical replacing 96%, 8000 BTUs furnace in utility room. *** CONTACTS *** OWNER (303)861-8413 CAREY KATHRYN A SUB (303)232-6611 Josh Ward 018236 Applewood Plmb, Heat, & Elec. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,448.00 FEES Furnace Replacement 40.00 Total Valuation 0.00 Use Tax 177.41 ** TOTAL ** 217.41 *** COMMENTS *** *** CONDITIONS *** Work shall comply with 2012 IRC & 2017 NEC. Per IRC Sec. R314, smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. 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 1 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 ermit. I further attest that I am legally authorized to include all entities named within this document as paitIes to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application andpla accompanying ns and specifications and is subaect to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180. days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original pennrt fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issiiance or grantin' f a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any appl ab co e or any finance or regulation of this jurisdiction. Approval of work is subject to field inspection. ,t Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Dina Kemp S20/ �6 E /I From: no-reply@ci.wheatridge.co.us Sent: Wednesday, December S, 2018 4:42 PM To: CommDev Permits Subject: Online Form Submittal: Residential Furnace/Boiler Replacement Permit Application Residential Furnace/Boiler Replacement Permit Application This application is exclusively for RESIDENTIAL REPLACEMENT FURNACE or BOILER - LIKE FOR LIKE ONLY. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes replacement residential furnace or boiler like for like? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Address Attach Credit Card Authorization Form - **DO NOT ATTACHED RANDOM FORMS** 3135 KENDALL ST KATHRYN CAREY 303-861-8413 permits@applewoodfixit.com 590140 CC FORM.pdf 0�Iq .c,/ CONTRACTOR INFORMATION Contractor Business APPLEWOOD PLUMBING HEATING & ELECTRIC Name Contractor's License 18236 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 303-232-6611 Number (enter WITH dashes, eg 303-123-4567) Contractor Email Address permits@applewoodfixit.com Retype Contractor Email permits@applewoodfixit.com Address DESCRIPTION OF WORK What type of unit is being Furnace / installed? Number of BTUs 8000 / What is the efficiency 96% (%) of the unit? Is the unit GAS or GAS ELECTRIC? Where is the furnace or UTILITY Re(om boiler located (for example, basement, crawlspace, etc)? Project Value (contract8448 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit 2 has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for CINDY WULF Permit Email not displaying correctly? View it in your browser. 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 day PERMIT: I"� �7 obi ADDRESS: 3% 3,5 /1 cd d�- JOB CODE: Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter 104 Foundation Setback Cert. 105 Stem Walls 106 Foundation wall Insulation Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground i 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 i 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 PERMIT:7-C I -7 C�70,? I ADDRESS: �4- JOB CODE: X12r- Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous .7 V Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door .7 V 411 Landscape/Park/Pianning* 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 rNote: 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. 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 day PERMIT: ' ' 1-1 05-1 0 -ADDRESS: z � iY � r14 -C �c�s� �- JOB CODE: /22 Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter 104 Foundation Setback Cert. 105 Stem Walls 106 Foundation wall Insulation Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing 303 Roof Sheathing 304 Sheer Inspection 305 Insulation 306 Mid -Roof 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS PERMIT: —ADDRESS: � ( Z S K ��c�e � JOB CODE: Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous I✓ Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof I✓ 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. 4 City of Wheat Ridge 1C Residential Roofing PERMIT - 201707021 PERMIT NO: 201707021 ISSUED: 09/07/2017 JOB ADDRESS: 3135 Kendall ST EXPIRES: 09/07/2018 JOB DESCRIPTION: Residential Re -roof to install GAF Timberline asphalt shingles'- 31 sq Pitch = 7/12 *** CONTACTS *** OWNER (303)859-7554 JONES RANDY SUB (303)233-7663 Ben McFerron 070157 Premier Roofing Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 7,967.00 FEES Total Valuation 0.00 Use Tax 167.31 Permit Fee 172.60 ** TOTAL ** 339.91 *** 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. AGREEMENT AGREEMENT SUBJECT TO INSURANCE COMPANY APPROVAL tf6 f Date: V b� 11` City/State: r f/v. G> w• Best Phone:a ---gyp: Billing Address: - City/State: f ~'�` ROOFING SPEC€FICATIONS - EXISTING ROOF: i?AMAGES F©U(Vp tRi , dip; ❑ Stee Sloe l A of D ' � IN.ROPP-n— p p ❑ w ape ❑ Composition Shingle ❑Wood ❑Metal ❑Other. ❑ Single Ply Membrane: oModified ❑Built Up o Roof Grade: Ridge: o Pitch:, j12 2 -Story: ❑YaN Diff. Access: ❑Y❑N ❑ Layers: Types: r7 Decking Type:❑Plywood/OSB ❑Spaced oOther ❑ Fasteners per shingle:# ❑Staples ❑Nails ❑ Deck Protection: ❑Valley material: LF •Vents:750's Turbines Bath Ridge_LF ❑ Plumbing Jacks: Sm Lg__ ❑ Metal Edging ❑Y❑N ❑Rakes ❑Eaves ❑Step Flashing •Counter Flashing ❑Reglet •0ther •Skylights: ❑Reflash •Replace # Slze © Leak Barrier Existing oY•N WARRANTIES: Weather Stopper System: oY ON Workmanshlo: i32 -Yr 1310 -Yr Premier ❑ 25 -Yr Golden Pledge Materials: 135 -Yr (Shingle Only) 050 -Yr Full System PAYMENT SCHEDULE First (ACV) or 1/3 payment due on day of construction Final payment due upon Invoice Paid Date: / 1 CK# @$ Paid Date: j 1 CK# @$ _ Paid Date:_j__/_ CK# @$ State Law: Any Payments to Be Held in Trust Premier Roofing shall hold Intrust any payment received from you until Premier Roofing has delivered roofing materials at the site or has performed a majority of roofing work on your property. Rpeornmendations. unv„iuvu rttror io ueck and Replace •S Upon Approval t Re air by Im+rrer-R r,ra,.o Roof ,.. Brand: Style: ��� Ridge: -------�---Grade:_____...._.. g Deck Protection: R move: ❑Roof€ng ❑Deck Protection ❑Flash€ng Install: ❑Leak Barrier at: ❑ Eaves ❑Sidewalls ❑Valleys •Penetrations oSkyl€ghts • Fasteners Per Shingle: ❑ Replace Vents ❑Replace Flashing • Install Gutter Apron ❑Install Rake Metal ❑ Paint All Roof Accessories ❑Protect Landscaping • Remove All Debris ❑Roll Property with Magnet ❑Furnish Permit (Where Required) ❑Special Project Upgrades: Quantity: Unit Price: $ _ tin addition to insurance proceeds and deductible) •Special Property Protection Measures: Terms: This agreement does NOT obligate the property owner or PREMIER ROOFING in any way unless the insurance claim is approved by the insurance company and accepted by PREMIER ROOFING. By signing this agreement the property owner authorizes PREMIER ROOFING to pursue property owner's best interests for a roof replacement at a "PRICE AGREEABLE” to the insurance company and PREMIER ROOFING with n cost to the propertj+ owner except far the insurance deductible. When 'PRICE AGREEABLE" is determined, the final contract amount shall be equal to the Insurance Proceeds i Deductible, and property owner authorizes PREMIER ROOFING to provide labor and material in accordance with this Agreement nd t e ecifc�ll' se herein on he revers ide hereof to accomplish the roof replacement. Accca ptted by: b : � �, , -''� /i1.1 � Insurance Co.: --3A Frz1C.0 Mortgage Co.: Field Representative: Claim#: A r T o -} r v v Deductible Amou t:$ Management Approval: Scanned by CamScanner Dane Lovett '20 f 70702 I From: no-reply@ci.wheat ridge.co.us Sent: Wednesday, September 6, 2017 10:21 AM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Follow Up Flag: Follow up Flag Status: Completed Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes ('"G exrfreg Vlili residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address 3135b( KendallSt Property Owner Name Jones, Randy Property Owner Phone 303-859-7554 Number (enter WITH dashes, eg 303-123-4567) 41 J? 3 C Property Owner Email Field not completed. Address Do you have a signed Yes contract to reroof this property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed Jones Agreement.pdf Contract CONTRACTOR INFORMATION Contractor Business Premier Roofing Company Name L D Contractor's License 010157 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) 3039526873 2570 W 8th Ave Contractor Email Address amccoy@premier-roofing.com Retype Contractor Email Address DESCRIPTION OF WORK TOTAL SQUARES of the entire scope of work: Project Value (contract value or cost of ALL materials and labor) Are you re -decking the roof? amccoy@premier-roofing.com 42 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 oof Provide any additional detail here on the description of work. (Is this for a house or garage? Etc) No Yes 6/12 & 7/12 31 GAF Timberline HD Asphalt House 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 43 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 Alison McCoy Email not displaying correctly? View it in your browser. 44 .' ' e City of Wheat Ridge Residential Roofing PERMIT - 201707021 PERMIT NO: 201707021 ISSUED: 09/07/2017 JOB ADDRESS: 3135 Kendall ST EXPIRES: 09/07/2018 JOB DESCRIPTION: Residential Re -roof to install GAF Timberline asphalt shingles - 31 sq Pitch = 7/12 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 s have been authorized by the legal owner of the rope and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attth am leggally authorized to include alI entities named within this document as partes to the work to be performed and that all Abe perlormed� disclosed in this document and/or its' acc9mpanying approved plans and specifications. Signatu OWNER or CONTRACTOR (Circle one) Dat I , T s 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, anew 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 Budding Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or ranting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable c e o any Ordma egul tion f this jurisdiction. Approval of work is subject to field inspection. Jam°' "� Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. i CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 6/0 Job Address: I/? C r-Pn 4 l 5 Permit Number: ? o 76, ❑ No one available for inspection: T ' e (JL, AM/PM Re -Inspection required: Yes &0 When corrections have been made, call for re -inspection at 303-234-5933 Date:I / Inspector: M7 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 Inspection Type: 0- q io F Job Address: 312:5-_ e o 9 S T Permit Number: 'o 17 0 yj 70 t ❑ No one available for inspection. Time M� AM/PM Re -Inspection required: Yes No When corrections have been made, ca for re-inspecttiioonn at 303 -234 - Date: 1VVI 7 Inspector:/ DO NOT REMOVE THIS NOTICE C a .1 i_ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: / Z> - Permit Number: - % n ❑ No one available for inspection: Time, �/ '_) AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspe tj -at 303-234-5933 Date: -q- 21' �`/ Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1411,D Job Address: 38 dgll 5 �' Permit Number: :aa 1 ? 0 7o 21 ❑ No one available for inspection me J AM/PM Re -Inspection required: Yes (No When corrections have been made, call for re -inspection at 303-234-5933 Date: 01 /"(l Inspector: MT 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 Inspection Type: MD Job Address: _31 �- 17, k Pal 0- 1 Number: a2 / 7o 6 z ® a' ❑ 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- Date:-q//q// 03-234- Date: q I 7 Inspector: y1.� 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 Inspection Type: Job Address: 3 i _ ��g 5 Permit Number: _,�O /`70 %Q d-- ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes ,C: 0.1_ When corrections ha been made, call for re -inspection at 303-234-5933 Date: % 7 Inspector: i , T` / DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: A I Job Address: #W313A t Permit Number: '40170 70c�-1 ❑ 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: el / 3// 7 Inspector: M �17L i DO NOT REMOVE THIS NOTICE ®� City of Wheat Ridge Residential Roofing PERMIT - 201705702 PERMIT NO: 201705702 ISSUED: 08/08/2017 JOB ADDRESS: 3125 Kendall ST EXPIRES: 08/08/2018 JOB DESCRIPTION: Residential Re -roof to install GAF Timberline HD asphalt shingles - 57 sq *** CONTACTS *** OWNER (303)237-3017 AMOROSIA JOSEPH F SUB (303)233-7663 Ben McFerron 070157 Premier Roofing Company *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 14,649.00 FEES Total Valuation 0.00 Use Tax 307.63 Permit Fee 283.55 PAID ** TOTAL ** 591.18 *** 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. Roof inspections for ROOFS OVER 6/12 PITCH: 3rd party inspection will be required, the 3rd party inspection report will be collected at final roof inspection performed by City of Wheat Ridge. If report is not available the final inspection will not be completed. City of Wheat Ridge Residential Roofing PERMIT - 201705702 PERMIT NO: 201705702 ISSUED: 08/08/2017 JOB ADDRESS: 3125 Kendall ST EXPIRES: 08/08/2018 JOB DESCRIPTION: Residential Re -roof to install GAF Timberline HD asphalt shingles - 57 sq 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 permtt. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/ r its' a ompanying approved plans and specifications. Signature of OAR or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a 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 o rmit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any or mancor regulatiio''n"'offtthis 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 '70 17057/OZ, From: no-reply@ci.wheat ridge.co.us Sent: Wednesday, August 2, 2017 1:46 PM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Duplex are on the property? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number Property Owner Email Address 3125 Kendall St Amorosia, Joseph 303-237-3017 Field not completed. Do you have a signed Yes contract to reroof this property? It will need to be provided at the time of permit pick-up. Attached Copy of Field not completed. Contract CONTRACTOR INFORMATION Contractor Business Premier Roofing Company Name Contractor's License 90157 Number (for the City of Wheat Ridge) Contractor Phone 3039526873 Number Contractor Email Address amccoy@premier-roofing.com Retype Contractor Email amccoy@premier-roofing.com Address DESCRIPTION OF WORK Are you re -decking the No roof? Description of Roofing GAF Timberline HD Material Select Type of Material: Asphalt If "Other" is selected Field not completed. above, describe here: How many squares of the 57 material selected above? Does any portion of the No property include a flat roof? If yes, how many squares Field not completed. on the flat roof? TOTAL SQUARES 57/ (pitched + flat) of all 2 roofing material for this proj ect Provide additional detail here on the description of work. (Is this for a house or garage? What is the roof pitch? Etc) Project Value (contract value or cost of ALL materials and labor) Tear off existing roof to deck and replace. House Total for both sides - 57. Pitch: 7/12, 6/12 SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this Yes application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. Name of Applicant Alison McCoy Email not displaying correctly? View it in your browser. 3 a Colorado Sly LNY 1-855-R00-321 F011 0011109, w p> - _www.promier-roofing.com Chicago AGREEMENT THIS AGREEMENT SUBJECT TO INSURANCE COMPANY APPROVAL Name: SI)sal�- /�L, Date: Address: A!i�t71 -? l - i(�I: f� / r%�ity/State:_ zip:71114 Email: Best Phone: Billing Address: City/State: zip: ROOFING SPECIFICATIONS - EXISTING ROOF: DAMAGES FQUND DURING INSPECTION: • Steep Slope a Low Slope r R fin ❑ Composition Shingle ❑Wood aMetal ❑Other North Slope: t f c 41 ❑Single Ply Membrane: ❑Modified ❑Built Up South Slope: I `` a Roof Grade: Ridge: East Slope: " • Pitch:_!12 2Story: oY•N Diff, Access: oY•N West Slope: •Layers: Types: Other Damages: • Decking Type:❑Plywood/OSB ❑Spaced ❑Other • Fasteners per shingle:# ❑Staples ❑Nails • Deck Protection: a Valley material: LF Recommendations: •Vents:750's Turbines_Bath Ridge_LF • Plumbing Jacks: Sm Lg • Metal Edging •YoN ❑Rakes •Eaves • Step Flashing ❑Counter Flashing •Reglet •Other •Skylights: oReflash ❑Replace_# Slze • Leak Barrier Existing •Y•N WARRANTIES: Weather Stopper System: OY ON Workmanshio: 02 -Yr 1110 -Yr Premier ❑ 25 -Yr Golden Pledge Materials : 05 -Yr (Shingle Only) o50 -Yr Full System PAYMENT SCHEDULE First (ACV) or 1/3 payment due on day of construction Final payment due upon Invoice Paid Date: / / CK# @$ Paid Date: / ( CK# @$ ____ Paid Date:_.,J_/_ CK# @3 _ _ State Law: Any Payments to Be Held in Trust Premier Roofing shall hold in trust any payment received from you until Premier Roofing has delivered roofing materials at the site or has performed a majority of roofing work on your property. ❑Remove Hoot to UeCK and Heplace ❑spot Kepair ynon Approval by Insurer -Replace Roof With: Brand Style: Grade: Ridge: Deck Protection: Remove: ❑Roofing •Deck Protection •Flashing Install: • Leak Barrier at: • Eaves •Sidewalls oValleys oPenetrations •Skylights • Fasteners Per Shingle: •Replace Vents oReplace Flashing ❑Install Gutter Apron ❑install Rake Metal • Paint All Roof Accessories ❑Protect Landscaping ❑ Remove All Debris ❑Roll Property with Magnet ❑Furnish Permit (Where Required) a Special Project Upgrades: Quantity: Unit Price: _ fin addition to insurance proceeds and deductible) ❑Special. Property Protection Measures: Terms: This agreement does NOT obligate the property owner or PREMIER ROOFING in any way unless the insurance claim is approved by the insurance company and accepted by PREMIER ROOFING. By signing this agreement the property owner authorizes PREMIER ROOFING to pursue property owner's best interests for a roof replacement at a "PRICE AGREEABLE' to the insurance company and PREMIER ROOFING with no cost to the properly owner except for the insurance deductible. When "PRICE AGREEABLE" is determined, the final contract amount shall be equal to the Insurance Proceeds and Deductible, and property owner authorizes PREMIER ROOFING to provide labor and material in accordance with this Agreement a d the spe ifi ations et out herein qnd on the reverse side hereof to accomplish the roof replacement. Accepted b 7 , -�- Date:��J t Insurance Co.: 05 4p, Claim#: 2'i 2 + ('S:- — --a- Mortgage Co.: Deductible Amount:$ Field Representative: �_} Management Approval: Scanned by CamScanner CITY OF WHEAT RIDGE W�P _��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: P C j Job Address: -ill I % '�t -3 o -I 1 # _Kt Permit Number: 'Lo i C t~ /i q 9 ❑ 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: ,y /6�'-e�/ Fnspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE V' Building Inspection Division w ,4 / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: P 05� Job Address: 31.3s- e r Permit Number: 2- 0/ O NS-rAvn- ❑ No one available for inspection: Time AM/PM Re -Inspection required: �Ye_ No *When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE O f 1 Of201 /TH 12:52 P PAX No, P,002/002 002 h6at 7500 Wa« Ave., WheatRidge,CO:i' Office- Inspection Line: Mailing d ,F4T,Tff4= « « r `« '. - w.- « w www.'.»w ! «a ste •: s to « c«a w :: w.w. w `w u 4 a.PRUTHISTMFUM EMM • ww- w w F w wY *.� «. _« ,,wa w w s r ' wwz www w w *w^s ,.w .. rw� • � w M « e w ^ ♦ ,,per �w : w. City of Wheat Ridge Res. Add Structure PERMIT - 070379 PERMIT NO: JOB ADDRESS: DESCRIPTION: 070379 313 5 KENDALL ST 260 sq. ft deck. ISSUED: EXPIRES: 04/27/2007 10/24/2007 ** * CONTACTS ** * owner gc 303/435"8429 Randy Young Bill Schick ** PARCEL INFO ZONE CODE: SUEDlVlSION: ** 07"0080 Schick Custom Decks R"2 0510 USE: BLOCK/LOT#: R"3 0/ PROJECT VALUATION: 9,230.00 ** FEE SUMMARY ** ESTIMATED FEES 235.70 153.21 .00 166.14 555.05 "76. c)O No. or; Permit Fee Plan Review Fee Total Valuation Use Tax ** TOTAL ** ~~ Comments: TRC: OK KS: OK w/ notes. Subject to field inspection. Please Note: ." nsible forlocating propertY owner I contraCtor ~s .~spo rovemenlS llCCQrding to the lines and constrU~g l~ developlllent standards. approved plan an reqible for inacC1JIlIIe informalion Tbe City Is not respons I _._.. CQDSlr11Cti.' on .. rI""Mth"ll~ .&b.~ . . I'''''' .1..... erron rcsWt\Dg liom. . . . I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules 9r,regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all meaeurements~ shown. and allegations made are accurate; that I have read and agree to abide Py 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 appl cable Wheat Ridge 0 work der this permit. Plans subject to field inspection. -07 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, provide,d no changes have been or wll1 be~de 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 (l) year, full fees shall be paid for a new pe:rmit. 4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permdt or the approval of drawings and specifications shall not be construed to be a permit for, nor an appr of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All p eviewis ct. to field inspections. signat ., date INSPBCTION RBQUBST LINK. (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTlON THE FOLLOWING BUSINESS DAY. \ COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE. 303.234.5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 . (303.235.2855) MINOR APPLICATION Property Owner: ~Cl.V\..\ ~ '6ou '""~ Property Address: ':) \ ~ .., ...::. e '" ell '" \\ Contractor License No.: o1'oo~V Company: .:)'0&.-\...",,--'" CvS ~O'" Building Permil Number: Date: I PLAN # Wh..u..\d~~(. OQ.<--"'~ Phone: Phone: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I Buildina Dept. Valuation Figure: $ 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 aU 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. Value:$ '" Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ > , (QWNER)(CQNTRACTOR): SIGNED DATE (QWNER)(CONTRACTOR):PRINTED DATE Use of Space (description): \\~L.-Y-- Description of work: Sq. Ft. added ~(,()~~ BUILDING DEPARTMENT USE ONLY SIC: Sq.Ft.: ONING COMMENTS:~ ~ Approval: ~ Zoning: . Z BUILDING COMMENTS: LI: I L Approval: ,",S - O~ t.-' Yl 0 f"t" S - SIN~!c.(. +-> Fe.! J r YI. Sf ' PUBLIC WORKS COMMENTS: Approval: IRE DEPARTMENT COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No: Company: Plumbing License No: Company: Mechanical License No: Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (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 if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid fora new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan review is subject to field inspections. Chief Building Officiai Ul:l(.Li)(~lIlJ' J.O;~I rAA ~l)" ,to I}O~" ~, Hig~untry Enclu.... Iud 8un010", LLC '2600 Wut COlfax Av.nlJ~ Suite C-5ca Lak,wooG, Cl;llorodo 80211;1 Phll,,;;(JOJ)2,e-06.2.2 FlIll(720)e:53-0204 ~ 6' WOOD :s f"I;NCI; DN " PRDPeRTY "<. ... 0..07 ,'iiit c::. .c::. ~ ~ D. ReeD '!CR,O NO. :> peflAfi' W./CAP RGCOVOR.O NO.. RI;BAR W/eAP- LS '2100.9 ,. II1JUUl ~ ~ 19 c::. g ~ nf - '" :-oJ g "', ~ " ;;, ~ ~ ,.. ,.. ,....... a """l ....... \.11 o 10 20 SCALE: 1" = 20' lAIPROVEMENT LOCATION CERTIFICATE 'f{~. NORTHERLY 1/2 Of?UJT ! 1, JALAMAR BUED/VIS/ONi, NOO'OO'OO"W 100.78' 50. 39 5o.J9 '" , r---..-------- '" -:::--:-'. .. f-;-'-' 151:4'." 10." . .. I . ..CONC'p,Ai'Q . . I . . "J?-;:," 101...1.- I I I I z Ilr/MaIlf'Mt!'NT I (]CA naN CERrTnCATE 1 HeR,SY CFRTlf"'!' THA T THIS IMPfi'allf:UI;NT LOCA nON CmTlf'fCAT< II<olS PRI;PARED FOR JFAl(lNo; CONSTRUCTION OF THf: PROPERTY OCSC1/l8ED AS:- THE NalTHERt. 'I' 1/.1 (}I' Lar I.... ..l4LAMAR S1JSDMSION, CITY OF lIH!:II T R/[)(E. COI./NTr OF' JCFI'V/SON, srA T< OF CCl(,Cl'i'AD(! Al.sa KNOIIIN AS : .11S5 KENDAl./. STREET: AND THAT IT IS NOT A LAND SU,~VE'.' PLAT OR "JPRaVEMrNr SURVEY PLAT. AND THAT IT 1$ NaT TO. 8e REum UPON FaR THr I;STABlISHMfNT OF FeNCf, BUILf)tIlC, Of( OTHER FUTU~E IMPRaVfMlillT LINe" I FURTHER CeRTIFY THAr IMPROVEMeNTS 011 THe ABaVE OEscRrBEO PARCH ON THIS OA Te 06/:;IIIl? EXCrPr UTILITY CDNNECllONS, ARE ENTII/n Y WlTHIII TI-IE: BO!JND.~f1IIiS aF r.'fe fW/(;cL, excen AS SHOWN, THA T THEile Aile NO ell(;ROACHMell TS UPON THE DESCRreco PREMISf.; in IMPROVE:MENTS ON ANY AO,)()/NIIIO PReMISEs. excePT AS INOICA T<O. AIIO THA T T'fEflr IS NO APPARI;NT f.VlOENCf: OR S16,!; OF All'!' EASeMeNT CROSSING OR BUROE<<If'((('1fl'~1l PART 0.1" SAID PARCEL. HCrPT AS NDTE:O. EASEM.. NTS APr; $HOIW "Eo" S"tJOIWSJON ,"LA T UNLESS NOTED OT~Wr!tt. D. 'I11111J.<5 AII€ TO. FD"NDA liON UNLESS OTI-IERWlSS NDTF:D OfFINfO 9'1' THE FeMA. eXCrPT AS.~.~ A~~ tt~~ TO. FaUIIDATlOII UNLeSS OTHCRlllSE NOTED. ~ t'o..~ ......... / <":. ~ ~ ~ ..~, LBt,-. ..p ~ ~ ~l~ ~\~~ :?'.,;1~ 3154SlG} ~ ~06/21/02 " RaBeRT L. seu. JR.. PROFESSI~ lIP S!JRIIC'(IIf!.:::- @'oTE Or SURW:~' COLORADO. P,L." NO. J/545 ~..;~"",....~... ~~ FaR AIID ON BeHALF OF HIGH caiJ;,.,,;;.rr/N't,GI. W SuflVC't'Ol/S. LLC 1((( l \\\' 1111111111\\\\\\\ 6."" I ~ I~ I~ ~ I~ I~ I ~ I ,~ I I I I 16.4' I I I i I I I I I I I I SINGLE-STORr 1,0' MASONRr &- FRAME lR ~ ~ " "< - ... .' ~ .. LOT 14 ~ . CONi;. II> .. .DRIVE" , I . . .' 40 ~ - SUBDI111S10N .fAI AMAR FILING--=-- La T -1LBL OCK. .JOB NUMBER 99 732 CLIENT. JEAKINS CONSTRucnON DATE06/24/02 ORA'MI BY: CAL CIIor< N SITE PLANS MUST BE ON FOR INSPECTION ... ILDING OFFICIA ... - ... .... " ... ......- WlI F.. Cl ... ...~ - WII -- Ct - ......... - ........ ... - - ... ... Cl ..... -- 7Jt ~/1I1l. 1>L~ a;: ~d Co~tr.-""1(_ 2U' '1'he;::;~Pl4IJ ~~bleior . ~. 8ub~. ISIlOt lllo\,,::.':--~.- "utted . . ~_d':'-IlOot,...;r../Ilrtro-.. erro~ re IVitblllfhli. Ie rOl' ~0Jlln_~~ t;'::.'! 'SUIt/II P~ IIJacC .... ,taft;'.- .~'" 11 frolll' 8etll/d lIIlIte 11j"-varaS lnac IlrJy 'orm' . CUl[JfC' col1shu _ aLlon ~ J.nfio'~_' cti...., -'.4:.tiCin ....... .... 2c._ 2U' = ... z .... 80214 4 Dc.<." ~ ~~l ,,~ '<3 ct:' .. ,,~ ;I ::r ~~e - Ct - .;:r ~ vJ S~N ~ ?-f~.'i 5 -~ __ x tu- _x ... .' x $1). 2UX 10- tt.I xu. ""'" -- lMfII_ =-- .- f/O) "" ..,. ,,. f1 213 ~.. - "" \I) Il&U .... zr.t all III 1llIIlAl 2/24 Building Guide Colorado Chapter of the International Code Council How to Use this Guide Provide two sets of plans and complete the following: 1. Complete this Building Guide by filling in the blanks on page two, and indicating which construction details will be used. 2. Provide 2 Plot Plans (site plan) showing dimensions of your project or addition and its relationship to existing buildings or structures on the property and the distance to existing property lines drawn to scale. 3. Fill out a building permit application. The majority of permit applications are processed with little delay. The submitted documents will help determine if the project is in compliance with building safety codes, zoning ordinances and other applicable laws. The Colorado Chapter of the International Code Council is a professional organization seeking to promote the public health, safety and welfare to building construction. We appreciate your feedback and suggestions. To obtain a master copy of this building guide, please write to the Colorado Chapter of the international Code Council. P.O. Box 961 , Arvada, CO 80001. This handout was developed by the Colorado t Chapter of the International Code Council as a basic plan submittal under the 2003 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. 1 2/24/04 Directions 1. Fill in the blanks on pages 2 and 3 with dimensions and materials which will be used to build the structure. Please print legibly. 2. Indicate in the check box which detail from page 3 will b Sizl; and Amount of Lags o \f~ X "'."':t Un" OL (example:Two3/8"x4112 ags@16"O.C.) o Detail B o Alternate Detail B1 ~ Alternate Detail B2 (see page 3) Conditions such as attachment to cantilevers or veneers may require Engineer's approval S an Finished rade Note: If an exit or egress from the existing building passes under the proposed deck, or if there is an existing patio under the proposed deck, a minimum clear headroom of not less than 6ft. 8in. must be maintained under the beam. Please indicate openings in existing wall. 2x~ joists spaced .lL" apart (example: 2 x 10' spaced 24" apart) ~ 2-)(. & b~M L ,~ , .. ~ 4b ~.., X beam! ~ (example, (2) 2 x 10. seo detail 8) ~ ~) 2x~ rim joist (example: 2 x 10 - see Mernate 81 & 82) " -0 c <1l <1l "'- c 'E ~x..!:L.... posts spaced _ apart (example: 4 x 4 posfs spaced B' apart) .~ '" u:: '" , Span \\ (example: 13' - 4") Type of siding (existillg) S~c:lUl'i Note: A plot plan (plan view) showing the dimensions of your project structures on the property must be included. In addition to project dime as post locations and spacing, joist and beam spans, and any other pe . This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2003 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. 2/24/04 Single Family Residential Uncovered Decks and Porches Existing building r;APproved flashing required / Attach to joists with non.corrosive fasteners I Attach ledger to existing bldg. with non.corrosive lag bolts spaced min. 16" apart. Locate bolts to penetrate rim joist or wall studs. Secure balusters to beam Beam splices to occur over posts with 1 1/2" bearing ~ Non'corrosive metal posVbeam connector W' (min.) diameter anchor bolt embedded 7" min. into concrete pier or the equivalent Finished rade 8" (min.) diameter pier .'...., '. """"... ;{.';::;:'i';, : ',:-:.~ :: ,~'.;,: This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2003 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. Detail B Beam splices to occur over posts with 1 1/2" bearing Secure balusters to beam Non.corrosive metal joist hanger ~ Non.corrosive metal posVbeam connector Alternate Detail B2 Full depth 2x solid blocking Secure balusters to beam Beam splices to . ~ w~~C1U\/~~'5la~~~ "" Non.corrosive metal posVbeam connector Non.corrosive metal post anchor c E U> '" .c o .~ Co '" 3 2/24/04 Single Family Residential Uncovered Decks and Porches New or existing A light required Y Open guardrails on decks more than 30 inches above grade or a floor below shall have members spaced so that a 4 inch diameter sphere cannot pass fhrough. Guardrail ) 36" min. height Openings for required guards on the sides of stair treads shall not allow a 4 3/8" diameter sphere to pass through. Stairway Notes: 1. Stairways shall be not less than 36" in width. 2. Stairway rises shall be not greater than 7 3/4". 3. Stairway treads shall have a minimum run of 10". 4. The length of Run and the height of Riser shall not vary more than 3/8" in the entire run of the stair. 5. Stairs are required to be illuminated. 6. Open risers permitted if opening is less than 4". 7. A nosing not iess than 3/4" but not more than 11/4" shall be provided on stairways with solid risers, and less than 11". Guardrail required if more than 30" 10" min. run from nosing to nosing Less than 6" dia. Handrail (see details below) Deck Open risers less than 4" 7 3/4" max. rise 36" Min. / Landing same I _ width as stai rs Finished grade Handrail Noles: 1. Handrails shall be continuous on at least one side of stairs with 4 or more risers. 2. Top of the handrails shall be placed not less than 34 inches nor more than 38 inches above stair nosings. 3. The handgrip portion of handrails shall be not less than 1.1/4 inches nor more than 2 1/4 inches in cross section for non circular handrails. 4. Handrails shall be placed not less than 1.1/2 inches from any wall or other surtace. 5. Handrails to be returned to wall, post or safety terminal (per 311.5.6.2IRC) Type I This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2003 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. 4 DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: Date: 14072 6/24/02 Property Owner: SAGE VALLEY HOMES LLC Property Address: 3125-35 KENDALL ST Contractor License No. : 20384 Company: JEAKINS CONSTRUCTION Phone: 238-2491 Phone: 238-2491 Construction Value: Permit Fee: Plan Review Fee: Use Tax: OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT (OWNER)(CONTRACTOR) SIGNED DATE 1.-/;;.'1/<).. Total: $2,000.00 $69.25 $0.00 $24.00 $93.25 I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable W t Ridge ordinances, for work under this permit. Use: ~) Description: FENCE - 6 FT PRIVACY ~ Approval: MP Zoning: R-2 Please Note: Owner I contractor is responsible for locating property ~ an cons c mg 1 ' . . 0 the BUILDING DEPARTMENT USE 0 il:pproved plan and required developmentslanda .s. The clij<ts:not responsi15l&1fcl!tmaeeurate mform" .on OK. 6/24/02 submitted within the plan sel and any conslructl '0 errors resulting from in3.ccm,;h:: inform::.tion. ........ Approval: KS OK PER P.W. COMMENTS 6/24/02 OK. 6/24/02. PER ENGR. OF RECORD REQUIREMENTS. (SEE ATTACHED LETTER) Approval: MJG Occupancy: Walls: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (4) (5) (6) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City. This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. 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 proceediing with successive phases of the job. The i ~it or the approval of drawings and specifications shall n.ot be construed to be a permit for, nor an approval of, any violation of the io / / I..: g codes or any other ordinance, law. rule or regulation (1) (2) (3) :DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234.5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) . APPLICATION . Building Permit Number; Date; Property Owner: Property Address; Contractor LicellSe No.: Company; 5<)" Vtl (ii' '/ 3/ ::2-S- - 3f3S' :JoU''i ::rClf/'.-,',tS ~VVl "t" <,. L_L C, f< .(c" l", II Sf- Phone: -';><J '" ;).~ I, J v 'i I ~\. $.--\ ..-~.c_1.'", r\ c.L c.. Phone: "3 p~ ;;> ";J "~ 'f 'j I OWNERlCONTRAcrOR SIGNATURE OF UND=rANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regw.ations of the City of Wheat Ridge or covenants, easements or restrictions of record; that aU measurements shown. mdallegatiotlS made aJ;c 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 <Ade (U.B,C) and all other applicable Wheat Ridge Ordinances, for work under this permit. 1~.,~1(k~ Construction Value: Permit Fee: Plan Review Fee: Use Tax: Total: VJoo~ . (OWNEll)(CON'lRAC!OR): SIGNED DATE 4'(,'-I(<>?- Description: .FeVl c. e to -ff fO Vtl. Uc:r- BUILDING :DEPARTMENT USE ONLY SIC: Sq.Ft.: ZONING COM~ENTS: ./..j). Approval: it<- M 'Zoning: f! ~ J.- ~f.ry PUBLIC WORKS COMMENTS: ~ . Approval: tollY/or Ot- j?S (,{'l{l.:>~ ..,J l:, --pen.. ~bl'- . Of' ~fLO . (!>6e ~~1ol11>P L>>~) \ ~...'i~. BUILDING COMMENTS: Approval: Occupancy; Walls: Rqof: Stories: Residential UnIts: Electrical LicellSe No: Company: Plumbing License No: Company: Mechanical License No: Company; Expiration Date: Approval: Expiration Date: Approval; Expiration Date: Approval: (1) (2) (3) This pcnu.it was issued in accord.a.nce 'With the provitioDs set forth in your a.pplicatiOn a.n.dis rubject to the laWl! of the State of Colondo and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or 8.11"j other applioable ordinances of the City. . 'Ibis permit shall expire if (A) the work alltb.orized is not commenced 'Within sixty (60) days from issu.e dato or (B) the building authorized is suspended or 'abandoned for a period of 120 days. If tllls permit ex.pires, anew p~t may be aequired for a. fee of one-half the amount normally required, provided '0.0 changes b.ave been or \\Iill be made in the origiual pla,us an.dspecmcatiolls a.nd any suspec.sion onbmdoomen.thas not exceeded one (1) year. If changes have beell or ifsuspensionor a.bandonment ex:cee~ oo.e (1) year, full fees sha.U bepaldfor a new permi.t. No work of any manner shill be done that will change th.e na.tural flow of water causing a drainage problem. Contractor shall notify theBuildingInsPectcrNie.nty.four (24) hours in advance fora.llinspections and shall receive written approval on mspection card before proceeding with successive pha..se.s of the job. . . The usuance of a permit or the approval of drawings and speci:fications sh.allnot be coostrued to be a peo:o.it for, oor an approval of, my violatioe. of tb.~ provisions of the building codes or any other ordi:o.ance~ law, rule or regulation. (4) (5) (6) Chief Building Inspector IV +, 1 I I i i I I , i I ", 1" I I I I ~ I' i~" It 1.< ilL <c , cC'l 4 \ '{ .- --.-.--.-----......-.----.-~..... 11]'.' . ,--.----. I : - J, I' ,~ ~ I' :. t :\ ; ! .i. ~ "\ ::: i ~< ..=> I 11-" ""--...l ~ e -. \II \/I \<' ~ o________......./. I --I I I L._.____._..._____._....._... I,. ::; - "" -,-----.- IL ~ If ) ~I t ! ..yf (, (' { -i It> ('\\ - r0 I" -~----- j , , -~ '\II ('\ rI' \ - ~ e ..,-.-,,;. ~ ~ ~ :15.. f $) ~te j . ~ '-'.n-"l.'t~ \' ____-=> ~ Jun 24 02 09:22a Donna Jeakins. 303-238-2618 p.1 i&lUU../UUoiI "".. ...u...... ...v"......ll,o'" ""'\.1 ,~~ High~untry E~....smCJltrt,l.LC June 20, 2002 {}J:tv~ < fy'LJ,. ~ 1.\""'.........'. _n,,, u~n""I...lH Mike Garcia City of Wheat Ridge 1500 West 29'" Avenue Wheat Ridge, Ca,lonodo 80215 I<oehc:.-,_........,..., LLC 12600 VleII CcUft Avcalll:. Svitt c.soo LabwuItd. C,",,-t1.102U . (720) It].3...02D3. Pee (12(1) 113.0204 _.hilllcc~ts.Cqon Dear Mike, We have calculated the clear zone required between the flow line of the swale and the bottDm Df the tence using MaIming's Equation fur open channelllow. Our c_1...,IMinGs illdicate that a clear distance of 0.72 feet (8 W') .. required to convey nmojffrlom the lOO-year storm liequency (1.9 cm) in an open cbaooel condition. The top width for the condition is 1S.S feet Consequently, thf> fence should be COlIStnlCll:d so as to create an Dpening that is SW' at the flow line: of the swale and taper back to, match the grolllld in approximately 8 rect. Call with questions. Sincerely, Engineers and LaJld SIlf1ICy01S, LLC James T. J Principals Copy Do/lllll JeaJcins f":\PrujlrclitDlSoce t'oIItJ Dllplnfs-JtnCr.d{)c " ro " r " 0 0 ~ "--< ~ ~ ro =r 0 m ::u 0 ~ c.. III -. Z ::u Gl 0 z " ~ c }> 3 ". ~ 3 -< " -< m IUg;+ r m ?; rr I 0 ::u ::u ~o..5 ~ m m :;! 0 ro rr n " en -< o!e.~ 0 n 0 ro 0 }> 0 " " < r '" ::u c, <1> r 0 '2. g- 3i ...... 0 " 0 ro ro ro W ~ -< ::u "-~~ N 6 m c... 0'0..... ...... Z ~ en ro ..,o~ ..... Gl en '" ::f 3 :::: z " '" ro "0 =r 0 ~. c-<"CD " C ::l ~~[ =r ::u w V> ~ " ...... tIl::ra::: ~ 0 n -g g: S' '" ro en 0 "ro'" (j ~ m ::l [$i~8 =r V> ~ ~ "-=r" <T ' CJI.!:l rr .., ~ ~ ~ _ c ro <: ;o!1. 3 () a:~ ..., ~ <T ~ ~ N n "- ~. ;...; 0 ~ ro 0 , 1[ tD,,- "'!j S. Os' ::l c - _. 0 ~ '" g5' 9;;::. ;...; ,. :. c ro ~ =r :;; n (j "- 0: '" ro 3 "0 C m~::! s ~ ~ OC > S. '" ~ ro }> Rg: ;;. .$! 0 -<.n i S - 0 ro"O ;000 ..., . "'- 0 . a 0:0." "C <1> 02': ::u N"O <g;E:E ~ n 3 ~ 00 m ~ ~ ~ _rr en -. ro 0"':C =rc <2:"- ro= en o$?m 0 "- ~ 0 . 0-. o::r> _. ~ ~::: -"'" "-=r ~~-I "'!j 0" <1> -;:;,: ~rr o ~ ;:0 :;;6" =rc "'c - 0 CD = Oro 0 =rs. ~ "- ~ Gl ro CD 5" (j ~"Q -'" <.n m !'l.~ 2? Sr ~5. (j "-~ '" 0 mo ~ CD=:, ~ ~ ~ "-"Q "'ti c ro ~ ~ 3 > " : ~. "- ~ ~ ~ ':Z ~ ,,-. <1> "-C (j " <1> " < "- 0 ro ro ~ - ~ ro 0- :+ "O=r ::;; 3 ro " ro ~ ~ C ~ rr m _0 ~ -< ~ <1> ~ ro ""0 "CJ ~ ro Q.,3 0 - ~ , =r~ ~ ~ ro c m 03 ...... ~g- o ~ -~ :;;15. =ro ro ~ I I !'l."O ;oa -."0 "-ro ~.z Date: '0\$C\\U.. .4 Certificate of Occupancy or Completion has been requested for: PUI!POSI: or STI!UCTUI!I:: ~/~~t~ 2:;-\. l\ \et ~ \0)\ I ~Lr AOOI!I:SS: 3\ cl-6-;Zf:::) Remarks: ~ ~ /;/1crz- ~ r;/;7k / / Building Department Approval: Zoning Approval: (f)( Remarks: Public Works Approval: dL Nh bj,1iL- f I Remarks: Fire Marshall Approval: (If Applicable) Remarks: Sanitation District Approval: (If Applicable) Remarks: Water District Approval: (If Applicable) Remarks: . '. ;?:.~~'..".Hlgh Plains Engineering . ~'i1O,. 735 Denver Avenue · Fort Lupton CO 80621 Phone 303-857-9280 . Fax 303-857-9238 Jeakins Construction 2232 Lamar Street Edgewater, CO 80214 February 11, 2002 RE: Footing and foundation wall reinforcement steel, and damp proofing inspections for home at Lot 14, Jalamar Subdivision, Jefferson County, CO. Job # 02-1781 To Whom It May Concern: The inspection performed on January 7, 2002 indicated that the reinforcement steel was placed according to the approved plans for the footings. We inspected the foundation wall reinforcement on January 9, 2002 at the above- described site and found it to be placed as shown on the approved plans. We inspected the damp-proofing at the above-described site and found that it had been correctly applied. Sincerely, Tod~ M. Schroe er, PE 33548 ~ INSPECTIONS WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE BUILDING SITE 24 HOURS NOTICE REQUIRED FOR INSPECTIONS WHEAT RIDGE, COLORADO 7500 WEST 29th AVENUE (303) 234-5933 INSPECTION RECORD J08ADDRESS ~ I;.. t:;" - 3 S kh#*'J II -::;r. BUILDING PERMIT NO. / 3;Z 7/ DATE ISSUED /2./ db I I TYPE I OCCUPANCY I OWNER ~ _" (i> VAII~)' JIoIrJ~ CONTRACTOR SETBACKS FROM PROPERTY LINES: NORTH SOUTH EAST WEST INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB INSPECTION DATE I INSPECTOR Foundations Foolings Caissons Reinforcing or Monolithic Weatherproofing POUR No CONCRETE'UNTIL ABOVE HAS BEEN SIGNED Concrete Slab Floor: Electrical (Ground Work) Plumbing (Ground Work) Heating (Ground Work) Do NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED . Rough Electrical Rough Plumbing Air Tesl Gas Piping Rough Healing & Ventilation (above must be signed prior to framing inspection) Framing Insulalion Drywall nailing k'. lI.l!03- p~ ~ Roofing Refrigeration Eleclrical underground Final Electrical Plumbin Heatin & VentiJalion Frame R.OW. & Drainage- (!J{c:... Fire Department Parking & Landscaping OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF n~CUPANCYISISSUED ~~~~--_ROM THE WEATHER BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Job Located at elf 2S - ~~ J::.cn~? I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: ~ ::::=1 )o~,:c/2;~~~:~;:: 51 ;Yk/{;.,p l,thJ. 1)01." cd t?rSJ.1'1o.:-- dAn.J-.. You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date L- Inspector lor Building Dept. DO NOT REMOVE TH FORM WR6-22 - ~ "--'--'~---. BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Job Located at 2, I 2 .,- - .3 '" k ....,.~. II 5/ I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: A'I'/:/e I~ ,./v_'~""jP .1<1" :/.~/"h 1.''';//':5 ' r r~I"" /.:?----Th~rJi":'''j. C)r:;YrPPn I..I'r,;t:-tC-n,(,;. 7- -!!J71 ~; :>e J? s bJl/~? ;)~ 4-// !"c, c:,;t"J, h d-' :,rc~ 'c..A"~"ir" 1'i.4:r~ /n;;c;,"Y I/-/j,p" <0;;" k. )<w!c 64:1 /, /~,.<: j, .9,,," /"".4 "'. You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date iL / l..-:s <-l/ ,0 2 FORM WR6.22 DO NOT REMOVE THIS TAG "1, ,4 :? f' 1. h - L')~~ Inspector lor-Sui 9 Dept. / - . - - .....~. . ^..._~.- '-'--. Job Truss Truss Type Qly Ply Eaker Framing - Duplex DUPLEX G01 ROOF TRUSS Stock Building Supply, Denver. CO 80229, Bre" Cochran LOAD eASElS) Slandard 1) Snow: Lumber Increase=1.15, Plale Increase=1.15 Uniform Loads (pit) Vert: 1-4=-80.0, 4-7=-114.2, 7-10=-80.0, 2-14=-20.0, 11-14=-28.5, 9-11=-20.0 Concentrated Loads (Ib) Vert: 14=-166.711=-166.7 o tional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Man Jan 2115:45:03 2002 Page 2 This design is valid for use with MlTEK connectors only. This design is based solely upon tbe parameters shown and is for an individual building compootDt to be installed aod loaded in tbe vertical plane. The: seal on tbis drawing indicates acceptance of Professional Engineerio2 responsibility for tbe truss as an individual structural component only. Applicability of design paramders and proptr incorporatioD of this component for any particular building system is the rtsponsibility of the building designer - not the truss designer. Bradng shown is for lateral support of individual web members ool:y. Additional temporary braciog to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or installation, or tbat are overloaded, broken, cut or otberwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 and "18--91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive, MadisoD, WI 53719. Job Truss Truss Type Qly Ply Eaker Framing - Duplex Stock Building Supply, Denver. CO 80229, Brett Cochran 4.201 o tional SR1 s Nov 16 2000 MiTek Industries. Inc. Man Jan 2115:45:03 2002 Page 1 2 DUPLEX G12 ROOF TRUSS .,.... ,.... 3-7-12 3-7-12 ,.... ..,." 11-9-4 ..,." ,...., 3-7.12 ,...., ,." Scale'" 1:33. 4x4= 4 2 W2 4x6 = 6.00 fi2 3x4'i 3 ~ 4x6= I. 3x611 9 4x6= 3x811 3-7-12 3-7.12 ,..., ..,." 11-9-4 ..,." 14-7.... 2-5-0 ,.... '-2-12 Plate Offsels XV: 2:0-4--00-1-15 6:0-4-00-1-15 lOADING (psD TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Iocr NO Code UBC97/ANSI95 CSI TC 0.15 BC 0.24 WB 0.12 (MatTix) DEFL in (lac) lIdefl Vert(ll) -0.01 6-8 >999 Vert(TL) 0.01 6-7 >999 Horz(Tl) 0.00 6 nla 1 sl LC LL Mln lIdefl = 240 PLATES MII20 GRIP 169/123 Weight: 146 Ib LUMBER TOP CHORD 2X4SPF M 10 BOT CHORD 2 X 8 SPF 1950F 1.7E WEBS 2 X4 WW Stud/Sid REACTIONS (Ib/slze) 2=624/0-3-8,6=1420/0-3-8,8=1526/0-3-8 Max Harz 2=-59(load case 5) Max Uplift2=-51 (load case 7), 6=-56(load case 5) Max Grav2=725(load case 2), 6=1729(load case 3), 8=1526{load case 1) BRACING TOP CHORD Sheathed or 6-0-0 DC pur1ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 DC bracing. FORCES (lb) - First Load Case Only TOP CHORD 1-2=32,2-3=-792,3-4=-390,4-5=-393,5-6=-52.6-7=32 BOT CHORD 2-10=641,9-10=641,8-9=12,8-11=12,6-11=12 WE6S 3--10=65. 3-9=-392. 4-9=-44. 5-9=302, 5-8=-599 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 11 above ground level, using 10.0 psftop chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C AseE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2} Design load is based on 30.0 psf specified roof snow load. 3} Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBe-97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511b uplift at joint 2 and 561b upli joint 6. 7} This truss has been designed with ANSlrrP11-1995 criteria. 8} Special hanger(s) orconnection(s) required to support concentrated load(s) 2155.11b down at 14-2~12 on bottom chord. Desi for unspecified connection(s) is delegated to the building designer. Continued on a e 2 This design is valid for use witb MITEK connectors only. This design is based solely npon tbe parameten shown and is for an individual building ~ompo~;;t to be installed and loaded in the vertical plane. The seal on tbis drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design paramden and proper in('orporation of this component for any particular building system is the responsibility of tbe building designer - not tbe truss designer. Bracing shown is for lateral support of individual web membtn only. Additional temporary bracing to insure stability during eonstruction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage. handling or installation. or that are overloaded. broken. cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to trnss tbat m.ay occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult QST-88 and HI8-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive, Madison. WI 53719. ~[IJ~~~ Building Supply Date: January 21, 2002 Job Name: Jalamar Duplexes Builder Name: Eaker Framing The truss drawings referenced above were prepared by Stock Building Supply, under my direct supervision. The seal on these drawings indicates acceptance of professional engineering responsibility only for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Section 2. . My license renewal date for the state of Colorado is May 31,2003. P FI'~ ? JJ3 y/ptb )~ c;,~f r' ') // 7) , 31 Lf;J L,P,-(IC .,. })} 0 cr/" JlpO ~rfl )01D / 30~u I Tim Morgen Job Truss Truss Type ROOF TRUSS Qly 2 Ply Eaker Framing - Duplex DUPLEX CJ01 Stock Building Supply, Denver, CO 80229, Brett Cochran o llonal 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 2115:44:57 2002 Page 1 -1.... 1-5-0 5-7.14 5-1.14 Scale = 1;18. 4.9Sf"'i2 3 HW1 ~ 2 B1 3x4~ 5 5-1-14 5-7-14 Plate Offsets XY: 2:0-1-13 Ed e LOADING (psD SPACING 2-0-0 CSt DEFL in (Ioe) IIdefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.06 2-5 >999 MII20 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.11 2-5 >600 BCLL 0.0 Rap Stress Incr NO WB 0.00 Horz(TL) 0.02 4 nla BCDL 10.0 Code UBC97/ANSI95 (Matnx) 1 sl LC LL Min I/defl = 240 Weight: 18 Ib LUMBER BRACING TOPCHORD 2X4SPFM10 TOP CHORD Sheathed or 5-7-14 DC purlins. BOT CHORD 2X4SPFM10 BOT CHORD Rigid celllng directly applied or 10-0-0 DC bracing. SLIDER Left2X4 WW Stud/Std 2-11-12 REACTIONS (lb/size) 4=193/Mechanlcal, 2=25810-4-15, 5=521Mechanlcal Max Harz 2=70(load case 5) Max Upllft4=-61{load case 3), 2=-33(load case 5) Max Grav4=193(load case 1}, 2=258(Ioad case 1), 5=107(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=15.2-3=-58,3-4=50 BOT CHORD 2-5=0 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at15 ft above ground level, using 10.0 psftop chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. It porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) Design load Is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. R 6) Refer 10 glrder(s) for truss to lruss conneclions. i"~'l>~QO fG/oS,>; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 4 and 33 ~"'''.''.O.;;'lI. <<'-2 joint 2. ~...~w '7~' ~ 8) This truss has been designed with ANSIITP11-1995 criteria. 100. ~ 5~~ LOAD CASE(S) Slandard . 1) Snow: Lumber lncrease=1.15. Plate Increase=1 .15 U~L~s~ & Vert: 1-2=-80.0 'w ..~ Trapezoidal Loads (plf) ~ON'..A.L'~\ Vert: 2=-0.()..to-4=-113.1, 2=0.0-to-5=-28.3 ' ",. This design is valid for use with MlTEK connectors only. This design is based solely upon tbe parameters shown aud is for aD indh:idual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of drsign parameters and proper incorporation of this component for any particular building s)'strm is the responsibility of tbe building designer - not tbe truss dcsignu. Bracing shown is for lateral support of individual web members on I)'. Additional temporary bracing to insure stability during construction is tbe responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improprr storage, handling or installation, or that are overloaded, broken, cut or otberwisr modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur dur to misuse or field altrrations. For general guidance regarding fabrication, qualit), control, !ltorage. delivery. erection and bracing, consult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX CP01 PIGGYBACK 2 Stock Building Supply, Denver, CO 80229, Brett Cochran Q tlonal 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Man Jan 21 15:44:582002 Page 1 ...., .... ...." 3-4.10 11-6-7 3-<1-10 14-9-9 ,..-, 16-1.10 1+, Scale = 1:33. 4x4 = 4 .. , .. 'I 7.00 f12 '[::' " aI~I'2. "0 3x8= 3x4 II e-0-13 ...." 14-9-9 &-8-12 18-1.10 ,..., LOADING (psl) TCLl 30.0 TCDl 10.0 BClL 0.0 BCDl 10.0 SPACING 2-()..0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.24 BC 0.11 WB 0.25 (Matrix) DEFl In (100) I/dell Vert(ll) 0.01 2-13 >999 Veri(Tl) 0.01 6-7 >999 Horz(Tl) 0.00 8 nta 1 st LC LL Mln I/detl = 240 PLATES MII20 GRIP 197/144 Weight: 56lb lUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF NO.2 OTHERS 2 X 3 SPF No.2 REACTIONS (Ib/size) 1=.110/0-4-8, 2=359/13.9-9. 8=227/13-9-9,11=894/13-9-9,12=25/13-9-9. 13=64/13-9-9.10=34/13-9-9, 9=47/13-9-9 Max Horz1=-117{load case 5) Max Uplift1=-127(load case 2), 2=-211 (load case 6), 8=-146(load case 7), 11=-145(load case 7), 12=-23(load case 5), 13=-44(Ioad case 6), 1 O=~25(load case 5), 9=.36(load case 6) Max Grav1=109(load case 6}, 2=548(load case 2), 6=324(load case 3), 11=694(load case 1), 12=60(load case 4), 13=105(load case 4), 10=68(load case 4), 9=95(load case 4) BRACING TOP CHORD Sheathed or 6-0-0 DC punins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 1 Row at mldpt 2-11 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=82.2-3=51.3-4=326.4-5=329,5-6=-59,6-7=45 BOT CHORD 2-13=22,12-13=22.11-12=22,10-11=0. 9-10=O, 8-9=0 WEBS 3-11 =-287, 4-11 =-543. 5-11 =-261. 6-8=-205 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psftop chord dead toad and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97JANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the ptate grip Increase is 1.33 2) Design toad is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Ovemang has been design for 2.00 times live load + dead load. 5) All plates are 1.5x4 MII20 unless othelWise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table NO.1 UBC-97. -<l. . ~ 7) Bearing atjolnt(s) 1 considers parallel to grain value using ANSlfTPI1-1995 angle to grain formula. Building designer shoul \"Ya -.. .~i.,"9, verify capacity of bearing surface. ~ .........~~v.. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1271b uplift at joint 1, 2111b uplift a SIGNAL ~ joint 2, 1461b uplift at joint 8, 1451b uplift at joint 11, 231b upl1ft at joint 12, 44 Ib uplift at joint 13, 251b uplift at joint 10 and 36lb uplift at joint 9. 9) This truss has been designed with ANSIfTP11-1995 criteria. LOAD CASE(S) Standard This design is valid for use with MITEK connectors only. This design is based solely upon the parameters showo and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of tbis component for any particular building s)o'stem is the responsibility of the building designer - not tbe truss designer. Bradng shown is for lateral support of iildividual web members only. Additional temporary bracing to insure stability during construction is the rtsponsibility of the building designer. Truss design doe~ not apply to trusses that become damaged due to weather or improper storage, bandlingor installation. or that are overloaded. broken, cut or otherwise modified in the field. Truss maoufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 aDd HIB-91 Handliog Installation aDd Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive. Madison. WI 53719. Job Truss Truss Type DUPLEX CP02 PIGGYBACK Qty 2 Ply Eaker Framing ~ Duplex Stock Building Supply, Denver, CO 80229, Brett Cochran o lional 4.201 SR1 s Nav 162000 MiTek Industries, Inc. Men Jan 2115:44:59 2002 Page 1 4-8-3 ...., ..." 3-+10 11-5-7 3-4-10 16-1-10 4-8-3 Scale = 1:33. 4x4 = 4 ~ro l";"I.,.!. 96 3x8= ..." ..." 1ft-l.10 ..." LOADING (psn TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2.()-Q Plates Increase 1.15 Lumber Increase 1.15 Rap Stress lncr YES Code UBC97/ANSI95 CSI TC 0.24 BC 0.10 WB 0.18 (Malrix) DEFL in (loc) I/defl Veri(LL) -0.00 6-8 >999 Vert(TL) -0.00 6.8 >999 Horz(TL) 0.00 7 nla 1 sl LC LL Min I/defl = 240 PLATES M1I20 GRIP 197/144 Weight: 57 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS (Ib/size) 1=-98/0-3-8, 7=-98/lJ..3-8, 2=424/14-HO, 6=424/14-1-10, 10=755/14-1-10.11=25/14-1-10. 12=64114-1-10, 9=25/14-1-10,8=64/14-1-10 Max Harz 1=-104(load case 5} Max Upllft1=-110(Joad case 2), 7=~110(load case 3), 2=-77(load case 6), 6=-40(load case 5), 10=-104(load case 7) Max Grav 1=72(load case 6}, 7=18(load case 7), 2=520(toad case 2}, 6=520{load case 3), 10=755(load case 1), 11=61(load case 4), 12=104(load case 4), 9=61 (load case 4), 8=104(load case 4) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. FORCES (Ib) - First Load Case Only TOP CHORD 1-2=78,2-3=.245,3-4=182,4-5=182.5-6=-245,6-7=78 BOT CHORD 2-12=145. 11-12=145.1lJ..11=145. 9-10=145. 8-9=145. 6-8=145 WEBS 3-10=-286,4-10=-391,5-10=-286 NOTES 1} This truss has been designed for the wind loads generated by 90 mph winds at 15 It above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanllne, on an occupancy category I, conditIon I enclosed building, ot dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. tf porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 30.0 pst specified roof snow load. 3) Unbalanced snow toads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) All plates are 1.5x4 MII20 unless othelWise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBc-97. 7} Bearing atjoint(s) 1, 7 considers parallel to grain value using ANSlfTP11-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ib uplift at joint 1, 110 Ib uplift at joint 7, 77 Ib uplift at joint 2, 40 Ib uplift at joint 6 and 104 lb uplift at joint 10. 9) This truss has been designed with ANSVTP11-1995 criteria. LOAD eASElS) Standard This design is ,,'alid for use witb MITEK con Rectors only. This design is based solely upon the parameters shown and is for an individual building component to be installed and loaded in the vertical plane. Tbe seal on tbis drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Appliubility of design parameters aDd proptr incorporation oftbis component for any particular building system is the responsibility of the building designer - not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage. handling or installation. or that are overloaded, broken, cut or otherwise modified in tbe field. Truss manufacturer is not rtspoosibll' for modificatioos or damage to truss tbat may occur due to misuse or field alterations_ For gtneral guidance regarding fabrication. quality cootrol. storage. delivery. erection and bradng. consult QST-88 and HIB-91 Handling Installation aod Braciog Recommeodation available from Truss Plate Institute. 583 D'Onofre Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Eaker Framing ~ Duplex DUPLEX CP03 PIGGYBACK 24 Stock Building Supply, Denver, CO 60229. Brett Cochran 4.201 Mon Jan 21 15:45:00 2002 Page 1 ...." ...." .,~ ,..., 11-1-12. ,... 16-4-10 4-6-15 Scale = 1:34. 4x4 = 4 7.00 fi2 1.5x4~ W2 3x8= .,~ .,~ 1&+1Q .,~ LOADING (pst) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.40 BC 0.30 WB 0.19 (Matnx) DEFL in (lac) I/defl Ven(LL) -0.04 2-8 >999 Vert(TL) -0.08 2-8 >999 Horz(TL) 0.00 7 nla 1st LC LL Min IIdetl = 240 PLATES MII20 GRIP 197/144 Weight: 48 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2X3SPF NO.2 REACTIONS (Ib/size) 1=-198/0-3-8,7=-19810-3-8.2=568114-4-10. 6=568114-4-10. 8=868114-4-10 Max Harz 1=105(load case 6) Max Uplift1 =-230(load case 4), 7=-230{load case 4), 8=-11 (load case 7) Max Grav 2=670(load case 2), 6=67D(road case 3), 8=868(load case 1) BRACING TOP CHORD Sheathed or 6-0-0 DC pur1ins. BOT CHORD Riaid ceiling directly applied. FORCES (lb) - First Load Case Only TOP CHORD 1-2=126.2-3=-249,3-4=188.4-5=188,5.6=-249,6-7=126 BOT CHORD 2-8=150,6-8=150 WEBS 3-8=-296, 4-8=-399. 5-8=-296 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psftop chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97fANSI95 if end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 2} Design load is based on 30.0 psf specified roof snow load. 3} Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed fora 10.0 psfbottom chord live load nonconcurrent with any other live loads per Table No. 16-B UBC-97. 6) Bearing atjolnt(s} 1, 7 considers parallel to grain value using ANSlfTP11-1995 angle to grain fonnula. Building designersh verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 tb uplift at joint 1, 230 Ib up joint 7 and 11 Ib uplift at joint 8. 8} This truss has been designed with ANSlfTPI1~1995 criteria. LOAD CASE(S) Standard Tbis design is valid for use witb MITEK connectors only. Tbis design is ba~d solely upon the parameters SbOWD and is for an individual building component to be installed and loaded in tbe vertical plane. Tbe seal on tbis drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of design parameters and proper incorporation oftbis component for any particular building s}'stem is tbe responsibility of tbe building designer - not the truss designer. Bracing sbown is for lateral support of iudividual web members only. Additional temporary bracing to insure stability during construction is the responsibility of tbe building desigoer. Truss design does not apply to trusses tbat become damaged due to weather or improper storage. handling or installation. or that are overloaded. broken. cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alteralions. For general guidance regarding fabrication. qua lily control. storage. delivery. erection and bradng. consult QST.88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofre Drive. Madison. WI 53719. ( , Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX CP04 PIGGYBACK 2 Stock Building Supply, Denver, CO 80229, Brett Cochran o tianal 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:012002 Page 1 ~'-5 ~,.. 1&+10 8-1.5 Scale" 1:33.1 4x4= . 7.00 !T2 . 8 ~~ ~I~ 16-4-10 16-4-10 LOADING (psI) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Incr YES Code UBC97/ANSI95 CSI TC 0.22 BC 0.07 WB 0.05 (Matrix) DEFL In (Ice) J1defl Vert(LL) -0.00 2-18 >999 Vert(TL) -0.01 2-18 >999 Horz[TL) 0.00 10 nto 1 sl LC LL Mln I/defl = 240 PLATES MII20 GRIP 197/144 Weight: 54 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF NO.2 REACTIONS (Ib/size) 1=-98/0-4-8.11=-9810-4-8,2=336/14-4-10, 10=337/14-4-10, 15=113/14-4-10, 16=146114-4-10. 17=64/14-4-10.18=296/14-4-10,14=146/14+10, 13=64114+10, 12=296/14+10 Max Harz 1=105(load case 6) Max Uplift1=-113(road case 2), 11=-113(load case 3), 2=-27(load case 6), 16=-9(load case 6), 17=-16(load case 7), 18=.35(load case 6l, 14=-4(load case 5), 13=-16(load case 1), 12=-34(load case 5) Max Grav1 =70(load case 6), 11=14(load case 5), 2=383(load case 2), 10=384(load case 3), 15=113(load case 1), 16=171(load case 2), 17=75(load case 2), 18=340(load case 2), 14=171 (load case 3), 13=75(load case 3), 12=340(load case 3) BRACING TOP CHORD Sheathed or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied. FORCES (Ib) - First Load Case Only TOP CHORD 1-2=76.2-3=50.3-4=-65.4-5=-41.5-6=-44,6-7=-44,7-8=-41, 8-9=-65, 9-10=-89, 1 (}.11=76 BOT CHORD 2-18=15.17-18=15,16-17=15.15-16=15,14-15=15, 13-14=15, 12-13=15, 1(}.12=15 WEBS 6-15=-90. 5-16~113, 4-17=-59, 3-18=-226, 7-14=-113, 8-13=-59, 9-12=-226 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) An plates are 1.5x4 MII20 unless othelWise indicated. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, USC-97. 7) Bearing at joint(s) 1, 11 considers parallel to grain value using ANSVTP11-1995 angle to grain formula. Building designer shoul verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1131b uplift atjaint 1, 1131b uplift at joint 11, 27 Ib uplift at joint 2, 91b uplift at joint 16, 161b uplift at joint 17, 351b uplift at joint 18, 41b uplift atjaint 14, 161b uplift at joint 13 and 34 lb uplift at joint 12. 9) This truss has been designed with ANSlfTP11.1995 criteria. LOAD eASE(S) Standard Tbis design is \'alid fol' use witb MITEK connectol's only. This design is bast:d solely upon the pal'amdel'S shown and is fol' an individual building component to be installed and loaded in tbe vel'tical plane. The seal on this drawing indicates acceptance of Pl'ofessional Engineerin2 responsibility fol' tbe tl'USS as an individual structural component only. Applicability of design parametel'S and proper incorpol'3tion oftbis component for any particulal' building system is the responsibilit}' of tbe building designer - not tbe truss. designel'. Bracing shown is fol' lateral support of iHdividual web members Dol}'. Additiooal temporary bracing to insure stability during construction is tbe responsibility of tbe building designer. Tl'uss design does not apply to trusses tbat become damaged due to weather or improper storage. handling 01' installation, 01' that are overloaded. broken, cut or otbel'wise modified in the field. Tl'uss manufadul'eI' is not responsible fol' modifications 01' damage to tl'USS tbat may occur due to misuse or field altel'ations. For general guidance regal'ding fabl'icatioD, qua lit), control. storage, delivery. erection and bracing.. consult QST.88 and HIB-91 Handling Installation and Bracing RecommendatioD available from Truss Plate Institute, 583 V'Ooofre Drive. Madison. \\'153719. Job DUPLEX Truss Truss Type Oty Ply Eaker Framing - Duplex G01 ROOF TRUSS Stock Building Supply. Denver. CO 80229. Brett Cochran o tional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:022002 Page 1 1-1-0-01 ,...., .... .... ~,.. ~".-o ,,.,., 4-10-0 ,~,., 4-10-0 "...., ,.", 123-0-01 ,...., Scale"" 1:39. 4x4= 3x4= 3x4= 4x4= 7.00 f12 4 5 6 7 ~ ;;; '" ~ 6x6 !I " " " 11 6xe 11 3x4= 3x4 = 4x6= 3x4= .... "...., 18-3-0 "...., .... H.' 7.3-0 .... Plate Offsets X Y : 2:0--0-5 0-3-13 4:0--2-0 0-2-4 :0-2-0 0-2-4 9:0.0-50-3-13 11:0--1-120-1-8 14:0--1-120-1-8 lOADING (psn SPACING 2-0-0 CSI DEFl in (Ioc) IIdefl PLATES GRIP TCll 30.0 Plates Increase 1.15 TC 0.67 Vert(ll) -0.18 13 >999 Mli20 169/123 TCDl 10,0 Lumber Increase 1.15 BC 0.73 Vert(Tl) -0.3311-13 >805 BCll 0.0 Rep Stress Incr NO WB 1.00 Horz(Tl) 0.09 9 nla BCDl 10.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 240 Weight: 76 Ib lUMBER TOP CHORD 2 X 4 SPF M 10 'Except' T22X4SPFM19 BOT CHORD 2X4SPFM 19 WEBS 2 X 3 SPF No.2 SLIDER Left 2 X 4 WW Stud/Std 2~1-9, Right 2 X 4 WW Stud/Std 2-1-9 REACTIONS (Ib/size) 2=1655/0--3-8,9=1655/0-3-8 Max HOIZ2=-63(load case 5) Max Uplift2=-122(load case 7), 9=-122(load case 7} Max Grav2=1819(load case 2), 9=1748(Ioad case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=7,2-3=-2434.3-4=-2434,4-5=-2036.5-1;=-3303, 6-7=-2036. 7-8=-2434, 8-9=-2434, 9-10=7 BOT CHORD 2-14=1998.13-14=3209,12-13=3209.11-12=3209,9-11=1998 WEBS 4-14=957,5-14=-1340,5-13=139.6-13=139, 6-11=-1340. 7-11=957 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 3-0-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Rowatmidpt 5-14,6-11 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psftop chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95It end verticals or cantilevers exist, ~'OO REG they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip \)\'(-............'S~ increase is 1.33 <:S'.. ,,^OR ... ~ 2) Design load is based on 30.0 pst specified roof snow load. c..; ... ~ G'~ .. <a 3) Unbalanced snow loads have been considered for this design. :~~\ 4) Overhang has been design for 2.00 times live load + dead load. : 5 : 5) Provide adequate drainage to prevent water ponding. 1. : 6) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads per Table No. 16-B, .. UBC-97. 13 ... 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at Joint 2 and 122 Ib upll ~........ .... at joint 9. 'S'sIONAL r;&.r::f. 8) This truss has been designed with ANSlfTP11-1995 criteria. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 191.7lb down and 90.01b up at 18-0-0. and 191.71b down and 90.OIb up at 4-0-0 on bottom chord. Design for unspecified connection(s) Is delegated to the building designer. LOAD CASE{S) Standard Continued on a e 2 This design is valid for use with MITEK connectors only. This design is based solely upon the parameters shown aod is for an individual buildin2 component to be installed and loaded in tbe vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper iDcorporation of tbis component for aD)' particular building s)'stem is the responsibility of the building designer - not tbe truss designer. Bracing sbown is for lateral support of individual web members 001)'. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses tbat become damaged due to weather or improper storage. handling or installation, or that are overloaded. broken, cut or otherwise modified in the field. Truss muufacturer is Dot responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult QST-88 and HIB-91 Handling Installation aDd Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive, Madison, WI 53719. Job DUPLEX Truss Truss Type QIy Ply Eaker Framing M Duplex Stock Building Supply, Denver. CO 80229. Brett Cochran 4.201 o tional SRi s Nov 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:042002 Page 2 2 G12 ROOF TRUSS NOTES 9) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 DC. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 QC. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 ac. Special hanger(s) or connection(s) required to support concentrated load(s) 2155.11b down at 14-2-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 10) Special hanger(s} orconnection(s) required to support concentrated toad(s) 2155.11b down at 14-2-12 on bottom chord. Design for unspecified connection{s) Is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIt) Vert: 1-4=.80.0. 4.7=.80.0. 2-6~20.0 Concentrated Loads (Ib) Vert: 11=-1874.0 Tbis design is valid for use with MITEK connectors only. This design is based solely upon tbe parameters shown and is for an individual building component to be installed and loaded in the vertical plane. Tbe seal on this drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of design parameters and proper incorporation of tbis component for any particular building system is the responsibility of tbe building designer - not tbe truss designer. Bracing sbown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructioo is tbe responsibility of tbe building designer. Truss dtsign does not apply to trussf'S that become damaged due to weatber or improper storage. bandling or installation. or that are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For gneral guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult QST -88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Ooofre Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX G13 ROOF TRUSS Stock Building Supply. Denver, CO 80229, Brett Cochran o tional 4.201 SRi s Nav 162000 MiTek Industries, Inc. Mon Jan 21 15:45:042002 Page 1 4-1-5 4-1.5 7-8-8 11-11-0 ~M 4-U Scale'" 1:30. 4x4= 3 2 6.00 [12 W2 W3 ~ M N ., 5x5= , 8)(8= 3x4 II ..,.. 4-2-9 ,.... ..." 1,11rJl ..,.. 11.11.{} .'" Plate Offsets X Y: 1 :().2-4 0-2-8 4:Ed e ()'2-4 6:0+0 0-4-12 :0-2-00-4-12 LOADING (pst) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2'()'() Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.53 BC 0.55 WB 0.96 DEFL in (loe) I/detl Vert(LL) -0.06 7 >999 Vert(TL) -0.10 7 >999 Horz(TL) 0.02 5 nla 1 sl LC LL Min I/defl = 240 PLATES MII20 GRIP 169/123 Weight: 53 lb LUMBER TOPCHORD 2X4SPF M 10 BOT CHORD 2X6SPF2100F 1.8E WEBS 2 X 4 WW Stud/Std 'Except' W1 2 X 4 SPF No.2, W3 2 X 4 SPF NO.2 REACTIONS (Ib/size) 1=2034/().3-9 (input: ()'3-8).5=2034/0-3-8 Max Harz 1=157(load case 6) Max Upllft1 =-32(load case 7), 5=-54(road case 7) Max Grav1 =2286(load case 2), 5=2155(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=-2769,2.3=-1505.3-4=-1505,4-5=-1486 BOT CHORD 1-7=2423,6-7=2423,5-6=0 WEBS 2-7=1021, 2-6~1260. 3-6=1040, 4-6=1495 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 pst top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane ocean1ine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 6) WARNING: Required bearing size atjolnt(s) 1 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 541b upI' jointS. 8) This truss has been designed with ANSIfTPI1-1995 criteria. BRACING TOP CHORD Sheathed or 3-3-0 DC purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10~O~O oc bracing. LOAD eASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate lncrease=1.15 Uniform Loads (plf) Vert: 1-3=-80.0. 3-4=-80.0. 1-5=-270.0 This design is valid for use with MITEK connectors only. This design is based solely upon the parameters shown and is for an individual building componnt to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability ofdr-sign parameters and proper incorporation of this component for any particular building system is tbe responsibility of the building designer - not tbe truss designer. Draciog shown is for lateral support of individual web members ouly. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does Dot apply to trusses that become damaged due to weatber or improper storage. handling or instillation. or tbat are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing. coosult QST -88 and HIB-91 Handling InstallatioD aDd Bracing Recommendation available from Truss Plate Institute. 583 D'Onofre Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Eaker Framing ~ Duplex DUPLEX GE01 ROOF TRUSS Stock Building Supply, Denver. CO 80229. Brett Cochran o tional 4.201 SR1 s Nov 16 2000 MiTek Industries. Inc. Mon Jan 21 15:45:052002 Page 1 4"'1' M-' "'" 11-0-0 "... 11.0-0 '1-'\' ~~, Scale = 1:47. 4)(4= . , 10 7.00 f12 5 11 47 13 3 2 15 ., "' o 1; o 3x4..p. 2. 2B 27 2. 25 24 23 2221 3x4 = "... "... 20 ,. ,. 17 ,. 3)(4"::::- lOADING (p5D TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2.0-0 Plates Increase 1.15 Lumberlncrease 1.15 Rap Stress Incr NO Code UBC97/ANSI95 CSI TC 0.14 BC 0.09 WB 0.10 (Matrix) DEFL in (Joe) Vert(ll) nla Vert(TL) nI. Horz(Tl) 0.00 15 15t lC II Min IIdefl = 240 lfdefl nla nla nla PLATES MII20 GRIP 197/144 Weight: 91 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS (Ib/size) 1 =123/22-0..0, 15=123/22-0-0, 22=7/22-0-0, 23=115122-0-0, 24=132122'()'(). 25=134122-0-0, 26=131/22-0-0. 27=146/22-0..0,28=72122-0-0,29=282122-0..0, 21=125/22-0-0, 20=135/22-0-0,19=131/22-0..0, 18=146/22-0..0,17=72122-0-0,16=282122-0-0 Max Harz 1=-141 (load case 5} Max Uplift24=~3(load case 6), 25=-23(load case 7), 26=-16(load case 6), 27=-17(toad case 6), 28=-11 (load case 7), 29=-33(load case 6), 21=-2(load case 5), 20=-22(load case 7), 19=-17(load case 7), 18=-16(load case 5), 17=~11(load case 7), 16=-33(load case 5) Max Grav 1=136(load case 2), 15=136(load case 3), 22=13(load case 4), 23=12300ad case 7), 24=155(road case 2), 25=155(load case 2), 26=151 (load case 2), 27=167(load case 2), 28=83(load case 2), 29=324(load case 2), 21=148(load case 3), 20=156(load case 3), 19=150(load case 3), 16=168(load case 3), 17=63(load case 3), 16=324(load case 3) BRACING TOP CHORD Sheathed or 6~0.0 oc purlins_ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - First Load Case Only TOP CHORD 1-2=41. 2-3=-62, 3-4=-43. 4-5=-46. 5-6=-46, 6-7=-46, 7-8=8, 8-9=-45, 9-10=-46. 10-11 =-46, 11-12=-46, 12-13=-43, 13-14=-62,14-15=-71 BOT CHORD 1-29=16.28-29=16,27-28=16,26-27=16,25-26=16. 24-25=16, 23-24=16, 22-23=16. 21-22=16, 20-21=16, 19-20=16, 18-19=16,17-18=16,16-17=16,15-16=16 WEBS 8-23=-90,7-24=-105,6-25=-107.5-26=-106, 4-27=-112, 3-28=-70, 2-29=-203, 9-21=-105,10-20=-107.11-19=-106. 12-18=-112. 13-17=-70, 14-16~203 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 pst top cho dead load and 10.0 pst bottom chord dead load, 500 mi trom hunicane oceanHne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers ex they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 3) All plates are 1.5x4 MII20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4~0 ac. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC-97. Continued on a e 2 This desi~n is valid for use with MITEK connectors only. This design is based solely upon the parameters shown and is for an individual building componeot to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and propr-r incorporation of this component for aoy particular building system is the responsibility of the building designer - not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or installation, or that are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not mpon,;ble for mod;ficatioe, or damage 10 trn.. tbat may oeeor dne to m;,ose or field alterat;oo,. For general gn;dance regard;ng fabr;,atiee, qn.Hly ,oetrol. I storage, delivel')', erection and braciog, coosult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Ooofre Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX GE01 ROOF TRUSS Stock Building Supply. Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nay 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:062002 Page 2 NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31b uplift at joint 24, 231b uplift etjoint 25, 161b uplift at joint 26, 171b uplift at joint 27, 11lb uplift at joint 28, 331b uplift at joint 29, 21b uplift at joint 21, 221b uplift aljoint 20. 171b uplift at joint 19. 161b uplift at joint 18. 111b uplift atjatnt 17 and 331b uplift alJoint 16. B) This truss has been designed with ANSIITPI1w1995 criteria. LOAD eASElS) Standard This design is valid Cor use witb MITEK conoectors only. Tbis design is based solely upon tbe parameters showD and is for an individual building component to be installed and loaded in tbe vertical plane. Tbe seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation oftbis component for aoy particular building system is the responsibility of the building designer. not the truss designer. Bracing shown is for lateral support of individual web members onl)'. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does not apply to trusses that bc:come damaged due to weatber or improper storage, handling or installation, or tbat are overloaded, broken, eut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication, qualit)' control, storage. deliver)', erection and bracing. consult QST--8S and HI8-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 5S3 D'Onofre Drive. Madison, WI 53719. Job Truss Truss Type Diy 2 Ply Eaker FramIng - Duplex DUPLEX GE04 ROOF TRUSS Stock Building Supply, Denver, CO 80229, Brett Cochran o llonal 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 2115:45:07 2002 Page 1 18-1-15 18-1-15 32-11-8 14-9-9 Scale'" 1:71. 4)(4= 7.00[12 3x4 II ~ 15 16 17 18 19 M 21 n ~ ~ ~ 12 3x4? 9 78 8 5 9 5 . S 1 o S e 5 7 S 8 S .5 5 5 9$ 0 2 S 3 :': ~ oJ, .,' "' o '7 .8 45 44 .3 4.,w 39 42 3x4~ 38 37 38 35 34 33 32 31 30 .,. 29 28 27 28 3x4 II ~ . 3 2 3.00(12 3x4'i 26-3-12 26-3-12 32.11.8 6-7-12 Plale Offsels Y: 13:0-2-4 0-2-4 31 :lJ..2-0 0-2-4 LOADING (psi) TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2.()..0 Plates Increase 1.15 Lumberlncrease 1.15 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.61 BC 0.30 WB 0.10 (Matrix) DEFL in (lac) Vert(ll) nla Vert(Tl) nla Horz{Tl) -0.03 1 1st LC LL Min I/detl = 240 I/defl nla n/a nla PLATES MII20 GRIP 169/123 Weight: 1551b LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 WW Stud/Sld OTHERS 2 X 3 SPF No.2 REACTIONS (Ib/slze) 26=53/32-11-1l. 40=7132-11-8. 31=135/32-11-8. 27=130132-11-8. 28=136/32-11-8, 29=133132-11-8, 30=133/32-11-8, 32=133132-11-8. 33=133/32-11-8, 34=133/32-11-8, 35=133132-11-8. 36=133132-11-8, 37=134132-11-8, 38=136/32-11-8. 39=131/32-11-8, 41=128/32-11-8. 42=134132-11-8. 43=133132-11-8. 44=135132-11-8,45=124132-11-8, 46=184/32-11-8, 47=-108/32-11-8, 1=193/32-11-8, 48=554/32-11-8 Max Harz 26=563(load case 6) Max Uplift26=-168(load case 6), 27=-42(load case 5), 28=-24(load case 6), 29=M10(load case 5), 35=M 1 Ooad case 5), 36=M1(load case 6), 37=M39(load case 6), 38=~25(load case 6), 39=M17(load case 6), 41=-22(load case 6), 42=-15(load case 6), 43=-17(load case 6), 44=-16(load case 6), 45=-17(load case 6), 46=-18(load case 6), 47=M124(load case 2), 48=~9(load case 6) Max Grav26=53(load case 2), 40=13(load case 4), 31=234(load case 6), 27=130(load case 3), 28=136(load case 2), 29=133(load case 3), 30=133(load case 2), 32=133(load case 3), 33=133(load case 2), 34=133(load case 2) ,35=134(load case 3), 36=136(load case 3), 37=142(load case 2), 38=156{1oad case 2), 39=151 (load case 2). 41=148(load case 2). 42=154(load case 2), 43=153(load case 2), 44=155(load case 2), 45=143(load case 2), 46=211 (load case 2), 47=9(load case 6), 1=222(load case 2), 48=637(load case 2) BRACING TOP CHORD Sheathed or 6-OMO DC pur1ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1 ~O-O oc bracing, Except: 6MOMQ DC bracing: 47-48,45-46,40-41. FORCES (lb) - First load Case Only TOP CHORD 1-2=1 06, 2-3~93. 3-4=38. 4-5=24. 5-6=26, 1)..7=-28. 7-8=26, 8-9=26, 9-10=26. 10-11 =26, 11-12=26, 12-13=20, 13-14=-1.14-15=-1.15-16=-1,16-17=-1, 17-18=-1, 18-19=-1, 19-20=-1, 20-21=-1, 21-22=-1. 22-23=-1,23-24=-1. 24-25=-1 25-26=-42 BOT CHORD 1-48=20:47-48=-19,46-47=9,45-46=-4,44-45=4,43-44=4,42-43=4. 41-42=4, 40-41~1, 39-40=4. 38-39=4. 37-3 .36-37=4,35-36=4,34-35=4,33-34=4,32-33=4. 31-32=4, 30-31=-2, 29-30=-2, 28-29=-2, 27-28=-2, 26-27=4 WEBS 24-27=-104,23-28=-109,22-29=-107.21-30=-106, 20-31=-108, 19-32=-106. 18-33=-107, 17-34=-107, 16-35=-10 15-36=-107.14-37=-107,12-38=-108,11-39=-106. 10-41=-107, 9-42=-107. 8-43=-107. 6-44=-107, 5-45=-103, 4-46=-133,3-47=46.2-48=-392 Continued on a e 2 Tbis design is valid for use with MITEK connectors only. Tbis design is based solely upon tbe parameters sbowu and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering .-esponsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for any particular building system is the responsibility of the building designer M not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary braciog to insure stability duriog construction is the responsibility of tbe building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or installation, or that are overloaded, broken, cut or otherwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general gnidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 and 11lB-91 Handling Installation and Br.ciog Recommendation available from Truss Plate Institufe, 583 D'Onofre Drive. Madison. WI 53719. DUPLEX GE04 ROOF TRUSS Oly 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver. CO 80229. Brett Cochran o lional 4.201 SR1 5 Nav 16 2000 MiTek Industries. Inc. Mon Jan 21 15:45:082002 Page 2 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 tt with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip Increase Is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nannal to the face), see MiTek "Standard Gable End Detailn 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 MII20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 ~4.0 oc. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16~B, UBC-97. 8) Bearing atjoint(s) 31,32,33,34,35,36,37,36,39 considers parallel to grain value using ANSlfTP11-1995 angle to grain fonnula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at joint 26, 42 Ib uplift at joint 27, 24 lb uplift at joint 26, 10 Ib uplift at joint 29, 11b uplift at joint 35, 11b uplift at joint 36, 39tb uplift at joint 37, 251b uplift at joint 36, 171b uplift at joint 39, 221b uplift at joint 41, 15 Ib uplift at joint 42, 17tb uplift at joint 43,16 lb uplift atjoJnt 44, 171b uplift at joint 45, 161b uplift at joint 46, 1241b uplift atjaint 47 and 691b uplift at joint 48. 10) This truss has been designed with ANSlITP11-1995 criteria. LOAD eASElS) Standard Tbis design is valid for use with MlTEK connectors only. This design is based solely upon the paramtters shown aod is for aD individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the Iruss as an individual structural component only. Applicability of design parameters and proper incorporation ofthis component for any particular building system is the responsibility of tbe building designer ~ not tbe truss designer. Bradng shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construetion is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or installation. or that are overloaded, broken. cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance ree:arding fabrication, qualily control, storage, delivery, erection and bracing, consult QST~88 and HIB-91 Handling Installatioo and Bracing RecommeodatioD available from Truss Plate Institute. 583 D'Onofre Drive, Madison. WI 53719. 20 6)(611 3 0 21 11 17 22 3x6~ 6x8 16 6x8 ~ 3.25 [12 3x8=:::: 5x5 '" 23 3.00l..R 15 .., 3x8 .:;:: 3xB =:::: N " 4)(8~ 9-7.4 18-1.15 26-3-12 "...., I=-~ 42.9-12 ~H 8-6-11 11-1-13 .... 1-7-9 ...., Job Truss Truss Type DUPLEX ROOF TRUSS GE05 Stock Bullding Supply, Denver, CO 80229, Brett Cqchran ... ...., ".... ~., 2'2.11.15 4-1!J..O 18-1-15 ~., 7.00 [12 5x5= 4x6? 4x6= 3xB= 5 7 SllB Qty Eaker Framing - Duplex Ply 2 o tional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:102002 Page 1 27-10-0 ~,.. 39-11.11 ~~, 4~7'13 ,.,., '?ft" 0-3-14 Scale'" 1 :89. 52.... 6-9-11 32.0-0 ~,.. 134-3-91 1_1_9 4x6= B ST22 6x8= 9 10 q q ~ 4x6~ 4x6~ "t 'N " Plate Offsets (X, V): [1 :0-2-7,Edge], [5:0-3-0,0-2-4J, [10:0-6-0,0-2-4], [11 :0-2-8,0-3-0], [14:0-j-4,Edge], [16:CJ.2-8,0-3-0], [19:0-2-12,0-2-12], [20:0-3-0,0-3-4], [22:0-2-13 CJ.3-0 52-" 9-7.12 LOADING (pst) TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Incr NO Code UBC97/ANSI95 CSI TC 0.95 BC 1.00 WB 0.94 LUMBER TOP CHORD 2 X 4 SPF No.2 'Except. T22X4SPF M 19, T52X4SPFM 10, T12X4SPF2400F 1.8E T6 2 X 4 SPF 2400F 1.8E BOT CHORD 2 X 4 SPF M 19 'Except. B3 2 X 4 SPF No.2, B4 2 X 4 SPF No.2, B5 2 X 4 SPF NO.2 WEBS 2 X 4 WW StudlStd .Except. W6 2X4 SPF No.2 OTHERS 2 X 4 WW StudlStd REACTIONS (Ib/size) 18=3476/0-6-0,1=1303/0-5-8,14=43010-3-8 Max Harz 1=237(load case 6) Max Uplift.1 =-20(load case 7), 14=-117(load case 5) Max Grav18=3476(load case i), 1=1522(load case 2). 14=696(load case 3) DEFL in (lac) IIdefl Vert(ll) -0.29 23 >999 Vert(Tl) -0.5521-23 >710 Horz(Tl) 0.19 18 n/. 1 st LC LL Min I/defl = 240 GRIP 169/123 PLATES MII20 Weight: 291 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 1-7-8 oc purfins. Rigid ceiling directly applied or 0-2-0 oc bracing. 1 Row at midpt 3-21,10-19,12-17 2 Rows at 1/3 pts 8-19 FDRCES (Ib) - First load Case Only TOP CHORD 1-2=-3444,2-3=-2890,3-4=-1467,4-5=-1467, 5-6=-1274, 6-7~1274, 7-8=68, 8--9=2044, 9--10=2044, 10-11=1656, 11-12=1656,12-13=283,13-14=-261 BOT CHORD 1-23=3068, 22-23=2210, 21-22=2210, 20-21=849, 19-20=-588, 18-19=-3462, 9-19=-275, 17-18=0, 18-17=-622, 15-16=-622,14-15=233 WEBS 2-23=-502,3-23=695, 3-21=-932, 5-21=316, 7-21=712, 7-20=-1287, 8-20=1252, 8-19=-2133, 17-19=-1620, 10-19=-2336,10-17=1139,12-17=-907,12-15=706,13-15=-519 Continued on a e 2 Tbis design is valid for use with MITEK connectors only. This design is based solely upon the parameters shown and is for an individual building component to be installed and loaded in the vertical plane. Tbe seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation oftbis component for any particular building system is the responsibility of tbe building designer - not tbe truss designer. Bracing shown is for lateral support of individual web members onl)'. Additional temporary bracing to insure stability during construction is the responsibility of tbt building designrr. Truss design dots not apply to trusses that becomt damaged due to weathrr or improper storage, handling or installation, or that are overloaded, broktn, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 and HIB-91 Handling Installation and Bracing RecommendatioD available from Truss Plate Institute, 583 D'Onofre Drive, Madison, WI 53719. DUPLEX GE05 ROOF TRUSS Qty 2 Ply Eaker Framing. Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SRi s Nov 16 2000 MiTek Industries, Inc. Mon Jan 2115:45:112002 Page 2 NOTES 7) All plates are 3x4 MII20 unless otherwise indicated. 8) Gable studs spaced at 1-4.0 aC. 9) This truss has been designed fora 10.0 psfbottom chord live load nonconcurrent with any other live loads per Table No. 16-B. USe-S7. 10) Bearing at joint(s) 1, 14 considers parallel to grain value using ANSVTP11-1995 angle to grain fannula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift atjaint 1 and 1171b uplift aljaint 14. 12) This truss has been designed with ANSlfTP11-1995 criteria. LOAD eASE(S) Standard This design is valid for use with MITEK connecton only. This design is based solely upon the parameten shoWQ and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for any particular building system is the responsibility of the building designer - not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, bandling or installation. or that are overloaded, broken, cut or otherwise modified in the field. Truss mauufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 and HIB-91 Haodliug Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive. Madison, WI 53719. DUPLEX GE06 ROOF TRUSS Diy 2 Ply Eaker Framing. Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 60229, Brett Cochran o tlonal 4.201 SR1 s Nov 162000 MiTek Industries. Inc. Mon Jan 21 15:45:122002 Page 1 ~71 ~~, ,... .><> Scale'" 1:17. 4 7.00f12 w, ~ LOADING (psf) TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.38 BC 0.07 WB 0.04 (Matrix) DEFL in (loc) Vert(ll) n/a Vert(Tl) nta HOIz(Tl) 0.00 5 1 st LC LL Min lIdefl = 240 I/datl nla nta nfa PLATES MII20 GRIP 169/123 Weight: 20 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 WW Stud/Sld OTHERS 2 X 3 SPF No.2 REACTIONS (Ib/slze) 1=117/5-9-0,5=57/5-9-0,6=74/5-9-0,7=290/5-9-0 Max Harz 1=207(load case 4) Max Uplift5=-30{load case 4), 6=-12(load case 4), 7=~34(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=68,2-3=-48,3-4=18,4-5=-45 BOT CHORD 1-7=0,6-7=0, 5-6=0 WEBS 3-6=-60,2-7=-231 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanllne, on an occupancy category I. condition I enclosed building. of dimensions 45 ft by 24 ft with exposure C AseE 7~93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) All plates are 3x4 MI120 unless otherwise Indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B. UBC-9? . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib uplift at joint 5. 12 Ib uplift at joint 6 and 34 Ib uplift at joint 7. 8) This truss has been designed with ANSlrrP11-1995 criteria. BRACING TOP CHORD Sheathed or 5-9-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard Tbis design is \'alid for use witb MITEK connectors only. This design is based solely upon tbe parameters shown and is for an indhiidual buildin~ component to be installed and loaded in the vertical plane. Tbe seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as aD individual structural component only. Applicability of design parameters and proper incorporation oftbis component for any particular building system is the responsibility of tbe building designer - not the truss designer. Bracing sbown is for lateral support of individual web members only. Additiooal temporary bracing to insure stability during construction is the responsibility of the building designu. Truss design does not apply to trusses that become damaged due to weatber or improper storage. handling or installation, or that are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modificatioos or damage to truss tbat may occur due to misuse or field alterations. For general 2uidance re2arding fabrication, quality control. storage, delivery. erection and bradng, consult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofre Drive. Madison. WI 53719. DUPLEX GE07 ROOF TRUSS Qly 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 80229. Brett Cochran o tlonal 4.201 SRi s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:142002 Page 1 1'-"1' ,.0.0 12-1>-15 12..&.15 28-11.9 16-4-10 "... ,<>-0-, \,-<>-p ,... Scale: 1:88. 4x6= 8x8= 123 14 15 16 17 18 19 20 21 22 23 24 25 6x6= ~ 7.00 f12 11 26 '0:;:;:: r---::~ .:::;::: '" 28 axB,=, , / ::--.- 2. , ;.;:: "0- 30 .$ S 0 $ 0 $ 0 $ 0 $ 0 $ , t":~ 5;::/ 0 r-::: 32 4:;:;:: ,5 " 5 3 ,2 3:::;::: " $ 4' 5$ S5 :::::~34 C;;; n $7n~ sf 37 :f :! 'l!llo l~ " 7675 74 73 72 71 70 69 68 67 66 65 613 62 61 60 59 58 57 56 55 54 53 525150 49 48 47 46 45 44 43 42 41 40 4x6 = ~= ~= "... "... Plate Offsets Y: 12:0-3-00-1-12 19:0-4--00-4-8 25:0-3-00-3--12 30:0-4-00-4-8 LOADING (psO TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rap Stress Incr NO Code UBC97/ANSI95 CSI TC 0.65 BC 0.05 WB 0.18 (Matrix) DEFL in (lac) IIdefl Vert(ll) nla nla Vert(Tl) -0.01 1-2 >999 Horz(Tl) 0.01 38 nla 1 st LC LL Min IIdafl = 240 PLATES MII20 GRIP 169/123 Weight: 3951b LUMBER TOP CHORD 2 X 6 SPF 2100F 1.8E BOT CHORD 2 X 6 SPF 2100F 1 .8E WEBS 2 X 4 WW Slud/Std OTHERS 2 X 3 SPF NO.2 Sheathed or 6-0-0 oc purllns, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mldpt 25-53,24-54,23-55,22-56,21-57,20-58, 19--59,18-60,17-61,16-62,15-64,14-65, 13-66,11-67,10-68,9-69.26-52,27-50,28-49 REACTIONS (Ib/size) 76=156/47-0-0,63=7/47-0-0.53=134/47-0-0, 54=134/47-0-0, 55=134/47-0-0, 56=133/47-0-0, 57=133/47-0-0, 58=133/47-0-0,59=133/47-0-0,60=133/47-0-0. 61=134/47-0-0, 62=131/47-0-0, 64=128/47-0-0, 65=135/47-0-0,66=133/47-0-0,67=134/47-0-0, 68=134/47-0-0. 69=133/47-0-0, 70=133/47-0-0, 71=133/47-0-0,72=134/47-0-0,73=133/47-0-0. 74=118/47-0-0, 75=97/47-0-0, 52=131/47-0-0, 50=130/47-0-0,49=135/47-0-0,48=136/47-0-0, 47=133/47-0-0, 46=129/47-0-0, 45=132/47-0-0, 44=134/47-0-0,43=133/47-0-0,42=134/47-0-0,41 =126147-0-0, 40=165/47-()'0, 51=6/47-0-0, 38=192/47-0-0 Max Harz 76=272(load case 6) Max Uplift76=-59(1oad case 7), 56=-4(load case 6), 57=-1 (load case 6), 62=-6(load case 6), 64=-5(load case 5), 68=-5(load case 7), 69=~23(toad case 6), 70=-20(load case 6), 71=-17(load case 6), 72=-16(load case 7), 73=-20(load case 6), 75=-140(load case 6), 50=-19(load case 5), 49=-22(load case 7), 48=-20(load case 7), 47=-17(load case 5), 46=-15(load case 7), 45=-16(load case 5), 44=-16(load case 5), 43=-17(load case 7), 42=~14(load case 7), 41=-24(1oad case 5). 40=-20(load case 5), 38=~151(load case 6) Max Grav76=244(load case 2), 63=13(load case 4), 53=143(load case 3), 54:::135(load case 3), 55=136(load case 2), 56=135(load case 2), 57=134(load case 2), 58=133(load case 3), 59=133(load case 3), 60=133(load case 2) ,61=134(load case 1), 62=131 (load case 3), 64=129(load case 3), 65=138(load case 3), 66=141(load case 2), 67=151 (load case 2), 68=154(load case 2), 69=154(load case 2), 70=153(load case 2), 71=154(load case 2), 72=155(load case 2), 73=152(load case 2), 74=124(load case 2), 75=113(load case 2), 52=149(load case 3), 50=150(load case 3), 49=155(load case 3), 48=157(load case 3), 47=153(load case \>-\)0 REGI.S ,46=148(load case 3), 45=152(load case 3), 44=153(load case 3), 43=153(load case 3), 42=152(load c \:)~ ......... ~ 3), 41=152(load case 3), 40=168(load case 3), 51=13(load case 4), 38=287(load case 3) c$' ... ... OR~.- ~-^ c.:,:.. ~\.."'\ ~,..\(:;) .~' (<':- BRACING TOP CHORD BOT CHORD WEBS Continued on a e 2 Tbis design is valid for use with MITEK CODnectOI1l only. This design is based solely upon the parametel1l shown and is for an indh'idual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of design parameters and proprr incorporation of this eomponent for any particular building system is Ihe responsibility of the building designer - not the truss designer. Bracing shown is for lalenl support of indh:idual web members only. Addilionallemporary bracing 10 insure slability during conslruction is the responsibility of the building designer. Truss design does nol apply 10 trusses Ihat become damaged due to weather or improper slora2e, handling or installation. or that are overloaded, broken, cut or otherwise modified in tbe field. Truss manufacturer is nol responsible for modifications or damage to truss that may occur due to misuse or field alleralions. For general guidance regarding fabrication, qua lily conlrol, storage, delivery, erection and bracing, consull QST-S8 and HIB-91 Handling InslaU.tion and Bracing RecommendatioD available from Truss Plate Inslitule, 583 D'Onofre Drive. Madison, WI 53719. DUPLEX GE07 ROOF TRUSS Qty 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply. Denver, CO 80229. Brett Cochran o tional 4.201 SR1 5 Nov 16 2000 MiTek Industries. Inc. Mon Jan 2115:45:15 2002 Page 2 FORCES (Ib) - First Load Case Only TOP CHORD 2_76=_150,1_2=46,2_3=_29,3-4=_34,4_5=26,5-6=29, 6-7=28, 7-8=29, 8-9=29, 9-10=29, 10-11=29, 11-12=10,12-13=2,13-14=2, 14-15=2, 15-16=2, 16-17=2,17-18=2,18-19=2,19-20=2,20-21=2, 21-22=2, 22-23=2, 23-24=2, 24-25=3, 25-26=-26, 26-27=-25, 27-28~25, 28-29=-25, 29-30=-28, 30-31=-25, 31-32=-27,32-33=-28,33-34=-28,34-35=-29, 35-36=-29, 36-37=-32, 37-38=-56, 38-39=27 BOT CHORD 75-76=-0,74-75=-1,73-74=-1,72-73=-1,71-72=-1, 70-71=-1, 69-70=-2, 68-69=-2, 67-68=-2, 66-67=-2, 65-66=-2, 64-65=-2, 63-64=-2, 62-63=-2, 61-62=-2, 60-61=-2, 5!l-60=-2, 58-59=-2, 57-58=-2, 56-57=-2, 55-56=-2, 54-55=-2, 53-54=-2, 52-53=-2, 51-52=.2, 50-51=-2,49-50=-2,48-49=-2,47-48=-1,46-47=1, 45-46=1,44-45=1,43-44=1,42-43=2,41-42=2,40-41 =3,38-40=4 WEBS 25-53=-106,24-54=-107,23-55=-107, 22-56=-107, 21-57=-107, 20-58=-107,19-59=-107,18-60=-107,17-61=-107, 16-62=-107, 15-64=-107, 14-65=-107, 13-66=-107,11-67=-107,10-68=-107,9-69=-107, 8-70=-107, 7-71=-107, 6-72=-108, 5-73=-106, 4-74=-91, 3-75=-74, 26-52=-108, 27-50~107, 28-49=-107, 29-48=-110,30-47=-107,31-46=-102,32-45=-106, 33-44=-107, 34-43=-107, 35-42=-100, 36-41=-103, 37-40=-128 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psftop chord dead load and 10.0 psfbotlom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASeE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Provide adequate drainage to prevent water pondlng. 4) All plates are 3x4 MI120 unless othelWise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, Uee-97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591b uplift at joint 76, 41b uplift at joint 56,1lb uplift at joint 57, 61b uplift at joint 62, Sib uplift at joint 64, Sib uplift at joint 68, 23tb uplift atjaint 69, 20 Ib uplift at joint 70,171b uplift at joint 71, 161b uplift atjaint 72, 20 Ib upliftatjaint 73,140 Ib uplift atjaint 75, 191b uplift at joint 50, 221b uplift atjaint 49, 20 Ib uplift at joint 48, 171b uplift 8tjolnt47, 151b uplift at joint 46, 161b uplift at joint 45, 161b uplift at joint 44, 171b uplift at jaint 43, 14lb uplift at joint 42, 241b uplift at joint 41, 20 lb uplift at joint 40 and 151lb uplift 8tjoint 38. 9) This truss has been designed with ANSVTP11-1995 criteria. LOAD CASEIS) Standard Tbis design is valid for use with MITEK connectors only. This design is based solely upon the parameters shown aod is for an individual building comPon;;t to be installed and loaded in tbe vertical plane. The seal on this dnwing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for any particular building system is thc responsibility of the building designer. not the truss designer. Bracing shown is for lateral support of individual web members ouly. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that ~(:ome damaged due to weatber or improper storage. handling or installation, or that are overloaded, broken. cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alteratioDs. For general guidance regarding fabricatioD, quality control, storage, delivery. erection and bracing, consult QST.88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 O'Onofre Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX GE12 ROOF TRUSS Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nav 162000 MiTek Industries, Inc. Mon Jan 21 15:45:17 2002 Page 1 1-8-1 7-8-7 15-4.14 ,..., Scale = 1:28. 4x4 = 5 6.00[12 4 , ~ o 3x4 'l 3X4 .:::: 15-4-14 1~.14 LOADING (psi) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0.19 BC 0.11 WB 0.05 (Matrix) DEFL In (toc) Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 9 1 st LC LL Min I/defl = 240 IIdefl n/a nla nla PLATES M1I20 GRIP 197/144 Weight: 48 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF NO.2 REACTIONS (Ib/size) 1=134/154-14,9=134/15-4-14,13=114/154-14, 14=151/154-14, 15=50/15-4-14,16=321/15-4-14, 12=151/15-4-14,11=50/15-4-14,10=321/15-4-14 Max Harz 1 =-49(load case 5) Max Uplift14=-5(load case 6), 15=-10(Ioad case 7), 16=-26(load case 6), 12=-3(load case 5), 11 =-1 O(load case 7), 10=-26{load case 5} Max Grav1=151(load case 2), 9=151{load case 3), 13=114(load case i), 14=177(load case 2), 15=58(load case 2), 16=369(load case 2), 12=177(load case 3), 11=58(load case 3), 10=369(load case 3) BRACING TOP CHORD Sheathed or 6-().() oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 DC bracing. FORCES (Ib) - First Load Case Only TOP CHORD 1-2=46,2-3=-58,3-4=-35,4-5=-39,5-6=-39,6-7=-35, 7-8=-58, 8-9=-66 BOT CHORD 1_16=13,15_16=13,14_15=13,13_14=13,12_13=13,11_12=13, 10-11=13,9-10=13 WEBS 5-13=-92,4-14=-115,3-15=-56,2-18=-231, 6-12'-115, 7-11=-56, 8-10=-231 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) All plates are 1.5x4 MIl20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 DC. 6) This truss has been designed for a 10.0 psf bottom chorcllive load nonconcurrent with any other live loads per Table No. 16-8, UBC-97. 7) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 51b uplift at joint 14, 10 Ib uplift at joint 15, 26lb uplift at joint 16, 31b uplift at joint 12, 10 Ib uplift at joint 11 and 261b uplift at joint 10. 8) This truss has been designed with ANSlfTP11-1995 criteria. LOAD CASE(S) Standard This design is valid for use with !WITEK tonnectors only. This design is based solely upon the paramders shown and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for any particular building slstem is the responsibilitl of the building designer. not tbe truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses th.t become damaged due to weather or improper storage. handling or installation. or that are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For gneral guidance regarding fabrication. quality wntrol, storage, delivery, erection and bracing, consult QST-88 and HIB-91 Uandling Installation and Bracing RecommendatioD available from Truss Plate Institute. 583 D'Onofre Drive, Madison, WI 53719. DUPLEX J01 ROOF TRUSS Qty 4 Ply Eaker Framing ~ Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 80229. Brett Cochran o tlonal 4.201 SRi s Nav 16 2000 MiTek Industries, Inc. Mon Jan 2115:45:18 2002 Page 1 -1"" ,.... 1-11-11 1-11-11 Scale "'1:11. 1 2 7.00 rT2 , 3x8 II 1-11-11 1+11-11 Plate Offsets Y: 2:0-1-1 Ed e LOADING (psD TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.09 BC 0.04 WB 0.00 (Malrix) DEFL in (Ioe) I/datl Veri(LL) -0.00 2 >999 Veri(TL) 0.00 1 >999 Horz(TL) -0.00 4 nla 1 st LC LL Min I/dafl = 240 PLATES MI120 GRIP 169/123 Weight: 71b LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 SLIDER Left 2 X 4 WW Stud/Std H-3 REACTIONS (Ib/size) 4=57/Mechanical, 2=198/0.3-8. 5=191Mechanical Max Horz2=72(load case 5) Max Uplift4=-36(load case 3), 2=-33(load case 5) Max Grav4=Sl(load case 1), 2=198(load case 1), 5=39(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=14,2-3=-72,3-4=19 BOT CHORD 2-5=0 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers ,exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate gnp Increase Is 1.33 2) Design load Is based on 30.0 pSf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed fora 10.0 psfbottom chord live load nonconcurrent with any other Hve loads per Table No. 16~B, UBC-97. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 36 Ib uplift at joint 4 and 33 Ib uplift joint 2. 6) This truss has been designed with ANSlfTP11-1995 criteria. SRACING TOP CHORD Sheathed or 1-11-11 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD eASElS) Standard This design is valid for use with MITEK connectors only. This design is based solely upon the panmeters shown and is (or an individual building component to be installed and loaded in the vertical pine. The seal on this drawing indicates acceptance of Pro(essional Engineering responsibility (or the truss as an individual structural component only. Applicability of design parameten and proper incorporation o( tbis component (or any particul8l'" building system is Ibe responsibility of the building designer - not the truss desiener. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the I'"Csponsibility of the building designer. Truss design does not apply to trusses thai become damaged due to weather or improper storage, handling or installation, or Ihat are overloaded, broken. eul or otherwise modified in tbe field. Truss manufaclurel'" is not responsible (or modifications or damage to tnss that may occur due to misuse or field alterations. For general guidance regarding (abrication, quality control. storage. delivery, erection and bracing. consult QST -88 and HI8-91 Handling Installation and Bracing Recommendation available from Tl'"Uss Plate Institute. 583 D'Onofre Drive. Madison. Wl53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX J02 ROOF TRUSS B Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon Jan 2115:45:20 2002 Page 1 .,,,,, ,.0-0 .-0-0 .0-0 ScaIB:1:17. 7.00 [12 ., 3x4~ s 3x811 .0-0 ..... Plate Offsets 2:0-1-1 Ed . lOADING (psn TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0~O Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSt TC 0.29 BC 0.15 WB 0.00 (Matrix) DEFL in (lac) IIdefl Vert(ll) .0.01 2-5 >999 Vert(Tl) -0.03 2-5 >999 Horz(Tl) 0.Q1 4 nla 1st LC LL Min I/detl = 240 PLATES MII20 GRIP 169/123 Weight: 14 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 SliDER left 2 X 4 WW Stud/Std 2-34 BRACING TOP CHORD Sheathed or 4~O-O ac purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. REACTIONS (Ib/slze) 4=144JMechanlcal, 2=283/0-3-8, 5=39/Mechanical Max Horz2=115(load case 5) Max Uplitt4=-69(load case 3), 2=-14(load case 5} Max Grav4=144{load case 1), 2=283(load case 1), 5=77(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=14.2-3=-103,34=56 BOT CHORD .2-5=0 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 pst top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase Is 1 .33, and the plate grip Increase Is 1.33 2) Design load is based on 30.0 pst specIfied roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-9? ,\)0 REG' 6) Refer to girder{s) for truss to truss connections. ~ ~9:-r ....... IS'/;; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 4 and 14 Ib ~_'.... \t-.O R ....<% joint 2. " .' ~ q<<, .. ~ 8) ThIs truss has been designed with ANStfTP11-1995 criteria. f. % ~ c: ;~ '.'.= LOAD CASE(S} Standard ~ /~ -<l . ",0- -3'0..... '&'9. ~S........0~"" SIGNAL ~ This design is valid for use witb MITEK conoectors only. This design is based solely upon tbe parameters shown and is for an individual building component to be installed and loaded in the vertical plane. Tbe seal on tbis drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component ouly. Applicabilily ofdesigu parameters and proper incorporalion oftbis component for any particular building system is the responsibility of tbe building designer ~ not tbe truss designer. Bradng sbown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does Dot apply to trusses tbat become damaged due to weather or improper storage. bandling or installation. or that are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication. Quality control. storage. delivery. erection and bracing. consult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofre Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX T01 ROOF TRUSS 17 Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SR1 5 Nov 16 2000 MITek Industries, Inc_ Mon Jan 2115:45:212002 Page 1 1-1-0-01 '-<>-0 5-7.4 5-7-04 ".,., (H-12 16+12 ...." ".,., .,~ 123-0-01 ,.~ Scale = 1:48. 4x4= 5 3x811 " 11 10 3x8 II 7.....13 7'-'-13 14-7-3 7-2-5 ".,., 7+13 Plate Offsets Y: 2:0-1-13 Ed e 5:0-2-00-1-12 8:0-1-13 Ed e LOADING (psi) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Incr YES Code UBC97/ANSI95 CSI TC 0.64 BC 0.69 WB 0.19 DEFL In (Ioc) Vdefl Vert(LL) -0.1010-12 >999 Vert(TL) -0.2210-12 >999 Horz(TL) 0.04 8 nI. l5t LC LL Mln I/datl = 240 PLATES MII20 GRIP 169/123 Weight: 62 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF NO.2 SLIDER Left2X4 WW Stud/SId 3+12, Ri9ht2X4 WW Stud/SId 3-1-12 REACTIONS (Ib/size) 2=1180/0-3-8.8=1180/0-3-8 Max Horz2=-157(load case 5) Max Uplift2=-35(load case 7), 8=~35(load case 7) Max Grav2=1199(load case 2), B=1199(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=7,2-3=-'474,3-4=-1474,4-5=-1259, 5-6=-1259, 6-7=-1474, 7-8~1474, 8-9=7 BOT CHORD 2-12=1226,11-12=868,10-11=868,8-10=1226 WEBS 4-12=-303,5-12=470,5-10=470,6-10=-303 BRACING TOP CHORD Sheathed or 4-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.Q..O oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level. using 10.0 pst top chord dead load and 10.0 psf bottom chord dead load. 500 mi from hurricane oceanllne. on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASeE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) Design load Is based on 30.0 psf specified roof snow toad. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) All plates are 3x4 MIl20 unless otherwise Indicated. 6) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B UBC-97, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35lb uplift at Joint 2 and 35 Ib up joint 8. 8) This truss has been designed with ANSlfTP11-1995 criteria. LOAD CASE(S) Standard This design is valid for use witb MITEK connectors only. This design is based solely upon the parameters shown and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibilit}. for the truss as an individual structural component only. Applicability of design parameters and proper incorporalion of this component for any particular building system is the responsibility of the building designer - not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that btcome damaged due to weather or improper storage. handling or installation, or that are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult QST-88 and "]8-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX T02 RDDF TRUSS Stock Building Supply. Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Mon Jan 2115:45:23 2002 Page 1 I "1..(l.(11 ''''' ~.. ~~o 11-0-0 ~,. 'M-<> ~,. 22-0-0 ~~o 123-11-01 ,.... Scale = 1:39. 4x6 ::;;:: 4 1.5x4 11 5 4x6= , 7.00 [12 ~ ~ ~ 3x4'::::- 3x4":::::- 3xBIl 13 1.5x4 II 12 11 3x8= 3x4= 10 1.5x4 II 3xB II .... ".... 16-3-0 22.00 ~.. ~~o ..,. .... Plate Offsets XY: 2:0-1-13 Ed e 4:1l-4-4 0-2-4 6:0-4-40-2-4 8:0--1-13 Ed e LOADING (pst) SPACING 2-0-0 CSt DEFL in (Ioe) IIdefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.05 12 >999 MII20 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.1112-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 8 nfa BCDL 10.0 Code UBC97fANSI95 1st LC LL Min Vdefl = 240 Weight: 80 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF NO.2 SLIDER Left 2 X 4 WW StudfSld 3-3-7, Ri9ht 2 X 4 WW Slud/Std 3-3-7 REACTIONS Oblsize) 2=1180/0-3-8,8=1180/0-3-8 Max Horz2=89(load case 6) Max Uplift2=-35(load case 7), 8=-35{load case 7) Max Grav2=1270(load case 2), 8=1270(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=7,2-3=-1488,3-4=-1488,4-5=-1600, 5-6=-1600, 6-7=-1488, 7-8=-1488, 8-9=7 BOT CHORD 2-13=1238,12-13=1241,11-12=1241,10-11=1241,8-10=1238 WEBS 4-13=110,4-12=442,5--12=-413,6--12=442,6-10=110 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psftop chord dead load and 10.0 psfbottom chord dead load, 500 mi from hunicane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASeE 7~93 per UBC97/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 2) Design load [s based on 30,0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16- UBC--97. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 2 and 35 lb u joint 8. 8) This truss has been designed with ANSlrrP11~1995 criteria, LOAD CASE(S} Standard This design is valid for use with MITEK CODnectOI"S only. This design is based soleJy upon the parameten showD and is for an individual building component to be installed aDd loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design paramden and proper incorporation oftbis component for any particul.... building system is tbe responsibility of the building designer - not the truss designer. Bracing shown is for lateral support of individual "'eb membe.-s only. Additional temporary bracing to insure stability during construction is tbe responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weatber or improper storage, handling or installation. or that are overloaded, broken, cut or otherwise modified in tbe field. Truss manufJicturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult QST-88 and "IB-91 Handling Installation and Bracing Recommendation auilable from Truss Plate Institute, 583 O'Onofre Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX T03 ROOF TRUSS Stock Building Supply. Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nav 162000 MiTek Industries, Inc. Mon Jan 21 15:45:242002 Page 1 1,1-0-01 ,~ 3-11.12 3-11-12 7-9-0 ,.", 14_3-0 "''' ,.... ~'" 22-D-O 3-11-12 123-0-01 ...., Scale = 1:42.2 4x4:;::: 4x6= 5 a 4x6 II 13 3x8= 12 3x4 :;::: ::: ~ ~ 11 3x4= 4x6 II Plate Offsets 7-9-0 ..~ ,..., "''' Y: 2:0-0-50-4-1 5:0-2-0 0-2-4 6:0-4-40-2-4 9:0--0--5 0-4-1 SPACING 2-0-0 CSI DEFL in (Ioe) Vdefl Plates Increase 1.15 TC 0.68 Vert(LL) -0.10 9-11 >999 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.21 9-11 >999 Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 9 nla Code UBC97/ANSI95 1 st LC LL Min IIdefl = 240 ".0-0 7~ LOADING (pat) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 PLATES MII20 GRIP 1691123 Weight: 811b LUMBER TOP CHORD 2 X 4 SPF No.2 "Except' T22X4SPFM19 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF NO.2 SLIDER Left 2 X 4 WW Stud/Std 2-2-7, Right 2 X4 WW Stud/Std 2-2-7 REACTIONS (Ib/aize) 2=1180/0-3-8, 9=118010-3-8 Max Harz 2=115(load case 6) Max Uplift2=-35(load case 7), 9=-35(load case 7) Max Grav2=1254(load case 2}, 9=1254(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=7, 2-3=-1535, 3-4~ 1535, 4-5=-1292, 5-6=-1120, 6-7=-1292, 7 -8~1535, 8.9~1535, 9-10=7 BOT CHORD 2-13=1260,12-13=1120,11-12=1120,9--11=1260 WEBS 4--13~174, 5-13=237, 6-13=0, 6-11=237, 7-11=-174 BRACING TOP CHORD Sheathed or 4-6-5 DC purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 DC bracing. NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanl1ne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASeE 7-93 per UBC97/ANSI95If end verticals or cantilevers exIst, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. \)Q REG/. 5) Provide adequate drainage to prevent water ponding. ~~ ...... 8~ 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16. ~\;j ....~OR ....1& UBC-97. &..,~ <>'<<,"0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351b uplift at joint 2 and 35 Ib u ft a\:~,::: ~ \ )0InI9. : 550aH : 8) This truss has been designed with ANSlrrPI1-1995 criteria. : /~ : LOAD eASElS} Standard Tbis design is valid for use with MITEK connectors only. This design is based solely upon the parameters showo aod is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for Ihe Iruss as an individual structural component only. Applicability of design parameters and proper incorporalion of this componenl for aoy particular buildiog syslem is Ihe responsibility of the building designer - not the Iruss designer. Bracing shown is for lateral support of individual web members ani)'. Additional lemporary bracing to insure stability during conSlruction is the responsibility of the building designer. Truss design does not apply to trusses Ih.t become damaged due 10 weather or improper slorage, handling or inslallation. or thai are overloaded, broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that msy occur due to misuse or field alterations. For general guidance regarding fabrication, qua lily control, storage, delivery, erection and bracing, consult QST -88 and HI8-91 Handling Installstion and Bracing Recommendation available from Truss Plale Instilute, 583 D'Onofre Drive, Madison, WI 537t9. Job Truss Truss Type Qty Ply Eaker Framing ~ Duplex DUPLEX T04 ROOF TRUSS Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nav 16 2000 MiTek Industries. Inc. Mon Jan 2115:45:25 2002 Page 1 1,1"(]-OI ,..., ....'1.12 401HZ ,.", 4.9-4 12-g..(} 2-5-1lJ ".... +.. "..., 4-11-12 123-0-0, ,..., Scale: 1:51. 4x4= 5 4)(6= 6 1.5x4 ':- 7.00 [12 1.5x4? ;! .. w 3x811 13 12 11 3xB=4XfJ= 3x4= 3x8 II ~... ~... 12.].Q 2~1!1 22.{).O ~... Plate Offsets Y: 2:0~1-13 Ed e 5:0-2-00.2-4 6:0-4-40-2-4 9:0-1-13 Ed e 12:0-3-0 Ed e LDADtNG (pst) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSt TC 0.51 BC 0.91 WB 0.31 DEFL in (loe) Vert(LL) -0.25 9-11 Vert(TL) -0.50 9-11 Horz(TL) 0.04 9 1 st LC LL Min Vdefl = 240 I/deft >999 >528 nla PLATES MU20 GRIP 169/123 Weight: 86 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF NO.2 SLIDER Left 2 X 4 WW Stud/Std 2-9-6, RI9ht 2 X 4 WW Stud/Std 2-9-6 REACTIONS (Iblsize) 2=1180/0-3-8,9=1180/0-3-8 Max Horz2=141(load case 6) Max Uplift2=-35(load case 7), 9=-35(load case 7) Max Grav2=1224(laad case 2), 9=1224(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1.2=7,2-3=-1483,3-4=-1463,4-5=-1129,5-6=-979, 6-7=-1129, 7-8=-1463, 8-9=-1463, 9-10=7 BOT CHORD 2-13=1211,12-13=979,11-12=979,9-11=1211 WEBS 4-13=-282,5-13=274,6-13=0,6-11=274,7-11=-282 BRACING TOP CHORD Sheathed or 4-54 ac purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tbis design is ulid for use with MITEK CODnectors only. Tbis design is based solely UPOD the parameters shown and is for an individual building component to be installed and loaded in the nrtical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design paramders and proprr incorporation of this component for any particul.... building s}'stem is tbe responsibility of the building designer - not the truss designer. Bracing sbown is for lateral support of individual web membtrs onl}'. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or installation. or that are overloaded, broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or fitld alteratioos. For general guidance regarding fabrication, quality control, storage. delivery, erection and braciog, consult QST-88 and HIB-91 Handling Installation and Bracing RecommndatioD available from Truss Plate Institute, 583 D'Onofre Drive. Madison. WI 53719. Job DUPLEX Truss Truss Type Dty 18 Ply Eaker Framing - Duplex T05 ROOF TRUSS o tional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:262002 Page 1 Stock Building Supply, Denver, CO 80229, Brett Cochran 411-3-11 5-11-5 6-1-13 6-1-13 o ~ o 12-1-2 ,..., ,..., 28-11-6 34-5-1 ""~ 5-11-5 5-11...5 ...0 ~.. ... 5-11-5 7.00[12 8x8= 8x8= 4x6 = 6xe= 6x8= 5 6 1 6 9 4x6~ 4x4'i 52-5-a 6-1-13 !I.3-~ 1-l1-0 Scale = 1:90.1 8x8~ 11 1Ox10_ ~ ~ 18 19 6x8~ 6x6:::; 3.25112 I. 6xB::::' 15 ....~ 20 4x4-=::' 14 4x4~ 5x12 '" 9-1.1 9-1-7 ,..., lJ.ll).15 215-3-12 ..... 4>+' B-1!)'15 ".... 9-1.1 "..., 8-1-5 Plate Offsets XV: 1:lJ.1-40+1 5:0-4-0lJ..3-3 9:0-4-0lJ.3-3 10:0+00-4-8 12:0+30-1-1 15:0.:J'()Ed e 17:0-5-0O-S-8 19:0-3-0 Ed e LOADING (psD TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSt TC 0.96 BC 0.71 WB 0.98 DEFL in (Ioc) lIdefl Vert(lL) -0.84 17 >744 Vert(Tl) -1.40 17 >447 Horz(TL) 1.06 12 nla 1st LC LL Min lIdefl = 240 PLATES MII20 GRIP 197/144 Weight: 264 Ib BRACING TOP CHORD BOT CHORD WEBS LUMBER TOP CHORD 2X6SPF 2100F 1.8E BOT CHORD 2 X 6 SPF 21 OOF 1.8E WEBS 2 X 3 SPF No.2 'Except" W1 2 X 4 SPF No.2, W7 2 X 4 SPF NO.2 WEDGE left: 2 X 3 SPF No.2, Right: 2 X 3 SPF NO.2 REACTIONS (Ib/size) 1=2604/0-5-8, 12=2696/0-4-3 (Input: 0-3-8) Max Harz 1=-264(load case 5) Max Uplift12=-26(load case 7) Max Grav 1 =2641 (load case 2), 12=2804(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-7107,2-3=-6829,3-4=-5890,4-5=-5890. 5-6=-5126, 6-7=.5126, 7-8=-8913, 8-9=-5176, 9-10=-5948, 10-11=-8985,11-12=-7305,12-13=13 BOT CHORD 1-20=6158,19-20=5955,18-19=5955,17-18=7627,16-17=7711,15-16=6064,14-15=6064.12-14=6368 WEBS 2-20=-48,3-20=292,3-18=-721,5-18=2507, 7-18=-3353, 7-17=2593, 8-17=2558, 8-16=-3385, 9-16=2531, 10-16=-774,10-14=353,11-14=-121 Sheathed or 3-0-3 oc purlins. Rigid ceiling directly applied or 1 O~O-O oc bracing. 2 Rows at 1/3 pts 7-18,8-16 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanl1ne, on an occupancy category I, condition I enclosed building, of dimensions 4S ft by 24 ft with exposure C ASeE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load; 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads per Table No. 16.8, UBe-97. 7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 8) Bearing atjoint(s) 1. 12 considers parallel to grain value using ANSlffP11-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing prate capable of withstanding 261b uplift at joint 12. Continued on a e 2 Tbis design is valid for use with MITEK connectors only. Tbis design is based solely upon tbe parameters SbOWD and is for an individual building component to be installed and loaded in the vertical plaue. Tbe seal on tbis drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of design parameters and proper incorporation oftbis component for any particular building system 'is the responsibility of the building designer. not tbe truss designer. Bradng sbown is for lateral support of individual web members onl}'. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weatber or improper storage, handling or installation. or tbat are overloaded. broken. cut or otberwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult QST-88 and "18-91 Handling Installation and Bracing Recommendatioo anilable from Truss Plate Institute, 583 D'Onofre Drive, Madison. WI 53719. DUPLEX T05 ROOF TRUSS Qty 18 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nov 16 2000 MITek Industries, Inc. Mon Jan 21 15;45:272002 Page 2 NOTES 10) This truss has been designed with ANSVTP11-1995 criteria. LOAD eASElS) Standard This design is ,'alid for use with MlTEK connectors only. This design is based solely upon tbe parameters shown and is for an individual building component to be installed and loadtd in tbe vertical plane. The seal on tbis drawing indicates acceptance of Professional Engineerin2 responsibility for tbe truss as an individual structural component Duly. Applicability of design parameters aDd prOpc'r incorporation of this component for aD)' particular building system is thc responsibility of the buildin2 designer - not tbe truss designer. Braciog shown is for lateral support of individual wcb mcmbers onl}', Additional temporary bracing to insure stability during construdion is the responsibility of tbe buildiug designu. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or installation, or that are overloaded. broken, cut or othuwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance rcgarding fabrication, quality control, stonge, delivery. erection and bracing. consult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Platc Institute, 583 D'Onofre Drive, Madison. WI 53719. DUPLEX T06 ROOF TRUSS DIy 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver. CO 60229, Brett Cochran o tional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:282002 Page 1 11-o-P ,...., 6-1.13 6-1-13 12-,-2 S-11-5 t8-o-7 5-11-5 ,,...,, .., 28-11-11 ... ,.,., ... 4"" S-11-5 46-3-11 5-11-5 5z-a.a 8-1-13 'i"1' ,.... Scale = 1:92. 6x6 ::: 5 8x8= 6 4x4= , 6x6= 7.00f'12 6 ~ :1 0,' ~ 6 1h 0 ~ 6 6x6= 19 4x4= 16 4)(6= 17 4x8= 16 8x8= 15 4x8= 1. 4x6 ::: 13 4x4= 6x6= 9-1-7 ,0-0-' 26-2-12 ....., 4,...' 52-5-8 9-1-7 8-10.15 .,~ 8-2-5 6-10-15 9-1.7 Plate Offsets Y: 4:0-4-00-4-8 5:0-3-8 0-3-8 6:0-4-0 0-4-8 8:0-3-8 0-3-8 9:0-4'() 0-4-8 16:0-4-00-4-8 LOADING (psI) SPACING 2-0-0 CSI DEFL in (lac) IIdefl PLATES GRIP TCll 30.0 Plates Increase 1.15 TC 0.23 Vert(lL) -0.20 16 >999 MIJ20 169/123 TCDl 10.0 Lumber Increase 1.15 BC 0.35 Vert(Tl) -0.3415-16 >999 BCll 0.0 Rap Stress Incr YES WB 0.99 Horz(Tl) 0.14 11 nla BCDl 10.0 Code UBC97/ANSI95 1st LC LL Min lIdefl = 240 Weight: 308 Ib LUMBER TOP CHORD 2X6 SPF 2100F 1.8E BOT CHORD 2 X 6 SPF 21 OOF 1.8E WEBS 2 X 4 WW Stud/SId BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-7-5 oc purllns. Rigid ceiling directly applied or 10-0-0 oc bracIng. 1 Row at midpt 4-17,6-16,7-16,9-15 2 Rows at 1/3 pts 6-17,7-15 REACTIONS (Ib/size) 2=2700/0-4-6 (Input: 0-3-8),11=2700/0-4-6 (input: 0-3-8) Max Horz 2=-250(load case 5} Max Uplift2=-26(load case 7}, 11 =-26(load case 7) Max Grav2=2807(load case 2}, 11=2807(load case 3) FORCES (lb) - First load Case Only TOP CHORD 1-2=14,2-3=-4256,3-4=-3972,4-5=-3293.5-6=-2857. 5-7=-3128, 7-8=-2857, 8-9=-3293, 9-10=-3972, 10-11=-4256, 11-12=14 BOT CHORD 2-19=3591,18-19=3284,17-18=3284,16-17=3107,15-16=3107, 14-15=3284, 13-14=3284,11-13=3591 WEBS 3-19~248, 4-19=398, 4-17=-681. 5-17=1195, 6-17=-566. 8-18=83, 7-16=83, 7-15=-566. 8-15=1195, 9-15=-681, 9-13=398,10-13=-248 NOTES 1) This truss has been designed for the wind toads generated by 90 mph winds at 15 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per U8C97/ANSl95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load Is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5} Provide adequate drainage to prevent water ponding. 6) This truss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC-97. 7} WARNING: Required bearing size atjoint(s) 2, 11 greater than input bearing size. 8) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 261b uplift at joint 2 and 26 Ib uplift joint 11. 9) This truss has been designed with ANSlfTP11-1995 criteria. LOAD CASE(S) Standard This design is valid for use with MITEK connectors only. Tbis design is based solely upon tbe parameten shown aod is for an individual building component to be iostalled and loaded in tbe vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameten and proper incorporation of tbis component for an)' particular building s)'stem is the responsibility of the building designer. not the truss designer. Bradng showD is for lateral support of individual web memben onl)'. Additiooal temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or installation, or that are overloaded, broken, cut or otberwise modified in tbe field. Truss manufacturer is not responsible for modificatioos or damage to truss tbat may occur due to misuse or field alterations. "'or gener.lll guidance regarding fabrication, quality control, storage, delivery, erectioo and bradng, consult QST-S8 and "18-91 Handling Installation and Bracing RecommendatioD available from Truss Plate Institute, 583 O'Onofre Drive, Madison, WI 53719. JOb DUPLEX Truss Truss Type Qty Ply Eaker Framing. Duplex T06A ROOF TRUSS Stock Building Supply, Denver, CO 80229, Brett Cochran 4.201 Mon Jan 2115:45:30 2002 Page 1 l'-o-p ,..., 6-1-13 6-1-13 12-1-2 5-11-5 18-11-1 5-11-5 ".. ~.. 28-11.8 ~.. 34-5-1 .... ....., 5-11_5 464-11 5-11-5 52-5-8 8-1-13 1"'1' ,." Scale = 1:92. 6x6= . 8x8= . 4x4= 7 6x6= 7.00rtZ . 8x8~ 8x8~ ~ ~ 6x6= ,. ,. H ,. ,. 14 '3 4x4 =:: axe = 4x8= 8x8= 4x8= 8x8= 4x4= ,..., 26-2-12 ...., <>+1 ".... 8-10.15 ~,.. ~,., &-18-15 9-1-1 '12 ~ 8x6= 0,' ~ o 9-'.7 9-1-7 lOADING (psI) TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1 .15 Rep Stress Incr YES Code UBC97/ANSI95 CSt TC 0.23 BC 0.35 WB 0.99 DEFL in (toe) I/detl Vert(ll) -0.20 16 >999 Vert(Tl) -0.34 15-16 >999 Horz(Tl) 0.14 11 nla 1 st LC LL Min Ildatl = 240 PLATES MII20 GRIP 169/123 Weight: 458 tb lUMBER TOP CHORO 2 X 6 SPF 2100F 1.8E BOT CHORD 2 X 6 SPF 21 OOF 1.8E WEBS 2 X 4 WW SludlSld OTHERS 2 X 3 SPF NO.2 REACTIONS (Ib/size) 2=2700/0-4-6 (inpul: 9-3-8),11=270010-4-6 (input: 9-3-8) Max Harz 2=~250(load case 5) Max Uptift2=-26{load case 7), 11 =-26(load case 7) Max Grav2=2807(load case 2), 11=2807(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=14,2-3=-4256,3-4=-3972,4-5=-3293,5-6=-2857, 6-7=-3128, 7-8~2857, 8-9=-3293, g..1O~3972,10-11=-4256, 11-12=14 BOT CHORO 2-19=3591, 18-19=3284, 17-18=3284,16-17=3107,15-16=3107,14-15=3284, 13-14=3284,11-13=3591 WEBS 3-19=-248,4-19=398,4-17=-681,5-17=1195, 6-17=-566, 6-16=83, 7-16=83, 7-15=-566, 8-15=1195, 9-15=-681, 9-13=398,10-13=-248 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-7-5 OC pur1Jns. Rigid ceiling directly applied or 1 0-0-0 DC bracing. 1 Row at midpt 4-17,6-16,7-16,9-15 2 Rows at 1/3 pts 6-17,7-15 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground leve', using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 500 mi trom hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.' If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Design load is based on 30.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 3x4 MU20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 10) WARNING: Required bearing size atjoint(s) 2, 11 greater than input bearing size. Continued on a e 2 This design is valid for use with MnEK conoectors only. This design is based solely upon the parameters shown and is for an individual building component to be installed and loaded in the vertical plane. The seal 00 this drawing indicates acceptance of Professional Engineerin2 responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation oftbis component for ao)' particular building s}'stem is tbe rtsponsibility of the building designer - not the truss designer. Bracing shown is for lateral support of hldividual web members onl}'. Additional temporary bracin2 to insure stability during construction is the respoosibility of tbe building designer. Truss design does not apply to trusses tbat become damaged due to weather or improper storage, handling or installation, or that are overloaded, broken, cut or otherwise modified in the field. Truss maoufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alteratioos. For general guidance regarding fabrication, qualit), control, storage, delivery. erection and bracing, consult QST-88 and "]8-91 Handling ]ostallation and Bracing Recommendatioo available from Truss Plate Institute, 583 D'Onofre Drive. Madison. WI 53719. Job Truss Truss Type Qly Ply Eaker Framing - Duplex DUPLEX T06A ROOF TRUSS Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SRi s Nav 16 2000 MiTek Industries, Inc. Mon Jan 2115:45:30 2002 Page 2 NOTES 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 2 and 26 lb uplift at joint 11. 12) This truss has been designed with ANSVTPI1w1995 criteria. LOAD CASE(S) Standard This design is valid for use witb MITEK connectors only. Tbis design is based soltly upon the parameters shown and is for an individual building component to bt installed and loaded in tbe vertical plane. The seal on this drawing indicates acceptance of Professional Engiocerio2: responsibility for tbe Iruss as an individual structural compontDt only. Applicability of de-sign paramders and proper incorporation of this component for any particular building system is the responsibility of the buildin~ designer. not the truss designer. Bracing shown is for lateral support of individual Wt'b members only. Additional temporary bracing to insure stability during construction is tbe responsibility of the building designer. Truss design does Dot apply to trusses tbat become damaged due to wuther or improper storage, handling or installalion, or that are overloaded. broken, cut or otherwise modified in tbe field. Truss mllOufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 O'Onofre Orive, Madison. WI 53719. Job Truss Truss Type DUPLEX T07 ROOF TRUSS Qty 3 Ply Eaker Framing. Duplex Stock Building Supply. Denver, CO 80229, Brett Cochran o lional 4.201 SR1 5 Nav 16 2000 MiTek Industries, Inc. Man Jan 2115:45:31 2002 Page 1 11-o-P 6-01_11 12_6-15 18-B-8 ,.... 2S.11..g 34-10-14 "0-10-3 "... M 1-0.0 ...." 6-2.3 ~.. ..., ..., 5-11-5 5-11-5 8-1+13 1.<>0 Scale: 118""'1 6x6= 6x6 :::: 4)(4 :::: 4x6 :::: 4)(4 :::: . 5 6 7 6 7.00 [12 4x4~ 4x4'l . 4)(6'::::- 2 W ~ 5x6= "' ( 'ill 0 l~ 0 21 20 19 16 17 ,. 15 ,. axe= 3)(4 II 4)(6= 4x8= 4)(6= 4x4= 4x8=4x6= 4)(4= 8-4-11 12-6-15 ,..... 28-11-9 37.10-9 "... 0+" 6-2.3 8-2-5 ~,~ 8-10-15 9-1.7 Plate Offsets XY: 4:0-3-00-3-8 8:0-3-0 0-3-8 LOADING (psn SPACING 2-0-0 CSI DEFL in (Ioc) I/datl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.14 17 >999 M1120 169/123 TCDL 10.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.2516-17 >999 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.08 12 nI. BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min I/detl = 240 Weight: 276 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 21 OOF 1.8E TOP CHORD Sheathed or 4-9-15 oc purl ins, except end verticals. BOT CHORD 2X6SPF2100F1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 DC bracing. WEBS 2 X 3 SPF No.2 <Except< WEBS 1 Row at midpt 3-20,7-17,7-16,9-16,2-21 W1 2 X 4 WW Stud/Std, W9 2 X 4 WW Stud/Std 2 Rows at 1/3 pts 5-19 REACTIONS (Ib/size) 21=2427/0-3-14 (input: 0-3-8),12=2427/0-4--2 (input: 0-3-8) Max Harz 21 =285(load case 6) Max Uplift:21=w25(load case 7), 12=-33(load case 7) Max Grav21 =2452(load case 2), 12=2614(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=23,2-3=-2050,3-4=-2297,4-5=-1988, 5-6=-2467.6-7=-2467,7-8=-2398,8-9=-2769, 9-10=-3458, 10-11=-3458, 11-12=-3748,12-13=14,2-21=-2365 BOT CHORD 20-21=0, 19-20=1770,18-19=2378,17-18=2378.16-17=2516,15-16=2828,14-15=2828, 12-14=3162 WEBS 3-20=-865,3-19=319,4.19=689,5-19=-876,5-17=365, 7-17=-198, 7-16=-265, 8-16=937, 9-16=-687. 9-14=419, 11-14=-272, 2-20=2029 LOAD CASEIS) Standard This design is valid for use with MITEK connectors only. This design is based solely upon the parameters ShOWD and is for an individual building component to be installed and loaded in tbe vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design paramders and proper incorporation of tbis component for aoy particular building system is the responsibility of tbe building designer. not tbe truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is tbe responsibility of tbe building designer. Truss design does not apply to trusses that become damaged due to weatber or improper storage. handling or installation, or that are overloaded. broken. cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult QST-88 and HI8-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofre Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX T08 ROOF TRUSS Stock Building Supply, Denver. CO 80229. Brett Cochran o tional 4.201 SRi s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:322002 Page 1 6-1-13 8-1-13 12-1-2 5-11-5 ,..., 5-11-5 24-6-14 ...., 31_1-5 ...., 37-1D-4 6-8-15 Scale'" 1:76. 7.00f12 6x6= 5 8x8= 6 4)(8= 7 Vi> 8x8= Vf,9 E 9 3.2sf12 mm .co ~~ ~ o 13 4x4::::' 8x10::::' 9-1.7 18-0-7 2-7.10-1 9-1-7 8-10.15 9-9-11 Plate Offsets Y: 1:0-0-15 Ed e 5:lJ..3-0 0-3-8 6:lJ..4-O lJ..4-8 8:0-3-0 lJ..5-4 10:0+0 lJ..4.8 LOADING (psi) SPACING 2-0-0 CSt DEFL in (Ice) Vdefl TCLL 30.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.29 11 >999 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.4910-11 >910 BCLL 0.0 Rap Stress Incr YES WB 0.99 Horz(TL) 0.14 9 nla BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min IIdefl = 240 37-10-4 ,,..,, PLATES MII20 GRIP 197/144 Wel9ht: 182 Ib LUMBER TOP CHORD 2 X 6 SPF 21 OOF 1.8E BOT CHORD 2 X6 SPF 2100F 1.8E WEBS 2 X 3 SPF No.2 'Except' W9 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 BRACING TOP CHORD BOT CHORD WEBS Sheathed or 4-Q..4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-11 2 Rows at 1/3 pts 7-9 REACTIONS (Ib/size) 9=1874/Mechanlcal,1=1874/0-5-8 Max Horz 1=441(load case 6) Max Uplift9=-47(load case 6) Max Grav9=1937(load case 2), 1=2078(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-4839,2-3=-4473, 3-4=-3375, 4-5=-3375, 5-8=-2933, 6-7=-3937, 7-8=0, 8-9=-287 BOT CHORD 1-13=4192,12-13=3776,11-12=3776,10-11=3852,9-10=4187 WEBS 2_13=_197,3_13=424,3_11=_793,5_11=1200, 6-11=-1073, 6-10=310, 7-10~152, 7-9=-4062 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers .exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate gnp increase is 1 .33 2) Design load is based on 30.0 pst specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 UBC-97. 7) Refer to girder(s) for truss to truss connections. 8) Bearing atjoint(s) 1 considers parallel to grain value using ANSlfTP11~1995 angle to grain fannula. Building designer shou verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 Ib uplift at joint 9. 10) This truss has been designed with ANSlfTP11-1995 criteria. LOAD CASE(S) Standard This design is nlid for use with MrrEK connectors only. This design is based solely upon the parameters shown and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing iodicates acceptance of ProCessiooal Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for any particular building system is the responsibility of the building designer - not the truss designer. Bracing showD is for lateral support of individual web members only. Additional temporary bracing to insure stability during cODstruction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage, handling or iustallatiou, or that are overloaded, broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofre Drive, Madison, WI 53719. Job Truss Truss Type Qty 3 Eaker Framing - Duplex Ply DUPLEX T09 ROOF TRUSS o tional 4.201 SR1 s Nav 16 2000 MiTek Industries. Inc. Mon Jan 2115;45:33 2002 Page 1 Stock Building Supply. Denver. CO 80229. Brett Cochran r1-1J1 1-<>0 12-10-11 '~1 ,.... ..., ..., ,..., 7.00rT2 012 ~ 3x8 11 10 9 ..." ..." 1.... ..." Plate Offsets Y: 2:()"1-1 Ed e LOADING (psI) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.84 BC 0.97 WB 0.81 DEFL in (loe) I/detl Vert(LL) -0.30 8-10 >769 Vert(TL) -0.60 8-10 >383 Horz(TL) 0.03 8 nla 1 sl lC LL Min I/detl = 240 BRACING TOP CHORD BOT CHORD WEBS LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF M 10 WEBS 2 X 3 SPF No.2 'Except' W1 2 X 4 WW Stud/Std SLIDER Left 2 X 4 WW Stud/Sid 3-8-5 7 Scale = 1:67.4 . PLATES MII20 GRIP 169/123 Weight: 83 Ib Sheathed or 4-4.14 DC purlins, except end verticals. Rigid ceiling directly applied or 9-0-15 DC bracing. 1 Row at midpt 7-8,6-8 REACTIONS (lb/size) 8=965/Mechanical,2=1045/O-3-8 Max Horz2=369(load case 4) Max Uptitt8=-98{load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1_2=7,2_3=_1132,3-4=_1132,4_5=_808,5-6=-808, 6-7=-0, 7-8=-256 BOT CHORD 2-10=943, !l-10=495, 8-9=495 WEBS 4-10=-398,6-10=545,6-8=-788 NOTES 1) This truss has been designed forlhe wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psftop chord dead load and 10.0 pst bottom chord dead toad. 500 mi from hurricane oceanline. on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7~93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 30.0 pst specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) All plates are 3x4 MIl20 unless otherwise indicated. 6) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBc..97, 7) Reter to glrder(s) tor truss to truss connections. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 8. 9) This truss has been designed with ANSlrrP11-1995 criteria. LOAD CASE(S) Standard Tbis design is valid for use witb MITEK connectors only. Tbis design is based solely upon tbe parameten shown and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibilit), for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for any particular building system is the responsibility of the building designer. not the truss designrr. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does not apply to trusses tbat become damaged due to weather or improper storage, handling or installation. or that are overloaded. broken. cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication. qualit), control. storage. delivery. erection aDd bracing. consult QST -88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofre Drive. Madison. WI 53719. DUPLEX Tl0 ROOF TRUSS Dty 3 Ply Eaker Framing ~ Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 80229, Brett Cochran o lional 4.201 SRi 5 Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:34 2002 Page 1 ,1"1 1-<>-<> 6-11-'4 13-11-12 6-11-14 6-11-14 Scale = 1:a1.1 7.00 [12 3x4 II 5 f 8 3x4 II 7 3><4= 8 3x4 = 6-11.14 6-11-14 13-11-12 6-11-14 Plate Offsets X Y: 2:0-1-80-2-4 lOADING (psD TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-lJ.() Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.94 BC 0.53 WB 0.48 DEFl in (Ioc) I/def1 Vert(ll) -0.07 7-8 >999 Vert(Tl) -0.14 7-8 >999 Horz(Tl) -0.Q1 6 n/a 1 sl LC LL Min IIdefl = 240 BRACING TOP CHORD BOT CHORD WEBS PLATES MII20 GRIP 169/123 Weight: 71 Ib lUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF No.2 'Except' W1 2 X 4 WW Stud/Std, W5 2 X 4 WW Stud/Std Sheathed or J..11-15 DC purlins, except end verticals. Rigid ceiling directly applied or 9-3-15 ac bracing. 1 Row at midpt 5-6,3-6 REACTIONS (Ib/size) 6=684/0-3-8,8=776/0-3-8 Max Horz8=418(load case 4) Max Uplift6=-159(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=23,2-3=-354,3-4=-0.4-5=-0.5-6=-274.2-8=-708 BOT CHORD 7-8=-0,6-7=306 WEBS 3-7=-27, 3-6=-459, 2-7=347 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psftop chord dead load and 10.0 psf bottom chord dead load, 500 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals exist. the left is exposed and the right is not exposed. If cantilevers exist. they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 2) Design load Is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBc-97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib uplift at joint 6. 7) This truss has been designed with ANSIfTP11-1995 criteria. LOAD CASE(S) Standard This design is valid for use with MITEK connectors only. This design is based solely upon the parameters shown and is for an individual building component to be installed and loaded in the vertical plane. The seal on tbis drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for any particular building system is the responsibility of the building designer - not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability duriog construction is the responsibility of tbe building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage. handling or installatioD, or that are overloaded. broken, cut or otherwise modified in the field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 and HIB-91 Handling Installation and Braciug Recommendation available from Truss Plate Institute, 583 D'Onofre Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Eaker Framing M Duplex DUPLEX T11 ROOF TRUSS 6 Stock Building Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:352002 Page 1 ~~. ~~. '''''' 3-2.12 Scale::: 1:40.9 4x6 == 2 ~ ~ ;;; 6 3x4 II 5 31(4= 4 3x4= ,.,., ,.,., '''''' ,.,., Plate Offsets Y: 1 ;0-1.8 0-2-4 2:0-3-00-1-6 LOADING (psi) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.73 BC 0.27 WB 0.34 DEFL in (Ioc) I/defl Vert(LL) -0.02 4-5 >999 Vert(TL) -0.04 4-5 >999 Horz(TL) -0.00 4 nle 1 st LC LL Min IIdafl = 240 PLATES MI120 GRIP 169/123 Weight: 43 Ib LUMBER TOP CHORD 2X4SPF M 19 'Except' T2 2 X4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF No.2 'Except' W5 2 X 4 WW Stud/Std, W4 2 X 4 WW Stud/Std REACTIONS (Iblsize) 6=486/0-3-8,4=486/Mechanical Max Harz 6=295(load case 6) Max Uplifl4=-43(toad case 7) Max Grav6=523(load case 2), 4=486(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-214,2-3=-0,1-6=-438,3-4=-123 BOT CHORD 5-6=-0,4-5=174 WEBS 2-5=34, 1-5=1g6, 2-4=-359 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15ft above ground level, using 10.0 psftop chord dead load and 10.0 psf bottom chord dead load, 500 mt from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 30.0 psf specified root snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC-97. 6) Refer to girder(s) for truSS to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 4. 6) This truss has been designed with ANSlfTP11-1995 criteria. BRACING TOP CHORD Sheathed or 6.0~0 oc purllns, except end verticals. BOT CHORD Rigid celling directly applied or 10-0-0 DC bracing. LOAD eASElS) Standard This design is valid for use with MITEK connectors only. This design is based solely upon the parameten shoWD and is for an individual building component to be installed aDd loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation oftbis component for any particular building system is Ihe responsibility of tbe buildin2 designer - not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability duriug construction is the responsibility of the building designer. Truss design does Dot apply to trusses that become damaged due to weather or improper storage, handling or iostallation, or that are overloaded, broken, cut or otherwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alteratioos. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 aDd UIB-91 Handling Iostallation and Bracing Recommendation available from Truss Plate Institute, 583 D'Ooofre Drive, Madison. WI 53719. DUPLEX T12 ROOF TRUSS Qty 7 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 80229, Brett Cochran o lional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Man Jan 2115:45:36 2002 Page 1 -,..., 1-0-0 3-11-11 3-11-6 ,~. .., 11-5-11 .., ,.... 3-11-5 ,.., ,..., Scale: 1:34.1 4x4= 4 1.5x4 'l 5 3)(4= . 3x8= 3x4 ::;: 3x8 II ,~, ,.... Plate Offsets XV: 2:0-0-10-0-12 2:0-5-4 Ed e 5:0-0-00-0-0 6:0-5-4 Ed e 6:0-0-10-0-12 ,...." ,.... lOADING (psf) TClL 30.0 TCOl 10.0 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC971ANSI95 CSt TC 0.32 BC 0.69 WB 0.16 OEFl in (Ioc) Ildefl Vert(LL) -0.10 2-8 >999 Vert(TL) -0.21 2-8 >878 Horz(TL) 0.02 6 nla 1 sl LC LL Mln lIdefl = 240 PLATES MI120 GRIP 1691123 Weight: 511b LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 WEDGE Left: 2 X 4 WW StudlSld, Right: 2 X 4 WW StudlStd REACTIONS (iblsize) 2=84810-3-8,6=84810-3-8 Max Harz 2=-59(load case 5) Max Uplift2=-45(load case 7), 6=-45{load case 7) Max Grav2=888(load case 2), 6=888(load case 3) FORCES (Ib) ~ First Load Case Only TOP CHORD 1_2=11,2_3=_1065,3-4=_784,4_5=_784,5-8=_1065,6_7=11 BOT CHORD 2-8=921,6-8=921 WEBS 3-8=-249,4-6=387, 5-8=-249 NOTES 1} This truss has been designed forlhe wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 500 mi from hunicane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft. by 24 ft. with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 30.0 pst specified roof snow load. 0 AE 3) Unbalanced snow loads have been considered for this design. ~~\) GiS/:. 4) Overhang has been design for 2.00 times live load + dead .Ioad. .' ~r:::s ............. ~ 5) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrentWlth any other hve loads per Table No. 16- !J ... "" ~ORQ ... ~ UBG-97. : ;:::. (<' 6) Provide mechanical connection (by others) ot truss to bearing plate capable otwithslanding 45 Ib uplift. at joint 2 and 45 lb u iff at joi~6. : 7) This truss has been designed with ANSlfTP11-1995 criteria. . BRACING TOP CHORD Sheathed or 5-5-9 oc pur1ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 DC bracing. LOAD CASE(S) Standard This design is valid for use witb MITEK coonectors only. This design is based solely upon tbe parameten shown aod is for an individual building component to be installed and loaded in tbe vertical plane. The seal on this drawing indicates acceptance of Professional Engioeering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of this component for an)' particular building system is the responsibility of the building designer ~ not tbe truss designer. Bracing sbown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is tbe responsibility of tbe building designer. Truss design does not apply to trusses tbat become damaged due to weather or improper storage. handling or installation. or that are overloaded. broken. cut or otherwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misuse or field alterations. For general guidance regarding fabrication. quality cootrol. storage. delivery. erection and bracing. consult QST -88 and HI8-91 Handling Installation and Bracing Recommendation auilable from Truss Plate Institute. 583 D'Onofre Drive. Madison. WI 53719. Job Truss Truss Type QIy Ply Eaker Framing. Duplex DUPLEX T13 ROOF TRUSS 4 Stock BUilding Supply, Denver, CO 80229, Brett Cochran o lional 4.201 SR1 s Nav 16 2000 MiTek Industries, Inc. Mon Jan 2115:45:38 2002 Page 1 3-11.5 3-1105 7+8 11-11-0 3-11-3 4-2-8 Scale = 1;30. 4x6= 3 ~ m ~ N 3x4= 3x4= 5-11-5 5-11-5 11011-0 5-11-11 Plate Offsets XV: 1:0-0.00-1-0 1:Q-5-4Ed e 3:0-3-00-1-4 LOADING (psi) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2.0-0 Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.40 BC 0043 WB 0040 DEFL in (lac) IIdeft Vert(LL) -0.04 5-6 >999 Vert(TL) -0.08 5-6 >999 Horz(TL) 0.01 5 nla 1 st LC LL Min "dati = 240 PLATES MII20 GRIP 1691123 Weight: 41 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2 X 3 SPF No.2 "Except" W4 2 X 4 WW StudlStd BRACING TOP CHORD Sheathed or 6-0-0 DC purlins. except end verticals. BOT CHORD Rigid ceiling directly applied or 1 ()..(}..O DC bracing. WEDGE Left: 2 X 4 WW Stud/Std REACTIONS (Ib/size) 1 =58110-3-8,5=581/0-3-8 Max Harz 1=162(load case 6) Max Uplift5=-6(load case 7) Max Grav1=615(1oad case 2), 5""581 (load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1_2=_749,2_3=_539,3-4=0,4_5=_163 BOT CHORD 1-6=648, 5-6=359 WEBS 2-6=-236, 3-6=309, 3-5=.509 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load. 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASeE 7-93 per UBC97JANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 pst botlom chord live load nonconcurrent with any other live loads per Table No. 16 UBC-97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61b uplift at joint 5. 7) This truss has been designed with ANSIfTP11-1995 criteria. LOAD CASE(S) Standard This design is valid for use with MITEK connectors only. This design is based solely upon tbe parameten shown aod is ror an individual building component to be installed and loaded in tbe vertical plane. The seal on tbis drawing indicates acceptance or Proressional Engineering responsibility ror tbe truss as an individual structural component only. Applicability of design parameten and proper incorporation of tbis component for any particular building system is the responsibility of tbe building designer - not the truss designer. Bracing sbown is for lateral support of iRdividual web members ooly. Additional temporary braciog to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weatber or improper storage, bandling or iDstallation, or tbat are overloaded, broken. cut or otberwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication, quality cootrol. storage. delivery, erection and bracing. consult QST -88 and HIB-9l Handling Installation and Braciog Recommendation available from Truss Plate Institute. 583 D'Ooofre Drive. Madison, WI 53719. DUPLEX V01 ROOF TRUSS Diy 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver. CO 80229, Brett Cochran o tional 4.201 SRi 5 Nav 16 2000 MiTek Induslries, Inc. Man Jan 2115:45:39 2002 Page 1 ... ... 18-10.0 ... Scale = 1:41. 4x4= 3 7.00f'1'2 9 1.5x4 II 5 3x4= 5 7 3x4= 1.5x4 11 , 1.5x411 3x4_ 18-10-0 18-10-0 Plate Offsets XV: 1:0-2-120-1-8 5:0-2-120-1-8 LOADING (psI) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Incr YES Code UBC97/ANSI95 CSI TC 0.37 BC 0.22 WB 0.15 (Matrix) DEFL in (loc) Vert(LL) nla Vert(TL) nla Horz(TL) 0.00 5 1st LC LL Min lIdetl:::: 240 IIdefl nla nla nla PLATES MII20 GRIP 197/144 Weight: 53 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF NO.2 REACTIONS (Ib/size) 1=221/18-10-0,5=221/18-10-0,7=1/18-10-0, 8=274/18-10-0, 9=530/18-10-0, 6=529/18-10-0 Max Harz 1=116(load case 6} Max Uplift7=-21 (load case 3), 9=-68(load case 6), 6=-72(load case 5) Max Grav 1=241 (load case 2), 5=241 (load case 3}, 7=31 (load case 2),8=274(load case 1), 9=622(load case 2), 6=623(load case 3) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD 1_2=59,2_3=_141,3-4=_141,4-5=_138 BOT CHORD 1_9=43,8-9=43,7-8=43,6-7=43,5-8=43 WEBS 3-8=-227,2-9=-396,4-6=-396 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15ft above ground level, using 10.0 psftop chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 tt by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. ....\)0 REGiS 4) Provide mechanical connection (by others) of truss to bearing plate capable otwithstanding 211b uplift at joint 7, 68 lb uplift \:::JQ:.r' ........ If: joint9and 72lb uplift at joint 6. ~ .... ~OR '.. ~ 5) This truss has been designed with ANSIITPI1-1995 criteria. <.J /i:::~ Q~\'" LOAD CASE(S) Standard ~~ i ~ONA\.~; This design is valid for use with MITEK connectors only. This design is basr:d solely upon tbe parameters shown and is for an individual building component to be installed and loaded in tbe vertical plane. The seal on tbis drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component only. Applicability of design parameters and proper incorporation of tbis component for any particular building system is the responsibility of tbe bnilding designer _ not the truss designer. Brating sbown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the building designer. Truss design does not apply to trusses that become damaged due to weatber or improper storage. handling or installation. or that are overloaded. broken. cut or otherwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss that may occur due to misusr: or field alterations. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. cODsult QST-88 and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute. 583 D'Ouofre Drive. Madison. WI 53719. DUPLEX V02 ROOF TRUSS Qty 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver, CO 80229, Brett Cochran o lional 4.201 SR1 5 Nav 16 2000 MiTek Industries, Inc. Mon Jan 21 15:45:402002 Page 1 '''' ,.,.., 14-10-0 ,.", Scale = 1:30. 4x4= 3 7.00 f12 1.5x4 II T T 1.5x4 II . 3x4?- 1.5x4 II 1.5x4 II 1.51\:4 II 3><4 ..:::::- 1A.-10-0 14-10-0 Plate Offsets Y: 3:0-2-0 0-2-4 LOADING (psO TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97fANSI95 CSt TC 0.28 BC 0.09 WB 0.11 (Matrix) DEFL in (loe) Vert(LL) nla Vert(TL) nla Horz(TL) 0.00 5 1st LC LL Min I/defl = 240 IIdeft nla nla nla PLATES MII20 GRIP 197/144 Weight: 41 Ib LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 REACTIONS (Ib/size) 1=134/14-10-0.5=134/14-10-0,7=348/14-10-0, 8=380/14-10-0, 6=380/14-10-0 Max Harz 1 =-90(load case 5) Max Upl1ft8=-55(load case 6l, 6=-55(load case 5) Max Grav 1 =135(load case 2), 5=135(load case 3), 7=348(load case 1), 8=459(load case 2), 6=459(load case 3) BRACING TOP CHORD Sheathed or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 1 Q..Q..O oc bracing. FORCES (Ib) - First Load Case Only TOP CHORD 1_2=8.2_3=_140,3-4=_140,4_5=_108 BOT CHORD H=54, 7-8=54, 6-7=54, 5-6=54 WEBS 3_7=_269,2_8=_295,4-6=_295 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10.0 pst top chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 8 and 55 Ib upli joint 6. 5) This truss has been designed with ANSIITPI1-1995 criteria. LOAO CASE(S) Standard This design is valid for use with MITEK connectors only. Tbis design is based solely upon the parameters ShOWD and is for an individual building component to be installed and loaded in the vertical plane. Tbe seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component ooly. Applicability of design parameters and proper iocorporation of this component for any particular building s)o'stem is tbe responsibility of the building designer _ not the truss designer. Bracing shown is for lateral sUP(M)rt of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does not apply to trusses that become damaged due to weather or improper storage. bandling or installation. or that are overloaded. broken, cut or otherwise modified in tbt field. Truss manufacturtr is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication, quality coutrol, storage. delivtry, erection and bracing. consult QST-88 and HI8-91 Handling Installation and Bracing Recommendation anUable from Trnss Plate Institutt, 583 D'Onofre Drive. Madison. WI 53719. DUPLEX V03 ROOF TRUSS Qty 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock Building Supply, Denver. CO 80229. Brett Cochran o tional 4.201 SR1 s Nav 16 2000 MITek Industries, Inc. Mon Jan 2115:45:41 2002 Page 1 ~" ~" 10-10-0 ~" Scale = 1:22. 4x4= 2 7.00r:;2 T ""'" 3x4 II 3x4~ 10-10-0 10-10.0 LOADING (pst) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Iocr YES Code UBC97/ANSI95 CSI TC BC WB 0.41 0.20 0.08 DEFL in (loc) Vert(LL) nla Vert(TL) nla Horz[TL) 0.00 3 1 sl LC LL Min lIdefl = 240 I/defl nla nla nla PLATES MII20 GRIP 197/144 Weight: 27 lb LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 3 SPF NO.2 REACTIONS (Ib/sl,e) 1=279/10-10-0,3=279/10-10-0,4=418/10-10-0 Max Harz 1 =-64(toad case 5) Max Uplift1=-16(load case 7), 3=-16(load case 7) Max Grav1 =306(load case 2), 3=306(load case 3), 4=418(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-69, 2-3=-69 BOT CHORD 1-4=60,3-4=60 WEBS 2-4=-320 BRACING TOP CHORD Sheathed Dr 6-0~O oc purl ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard This design is valid for use with MITEK connectors only. This design is based solely upon the parameters shown and is for an individual building component to be installed and loaded in tbe vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for the truss as an individual structural component ouly. Applicability of design parameters and propt-r incorporation of tbis component for any particular building system is tbe responsibility of tbe building designer _ not the truss designer. Bracing shown is for lateral support of iRdividual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the buildiug designer. Truss design does Dot ~pply to trusses that become damaged due to weather or improper storage, handling or installation. or that are overloaded, broken, cut or otherwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. .'or gutral guidance regarding fabrication. qualit), control, storage. delivery. erection and bracing. consult QST -88 and HlB-9t Handliug lastallation and Bracing RecommendatioD available from Truss Plate Institute. 583 D'Onofre Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Eaker Framing - Duplex DUPLEX V04 ROOF TRUSS 2 Stock Building Supply, Denver. CO 80229, Brett Cochran o lional 4.201 SRi s Nav 162000 MiTek Industries, Inc. Mon Jan 2115:45:42 2002 Page 1 ~"" ""0 6-10-0 ~"" Scale = 1:15. 4x4 = T ST1 7.00 [12 3x4'i 3x4 II 3x4'::::- ~1" 6-16-0 LOADING (psI) TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2.()..0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC BC WB 0.12 0.06 0.04 DEFL in (Ioc) Vert(ll) nla Vert(Tl) nla Horz(Tl) 0.00 3 15t LC LL Min Vdefl = 240 lfdefl nla nla nla PLATES MU20 GRIP 197/144 Weight: 17 Ib lUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 OTHERS 2 X 3 SPF NO.2 REACTIONS (Iblsize) 1=164/6-10-0,3=164/6-10-0, 4=24716-1()..0 Max Harz 1 =-38(load case 5) Max Uplift1=~10{load case 7), 3=-10(load case 7) Max Grav1=180{load case 2), 3=180(load case 3), 4=247(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1.2=-41, 2-3=--41 BOT CHORD 1-4=35, 3-4=35 WEBS 2-4=-189 BRACING TOP CHORD Sheathed or 6-0-0 DC purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at15 ft above ground level. using 10.0 psftop chord dead load and 10.0 pSf bottom chord dead load. 500 mi from hurricane oceanline, on an occupancy category I. condition I enclosed building, of dimensions 45 ft by 24 11 with exposure C ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBG-97. 4) Provide mechanical connectlon (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 1 and 10 Ib uplift at joint 3. 5) This truss has been designed with ANS1/TPI1-1995 criteria_ LOAO CASE(S) Standard Tbis design is valid for use witb MITEK connectors only. Tbis design is based solely upon tbe parameters shown and is for an individual building component to be installed and loaded in the vertical plane. The seal on this drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of design parameters and proper incorporation of tbis component for any particular building system is the responsibility of tbe building designer - not the truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is tbe responsibility of the building designu. Truss design does Dot apply to trusses that become damaged due to weather or improper storage, handling or installation. or that are overloaded. broken. cut or otherwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For gueral 2uidance re2arding fabrication. quality control, storage, delivery, erection and bracing. consult QST-88 and HlB.91 Handling Installation and Bracing Recommndation available from Truss Plate Institute. 583 D'Onofre Drive. Madison, \VI 53719. DUPLEX V05 ROOF TRUSS Qly 2 Ply Eaker Framing - Duplex Job Truss Truss Type Stock BuildIng Supply, Denver, CO 80229, Brett Cochran o tional 4.201 SR1 s Nav 16 2000 MiTek Industries. Inc. Mon Jan 21 15:45:432002 Page 1 ,.... 1-5-0 3,4- 2-10-0 ,.,., Scale:: 1:6. 7.00rT2 2 T 3 1 3x4 'l 3x4::::- 2-10-0 ~,.. Plate Offsets X Y: 2:0-2~O Ed e lOADING (psI) TCll 30.0 TCDl 10.0 BCll 0.0 BCDl 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rap Stress Incr YES Code UBC971ANSI95 CSI TC 0.00 BC 0.01 WB 0.00 DEFL in (Ioe) Vert(ll) nla Vert(Tl) nla Horz(Tl) 0.00 3 1 st LC LL Min lIdefl = 240 I/dafl nla nla nla PLATES MU20 GRIP 197/144 Weight: 6 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF NO.2 REACTIONS (Iblsize) 1=5912-10-0,3=5912-10-0 Max Harz 1=-11 (load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-36, 2-3=-36 BOT CHORD 1-3=27 NOTES 1) This truss has been designed for the wind loads generated by 90 mph winds at 15 ft above ground level, using 10,0 psf top chord dead load and 10.0 pst bottom chord dead load, 500 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 fl by 24 fl with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads per Table No. 16-8. UBe-97. 4) This truss has been designed with ANSlffPI1-1995 criteria. BRACING TOP CHORD Sheathed or 2-10-0 DC purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. lOAD CASE(S) Standard This design is \-'alid for use witb MITEK connectors only. This design is based solely upon tbe parameters shown and is for an individual building component to be installed and loaded in the vertical plane. Tbe seal on tbis drawing indicates acceptance of Professional Engineering responsibility for tbe truss as an individual structural component only. Applicability of design parameters and proper incorporation oftbis component for any particular building system is tbe responsibility of the building designer - not the trnss designer. Bracing sbown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of tbe building designer. Truss design does not apply to trusses tbat become damaged due to weather or improper storage, handling or installation, or that are overloaded, broken, cut or otherwise modified in tbe field. Truss manufacturer is not responsible for modifications or damage to truss tbat may occur due to misuse or field alterations. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 and HIB-91 Handling Installation and Bracing Recommndation available from Truss Plate Institute, 583 D'Ooofre Drive, Madison, WI 53719. BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Job Located at 3/Z>' - ~ ~~ I I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: 1/) -hAJf) /t(cr.od-' -% ZxJc. ::1/~>~rO W- t:::!P ('e> ),n I - Jrv" <,,_r- E-W/j t5()),t ftirr:<>d,;..,rff ~~ ~/ .. J(?~<..I I /~ You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date ~-,0 2- &/2 Inspector lor BuildIng Depl. DO NOT REMOVE THIS TAG FORM WR6-22 BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice ~. Job Located at 3 (;2 C; - ~ ( 3 S - /:<.;;,. ,,/,,,, I'/S /' I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: (;,d, -'/ /.(? , ;/ 1'01 , / / jld/clr~ 0/) 3/3S ;--;d bloc k Ie;:?;' w-t;! -- -;/,,,,'/ W.4//b;, ";;';7./41;', c /7 r" ,}(?r- tY f: I i. You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date / / ij;'1'IC;'/-' ,/' j '--';. ,,: In8.,-lor Building D8pt, DO NOT REMOVE THIS TAG FORM WR6~22 . ~.",:_~_,._..__.~_,..._...__ _.'_.._ __' ,."",., ._.~.._._........c..>..'. _ _',"-,' k ~' ~ f I BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Job Located at :f 1;2.-,.- - ~ <j L(:;i,(.r",/~!'I /;,1 r ~, , , I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: f ) \ i , t "' .' ,) <I! .'; :f} T. ..--_ , I(~ ;, I/!;/}j' /,~," I f} ///c.., '-I- f'- i (.CJ- J;f .~) Ij.' i 1)"-".) r':"',. V/o{--;.{- ~.: d"'.r-~J,/ /"~'/-'V U,/ j.... /1,<;1 f ,-'-,f~ w - . L i /.. / . - I ,L~i,~'1'-'I(X'ff .".~/./r r-:-; ,'~'I 1/1 C"I"~,r r/..-; I{ /;".~--;,......~f FlCddJ ")cy:l~ .Ji / , , ;/("("//..//J'/.,t./ I, ,,-,/.., ",.,1 ," r/Jh, il It" ,1/ /-/14~/1 ~,.ku.-r" / ~-1" i ',5<;/,!f'c:, ,-/~ ;: ")0. ,.'! t-, ,.<<' , I I /, (d,.-iF f/, ,1__, ""~,,-i/// ..",',r '/J,. "" I , I.,.J 1/ , '/'1" ./' ) .' ...,loc.. '", -j. "0 ( ,). ~ / ~/, . , -:. I ~ You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. ':' / Date !!,' ,/a.. ,--~(. ~.r,. ..~ Insp8cfOr ~ 8.111dln9 Dept. DO NOT REMOVE THIS TAG FORM WR6.22 _ _~.__ _._'_,.. ._... .. '~~.." u..'_.~" -,~..~"~.....'~,, . j ~ .~ j 1 , J DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number: 13271 Date: 12/17/01 Property Owner: SAGE VALLEY HOMES, LLC Property Address: 3125-35 KENDALL ST Contractor License No. : 20384 Company: JEAKINS CONSTRUCTION Phone: 303-238-2491 Phone: 238-2491 Conslruction Value: Permit Fee: Plan Review Fee: Use Tax: $277,866.00 $1,990.55 $1,293.86 $4,167.99 $7,452.40 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B,C,) and all other applicable w;r;;:;,id9rces, for work under this permit. (OWNER)(CONTRACTOR) SIGNED , ; DATE /~h,4,1 Total: Use: Description: NEW DUPLEX BUILDING DEPARTMENT USE ONLY SIC: Sq. Ft. 3730 12/14/01 11/3101 PLEASE SEE ATTACHED COMMENTS Approval: OK MG Occupancy: Walls: Roof: Stories: Residential Units: Eleclrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approvai : (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and BUilding Code of Wheat Ridge, Colorado or any other applicable ordinances of the City (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or abandoned for a period of 120 days, 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 nol exceeded one (1) year. If changes are made Of If suspension or cwalldonrnell: exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector Iwenty*four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the job. (6) The Issua~rmlt or the approval of drawings and speCifications shall not be construed to be a permIt for, nor an approval of any Violation of the proVISion b.( m any other ordinance, law. rule or regulation Chief Building Insper (3) For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BYTHE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION ~~ w W '-_L. " 0 Rl~ 3l. <<:t 8lQ..... l!:! 8 is CQ RECEI'TION Ii!), na32c!98 10/04/2001 10:46:36 PG: 001-001 PAGE FEE: 5.00 DOC.FEE: 55.00 RECORDED IH JEFFERSOH COUNTY, COLORADO WARRANTY DEED THIS DEED. Made this 27th between . c. Deor~o Investments, Liability Company September , 2001, day of LLC, a Colorado Limited 1/\ cfthe County of Jefferson andSta.te.of Colorado grantor. and Sage Valley Homes I LLC whose legal address is 2232 Lamar Street, Edgewater, Co 80214 of the County of Jefferson andStateof colorado . grantee: WITNESSETH, That tbe grantor. for and in consideration of the sum of FIVE HUNDRED FIFTY THOUSAND AND NO(lOO------------------------------------------------------------------- u___________________n____u__u_____un____uu____DOLLARS, ($550,000.00 ), the receipt and ,~ufficicocy of which is hereby ackDowledged. ba.~ granted. bargaiued. sold and conveyed, and by tbef;t. presents uoes grant. hargain. sea conve.y and confirm, unto the grantee, his heirs and a&&i.gn.'i forever, all the real property together with improvemc.nts, if any, sitllate, lying and being in the County of Jefferson . and State of Colorado. desClibecl a.; follows: Lots 14, is, 20, 21, and Lot 19, of ~alamar Subdivision, County of Jefferson, State of Colorado al<:;o known by stroot and number as 3091 Kendall Street} Wheat Ridge, CO 80033 TOGETHER with all and singular the. hereditaments and appurtenances thereunto belonging. or in anywise appertaining, and lIle rever~ioll and reversions, remainder and remainders, rents. issues and prorns thereof, and all the estate. right, title, interest, claim. lUlU demand whatsoever of the grantor. either in law or equity, of, in and to tbe above bargained premi<:;es, with the beIeditamel1t~ and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described, with the appurtenances, unto the grantee, his beirs and assigns forever. luJ.d the grantor, for himself. hL~ heirs aod personal representatives, does covenant, gIant, bargain and agr~e to l:Wd with fhe grantee. his heirs and assigns, tbat at the time of the en:>ealing and delivery of these presents. he t-; well seized of the- prem.ises above conveyed, bas goOd, sure, pmect, absolute and indefeasible e.<;tate of inheritance, in law. in fee simple. and ba.~ g.ood right. full power and lawful authority to grant, bargain. sell aDd convey tbe same in manner and form as aforesaid. and that the same are fNe Dnd clear from all former and other grants, bargains, sale.s. liens. taxes, assessments, encumbrances and l'~~tricti.om of whatever kind m: nature $oever, e.xce.pt f(lr taxes {(It the current year t Q lieu but not yet due or payable, <m.f'leUlcnts,. restrictions, reservattoDtc:, covenants and rlghts-of~\Vay of :record, if any. I STATE OF COLORADO COUNTY OF JEFFERSON The gn,nt.or ::;hallliUd will WARRANT AND FOREVER DEFEND the above-bargam~d premises in llie quiet and peaceable pos~- sian of the grantee. his heir::; and assigns, against all aod evety person or persons lawfully claiming the wholo or any part thl)too!, The singular number shall include the plunlJ, the plural the singular, aud the use of lUly gender shnII be applicable to all geDders. IN WITNE.."-S WHEREOF. the grantor has executed this deed on t~e 'date. set forth above, __ c. Deorio Investments, LLC, A Colorado Limi~ed Liability company L!-zb{/)'!;;;') 11 ~fi'h,~-0 Corinne A. Deario, Manager ) ).., ) The fore~oing instrument was acknowledged be{ore. me this 27th day of Sept-ember t 2001 b)' C. Deorio Investments, LLC, A Colorado Limited Liability CompanJ{, Corinne A. Deorio, Manager My Comm,issionex:pires: Februa:ry 12, 2002 Pl[e # W064230 C liIlrCommis~!lIl f"fir"" o:'! 1 ~i~.'<< WARRANTY DEED (far Ph~ograj.lhie Record) (.iMwpwo) ~"~ ~Ht.r ~ ~ . -0 u Ii'. C'OL OR ,..00 DEPARTMENT OF PLANNING AN:::> DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80115 - (303-235-2855) APPLICATION A-a-r l/.z-U1 N<""or, //C'. . ,. . _ . "fviJI i/-'rJ+ l'/ ~""'" ....L..'"f..,.["~-..;.. 31t; ~'1!.o,[;:-"5i.Ja-:J'3d'-';;Lj'l/ ;203S'1 T-e" k,:"> ~",.+r"-~~y. ;:/ /(! Phone: 303- ;)3O".l'l9/ . Building Permit Number: Date: Property Owner: Property Address: Contractor LiceIlBe No.: Company: OWNERlCONTRACroR 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 reguations of the City of Wheat Ridge or covenants, easements or restrlctiODS of record; that all measurements shown. and ,allegations made w;e accurate; that I have read and .agree to abide by all conditions printed. on this application and' that I assume full responSibility. for compliance with the Wheat Ridge Building Code (U.B.C) and all ether applicable Wheat Ridge Ordinances, for work under th.is permit. ;{;rJ4A"-ll41 DATE IO/.;;'/jtt( Construction Value Permit Fee: Plan Review Fee: Use Tax: Total: ZT7 .h' 6. t (OWNEll)(CONTRA~: SIGNED Description: I~~"/ /)"Lt.w , , :;J h~<LJ c.rvw.I;.u<;ft.,:, - ~,.4..J Occupancy: Walls: Rqof: Stories: i',J / /'~ ^' "- ~ JA~..~ ,.,,----=---\ \,.... i i a: ,"_.-:---- Residential Units: R .t1~\,' '1::..... 'j I"",......'" , .'" "....,e I 1./;'- Of')'. "'/~D '""'r r,'.. - "':\~-~, I BUlLDING DEPARTMENT USE ONLY ZONING COM.,ENTS: . J). 1,11/01 Approval: oiL- IVr '1' r' . Zoning: R -1., BUILOING COMMENTS: Approval: [t:jL ~ /f!3/0J . PUBLIC WORKS COMMENTS:" ",JI, ,~,. pI,lJt Approval: s~ .;LL.J v( r--~ ~~aense N;J C~~,Li~S~ c M:aniCal LiceIlB~ Com any: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (l) (2) (1) This pem1lt was issued in accordance v..i.tb. th" provisions sctforth in your application and is rubject to the laws oftb.e State ofColondo and to tile ZoDln.g RcgulatiolU and Building Codes of'W:b.cat ltidge, Colorado or an.y other applicablo ordinance.:; of'the City. . 'This permit slull expire if (A) tb.e work a.uth.orized is not commenced within sixty (60) days from. isme da~ or (B) lb.e building authorized is :rospended or "abandoned for a period of 120 days. If this pennit expir~1 anew permi.tmay be acquiredfet it, fee ofoc.e-halftb.e amount normally required, Provided no changes have been or will. be made in the original pla,ns and specificatiollS and allY suspeo.sionor abandoomenthasnot exceeded OM (1) yeat. If changes have beeD. orurospeusion orabandoDment ex.ceeds one (1) year, full fees shall be paid for a. n.ew permit No wo:clr: of any manner sha.Il be don.e tb.at will change the natural flow ofwat~ oausing a drainagl: problem. COD.tractor shallnotify the Building In.sPectortwenty~four (24) hours in advance for allinspections and shall receive written a.pproval on inspection. card before proceeding.....nh successive phases of the job. . The usuance of a. permit or the approval of dra'Nin.gs and specifications shall a.ot be con.stru.ed to be a pec:n.it for, nor an approval of. any violation of th~ provisions of the building codes or any other ordinance~ la.w, role orregu.lation. . (4) (5) (6) Chief BuUding Inspector , . '\ :,(~~' ,-"High Plains Engineering -"":., . '\.1.... 735 Denver Avenue. Fort Lupton CO 80621 Phone 303-857-9280 . Fax 303-857-9238 . SUBSURFACE INVESTIGATION AND FOUNDATION RECOMMENDATIONS Prepared For: Jeakins Construction 2232 Lamar Street Edgewater, CO 80214 Job Site Located At: Lot 14 Jalamar Subdivision Jefferson County, CO September 14, 2001 JOB # 01-1440 /~~- Todd M. Schroeder, PE 3 .. I PURPOSE: .1 This report reflects a soil and foundation investigation from soil borings to determine the subsurface soil identification, and to determine the physical characteristics of the soil for a suitable foundation design. The foundation is to support a single story single-family home. I LOCATION AND SITE CONDITIONS: This report represents the results of the data obtained during the subsoil investigation for the proposed house at Lot 14, Jalamar Subdivision, Jefferson County, CO. The site is presently a vacant lot. The site is reasonably level with slopes of 0.5% to the East. The lot appears to be well drained with no erosion evident. The depths offoundation construction are anticipated to range from two (2) to four (4) feet below grades that existed at the time of this investigation. It is anticipated that final grades may be adjusted to accommodate drainage and construction depths. It is recommended that we review the final grading plan to determine if any revisions to the recommendations presented in this report are necessary. I SUBSOIL CONDITIONS: One, four inch diameter hole was drilled to a depth of fifteen feet at the building site on September 10,2001, as shown on the attached site map. Samples of the soil were taken at two-foot intervals. These samples were analyzed in the field and laboratory to determine the characteristics of the soil for identification and foundation design. In general, the soil profile in test hole #1 indicated Well Graded Sand (SW) to a depth of3 feet, then Sandy Clay (SC) to a depth of 12 feet. Clay with Medium Plasticity (CL) exists from 12 feet to 15 feet. The Standard Penetration Test similar to ASTM D1586 showed 11 blows for 12-inch penetration, at a depth of 4 feet and 13 blows for a 12-inch penetration at a depth of9 feet. No free water was encountered during the drilling operation. One-dimensional swelVconsolidation tests were performed on selected samples to evaluate the expansive, compressive and collapsing nature of the soils and/or bedrock strata. These tests indicated a swell potential of 0,2% at a depth of 4 feet, and a consolidation of 1.0% at a depth of 9 feet. The soils in this report were classified using the American Society of Testing Materials (ASTM) procedures. I FOUNDATIONS RECOMMENDATIONS: The Sandy Clay (SC) material has a bearing strength of 2000 psfand an equivalent liquid pressure of 50 psf. We recommend the use ofa continuous spread footing, due to the low swell-consolidation potential of the analyzed soils. All loose and disturbed soil shall be removed before placing of the concrete for the foundation. The bottom of the foundation shall be a minimum of three feet below final grade for frost protection and below any organic material. I FOUNDATION DRAIN: It is recommended to install the "Edge System" drain system by G. F. Drainbuilders, Corp. (303-805-8751). This system is warranted and engineered by G. F. Drainbuilders, Corp. No warrantee is neither expressed nor implied by High Plains Engineering, Inc. I SLAB ON GRADE CONSTRUCTION: 1. Where slabs-on-grade are chosen and the owners are willing to accept the risks associated with slab movement, the following recommendations should be followed: a.) The slabs should be isolated from all structural components and utilities which penetrate the slab. Isolation may be achieved with ~ inch isolation material or by sleeving. b.) Eliminate under slab plumbing where feasible. Where such plumbing is unavoidable, it should be pressure tested during construction to minimize leaks, which would result in wetting of the sub soils. c.) Place the slab directly on the oodisturbed natural soils, or well compacted fill soil. Slabs should be reinforced with wire mesh or fibermesh to help control crack separation. d.) To avoid settlement and distortion of exterior slabs due to improper compaction, we recommend that concrete slabs should be doweled to the fooodation wall. The slab should be reinforced as necessary for the span involved. 2. Provide frequent scoring ofthe slabs to provide joints for controlled cracking of the slab. Control joints should placed to provide approximate slab areas of 150 square feet. The depth of sawed control joints should be Y. of the slab thickness. 3. A minimum void or clear space of 1 y:, inches should be provided at or near the bottom of all non-bearing partitions. In finished room areas, all drywall and paneling should be stopped approximately I y:, inches above the top of the slab. This will allow some space for upward movement ofthe slab before pressures are applied to the wall and upper levels of the structure. The builder should provide a Y:, inch space at the bottom of all doorjambs to allow for limited movement of the floor slab. The owner is hereby notified that it is their responsibility to maintain these void spaces. 4. Proper drainage away from the fooodation walls should be provided. A minimum slope of 12 inches in the first 10 feet out from the building is recommended. Roof downspouts and sill cocks should discharge into long concrete splash blocks (5 feet long) or into metal gutter extensions to deposit runoff water beyond the limits of the backfill soil near the fooodation walls. The fooodation and retaining walls should be well cured, damp proofed, and well braced prior to backfilling. 5. Steel reinforcement will be required in the footings and foundation wall. This will give the walls beam strength to span or bridge over any loose or soft pockets of soil not foood in our exploratory holes or that may develop during construction. This should also help prevent any differential movement of the fooodation system. I CONSTRUCTION DETAILS: In any soil investigation, it is necessary to assume that the subsurface soil conditions do not vary greatly from the conditions encountered in the field and laboratory testing. The accompanying design is presented using best professional judgment based on the limits of the extent of testing commissioned by the client. Our experience has been that at times, soil conditions do change and variations do occur. These may become first apparent at the time of excavation for the foundation system, If soils conditions are encountered which appear different from the test borings as presented in this report, it is recommended that this office be called to inspect the open excavation prior to placing the footings. This inspection is not part of the report. The foundation and retaining walls should be well cured and well braced prior to backfilling, I DISCLAIMER: THE PARTIES SPECIFICALLY AGREE THAT HIGH PLAINS ENGINEERING, INC. HAS NOT BEEN RETAINED NOR WILL THEY RENDER AN OPINION CONCERNING ANY ENVIRONMENTAL ISSUES, HAZARDOUS WASTE OR ANY OTHER KNOWN OR UNKNOWN CONDITIONS THAT MAY BE PRESENT ON SITE. I Blowcounts 11/12 _ Blowcounts 13/12 - o WEll GRADED SAND (SW) 2 3 4 5 6 7 SANDY CLAY (SC) 8 9 10 11 12 13 14 15 SOIL PROFILE CLAY WITH MEDIUM PLASTICITY (Cl) /2 01. .- ~ ....- ,~~_.- ,-',' - --,--- - ... . -----r~. ,0 , . ~-- . r ~ i I % I I I , % I I % I rall~ ~'f lNA'Tce 1iOO~ ~ '-.'- " I --, I i I I i I , 100 500 1000 2000 3000 10 00 'SOUTE STING SlJNiMI;RY' ~ /0 8 6 z o ~ 4% ::; 2 2% ~ ~ 0 ....J ~ en I- -2 % z w () ffi -4 % 0.. -6 % -8% -10% -12% HOLE # DEPTH L.L P,L P.I LOAD (PSF) % SWELL .. OON8OUOAnON / t/ 1(.. , 2 '7.. AEMARKS SIWIAj Cui'l(St:) I, () (1) 51l"'f>.j CLll"j ($") SWELUCONSOLlDA TJON TEST RESULTS PROPERTY AT: LC>7 1,-,/ ;y",..A1M>\(2. 5""IilOjv/~i<lN -:5"~l"Pe-I2-s..1U c"UA..t JOB NO, tJ/, N40 DATE: "f-j,-/-t:>{ DRAWN: 7iW1 CHECKED: LEGEND . - Percolatioll Holes x - PercolatiOIl Profile Hole 6- Soil Profile Hole SJ]'EMAP ~_. ') . It; II t/), I~ J",t...A MI'I1t. ~\J l.. P'v/S/flN :5'~I:=PC;;Il-~ c;,1I~1.t ,l.b . L- -- i c' I ,. \......\ ~, ! - '. ?: " i---:S. ,1 , ,. -I \~-.r f___ , .... ", :I I , ~ 1;\U',,?5' ~hS!:)t 7500 West 29th Avenue Wheat Ridge, Colorado 80215 Telephone 303/ 235-2868 FAX 303/235-2857 The City of Wheat Ridge October 31, 2001 Mr. James T. Jones, P,E, & P,L,S. Foothill Engineering Consultants, Inc. 350 Indiana Street, Suite 415 Gold~n, Colorado 80401 Re: Sage Valley Duplexes - First Review Comments of Final Drainage Study, Grading & Erosion Control Plan, Subdivision Plat & Kendall/Lamar Street Construction Plans Dear Mr. Jones, I have completed the first review of the above referenced documents for the Sage Valley Subdivision received on October 29, 2001, and have the following comments: Drainage Study (Appendix) 1. Please provide historic runoff values for the basins. 2, Please provide the storage volumes for 5-year and 100-year storm events, 3. Please provide the release rates for the 5-year and 100-year storm events, The Final Drainage Report that was submitted does not detain any of the 100-year runoff as required. Drainage Plan{s) 1, The grading plan should have swales that control the sheet flow from flowing from lot to lot. This will prevent any nuisance flows from becoming problematic for the homeowners, 2, Please provide (when appropriate) P,E. stamp and signature. Please provide 2 signed and stamped sets of the drainage report and plan with the second submittal. Grading & Erosion Control Plan Please see the Drainage Plan for grading comments. Street Construction Drawings 1, For your information and implementation into the second submittal, a copy of the standard driveway details have been provided for implementation into the requested plan, Survey Requirements 1. Please provide proof of ownership, i.e., warrenty deed, title commitment, etc, Any questions related to these requirements can be addressed to Mr, Dave Brossman, P.L.S. at 303-235-2864. Traffic Engineering A copy of the Street construction plans has been forwarded to the City's Traffic Engineer, Mr, Steve Nguyen, P,E., 303-235-2862 for review, Application for Minor Dumping/Landfill Permit Prior to the commencement of any onsite grading, an Application for Dumping/Landfill Permit, along with fees due will need to be submitted for review and approval. For your information and submittal in the second review package, a copy of this permit is provided. Right-of-Way Construction Permit(s)/Licensing Prior to any construction of the public improvements, the necessary right-of-way construction permit(s) and respective licensing will need to be submitted for processing by the City, Please return all red-lined prints with the second submittal. If you have any questions, please contact me at 303-235-2868. Sincerely, Michael Garcia Development Review Engineer cc: Greg Knudson, City Engineer Steve Nguyen, Traffic Engineer Dave Brossman, City Surveyor Meredith Reckert, Sr. Planner File Sagevalley Jeview l.1tr ~" \'JH[~t l' -'- / '-- 0 - '" U "' C'OL OR ~\,o PERMIT TRACKING FORM ADDRESS LC!T IL\ :SCk"-CS\n.';\ :~\..~,S?J ?-'1'd5 - ~S 4-\l<i~ ~l DA TE SUBMITTED \D-~lo C I PERMIT NUMBe'R J ?l(jl () TYPE OF PERMIT \:\'?- '~ CONTRACTOR 8\ \\\'t:. PHONE =<,C,-~ ri-:>-K - d l\ q I OWNER ~JP(,~ \\ (:\ LL~ '\\-\t';\'\\'(<-" PHONE TYPE OF REQUEST Q)\\'0l~t ~; l)A TE PERMIJ:APPIWV€l)1' \d - \1 -C) \ rp, BUILDING DEPARTMENT DATE IN DA TE OUT Iillo/nr I I .. \ d - n - al :D\1\ 1" Review 2"" Review 3rd R . eVlew 4th Review It'. ri,q - (' \ 1\-'dt>,C>\ ~PLANNING DEPARTMENT DATE IN DA TE OUT 1" Review 2,d Review 3'" Review 4th Review \ t, :)q - C' \ \\ -ri.8-c-,l /1/13/0 ( \d.-\l-D\ \lIP ~ PUBLIC WORKS DEPARTMENT DATE IN DA TE OUT \~o ~{~\ lri.-Il-()\ ffi& pt Review 2"" Review 3rd Review 4th Review \~;:J..q -t,\ 1\- ::\tl,. C')\ q-ltl-O\ o FIRE DEPARTMENT o CITY ARBORIST o POLICE DEPARTMENT 'P SEWER DISTRICT \\;14fffi t!,,~.,~ '>(__~ C- WATER DISTRICT , ;~ .." ,;.High Plains Engineering '", .It'<r\.j..... 735 Denver Avenue. Fort Lupton CO 80621 Phone 303-857-9280 . Fax 303-857-9238 . . SUBSURFACE INVESTIGATION AND FOUNDATION RECOMMENDATIONS Prepared For: Jeakins Construction 2232 Lamar Street Edgewater, CO 80214 Job Site Located At: Lot 14 Jalamar Subdivision Jefferson County, CO grJ'J J /2P /' I iJ. jle;r Jp" September 14, 2001 JOB # 01-1440 ~< Todd M. Schroeder, PE 33 I PURPOSE: -.J This report reflects a soil and foundation investigation from soil borings to determine the subsurface soil identification, and to determine the physical characteristics of the soil for a suitable foundation design. The foundation is to support a single story single-family home. I LOCATION AND SITE CONDITIONS: This report represents the results ofthe data obtained during the subsoil investigation for the proposed house at Lot 14, Jalamar Subdivision, Jefferson County, CO. The site is presently a vacant lot. The site is reasonably level with slopes of 0.5% to the East. The lot appears to be well drained with no erosion evident. The depths offoundation construction are anticipated to range from two (2) to four (4) feet below grades that existed at the time ofthis investigation. It is anticipated that fmal grades may be adjusted to accommodate drainage and construction depths. It is recommended that we review the final grading plan to determine if any revisions to the recommendations presented in this report are necessary. I SUBSOIL CONDITIONS: One, four inch diameter hole was drilled to a depth of fifteen feet at the building site on September 10, 200 I, as shown on the attached site map, Samples of the soil were taken at two-foot intervals. These samples were analyzed in the field and laboratory to determine the characteristics of the soil for identification and foundation design. In general, the soil profile in test hole #1 indicated Well Graded Sand (SW) to a depth of3 feet, then Sandy Clay (SC) to a depth of 12 feet. Clay with Medium Plasticity (CL) exists from 12 feet to 15 feet. The Standard Penetration Test similar to ASTM D 1586 showed II blows for 12-inch penetration, at a depth of 4 feet and 13 blows for a 12-inch penetration at a depth of9 feet. No free water was encountered during the drilling operation. One-dimensional swell/consolidation tests were performed on selected samples to evaluate the expansive, compressive and collapsing nature ofthe soils and/or bedrock strata. These tests indicated a swell potential of 0.2% at a depth of 4 feet, and a consolidation of 1.0% at a depth of9 feet. The soils in this report were classified using the American Society of Testing Materials (ASTM) procedures. I FOUNDATIONS RECOMMENDATIONS: The Sandy Clay (SC) material has a bearing strength of 2000 psf and an equivalent liquid pressure of 50 pst: We recommend the use of a continuous spread footing, due to the low swell-consolidation potential ofthe analyzed soils. All loose and disturbed soil shall be removed before placing of the concrete for the foundation. The bottom of the foundation shall be a minimum of three feet below final grade for frost protection and below any organic material. I FOUNDATION DRAIN: It is recommended to install the "Edge System" drain system by G, F, Drainbuilders, Corp. (303-805-8751). This system is warranted and engineered by G. F. Drainbuilders, Corp. No warrantee is neither expressed nor implied by High Plains Engineering, Inc. I SLAB ON GRADE CONSTRUCTION: 1. Where slabs-on-grade are chosen and the owners are willing to accept the risks associated with slab movement, the following recommendations should be followed: a.) The slabs should be isolated from all structural components and utilities which penetrate the slab, Isolation may be achieved with Y2 inch isolation material or by sleeving. b.) Eliminate under slab plumbing where feasible. Where such plumbing is unavoidable, it should be pressure tested during construction to minimize leaks, which would result in wetting of the sub soils. c.) Place the slab directly on the undisturbed natural soils, or well compacted fill soil. Slabs should be reinforced with wire mesh or fibermesh to help control crack separation. d.) To avoid settlement and distortion of exterior slabs due to improper compaction, we recommend that concrete slabs should be doweled to the foundation wall. The slab should be reinforced as necessary for the span involved. 2. Provide frequent scoring of the slabs to provide joints for controlled cracking ofthe slab. Control joints should placed to provide approximate slab areas of 150 square feet. The depth of sawed control joints should be Y. of the slab thickness, 3. A minimum void or clear space of 1 Yz inches should be provided at or near the bottom of all non-bearing partitions. In finished room areas, all drywall and paneling should be stopped approximately 1 Yz inches above the top ofthe slab. This will allow some space for upward movement of the slab before pressures are applied to the wall and upper levels of the structure. The builder should provide a Yz inch space at the bottom of all doorjambs to allow for limited movement of the floor slab. The owner is hereby notified that it is their responsibility to maintain these void spaces. 4. Proper drainage away from the foundation walls should be provided. A minimum slope of 12 inches in the first 10 feet out from the building is recommended. Roof downspouts and sill cocks should discharge into long concrete splash blocks (5 feet long) or into metal gutter extensions to deposit runoff water beyond the limits of the backfill soil near the foundation walls. The foundation and retaining walls should be well cured, damp proofed, and well braced prior to backfilling. 5. Steel reinforcement will be required in the footings and foundation wall. This will give the walls beam strength to span or bridge over any loose or soft pockets of soil not found in our exploratory holes or that may develop during construction. This should also help prevent any differential movement of the foundation system. I CONSTRUCTION DETAILS: In any soil investigation, it is necessary to assume that the subsurface soil conditions do not vary greatly from the conditions encountered in the field and laboratory testing. The accompanying design is presented using best professional judgment based on the limits of the extent of testing commissioned by the client. Our experience has been that at times, soil conditions do change and variations do occur. These may become first apparent at the time of excavation for the foundation system. If soils conditions are encountered which appear different from the test borings as presented in this report, it is recommended that this office be called to inspect the open excavation prior to placing the footings. This inspection is not part of the report. The foundation and retaining walls should be well cured and well braced prior to backfilling. I DISCLAIMER: THE PARTIES SPECIFICALLY AGREE THAT HIGH PLAINS ENGINEERING, INC. HAS NOT BEEN RETAINED NOR WILL THEY RENDER AN OPINION CONCERNING ANY ENVIRONMENTAL ISSUES, HAZARDOUS WASTE OR ANY OTHER KNOWN OR UNKNOWN CONDITIONS THAT MAYBE PRESENT ON SITE. 9 10 11 12 13 14 15 SOIL PROFILE o Blowcount,,11112 _ WELL GRADED SAND (SW) 2 3 4 5 6 7 SANDY CLAY (SC) 8 Blowcount,,13/12 _ CLAY WITH MEDIUM PLASTICITY (CL) ---_._---_..._--~------~-----.._--.-._-~-_._- SOIL rESTING SUMMARY /2 10 % .. .. .- ....", - -r .T--.- ---- r .-- --.-. - - . i I % I .---.-- I ..-- .- I % i I % I l(, ftloe ~b'f WA1'C2. trOOr:o .-----. 1--. -- I i i I I I i , , 500 1000 2000 3000 10000 LOAD (PSF) - P.L P.I % SWELL .OON8OUDATION 8 6 z o i= 4. C!i :;J ~ 2% 5 ~ 0 ...J W ~ en ~ -2 % w () ffi-4 % a.. -6 % -8% -10% -12% 100 HOLE # DEPTH L.L / '-/ Pr-1lS. 7 c... , 2 "'1.. REMARKS SAN,^! t:.u1'/(Sc..) p. Ie.. I,O/f) 5A"'f>.JCLIl'j (5 (.) PHONE: 303-857-ll280 FAX: 303-857-9238 SWELUCONSOLJDA TION TEST RESULTS PROPERTY AT: lOt''-/ """,,-,,,,,,,,,(1. 5....IiOjv/~i4IV -:Sc.I"FIl'/1..!.D1U c.,UN L JOB NO, tJl ~ 1'140 DATE: q-I"'/-o( DRAWN: 1i"'1 CHECKED: LEGEND o - Percolalion Holes x - Percolalion Profile Hole ~ - Soil Profile Hole SJ]'EMAP JII)* .' l\ii II lP; /'1 jJl\.t..A MI'\f1.. ~oJ I.. dIvIs/tiN 'J' ~f= F'i'/l-~ (4 1I".f.t I (./) , L- -- ,-~-~ . I-I , .,..fa! , , - \ '>> I&'t C-S, ! t> - , ,- ~-J" l___ I l- V) .-;:1 I ,~