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Home My WebLink About3215 Iris CourtFrom: no-reolvCalci.wheatridae.co.us To: CommDev Permits Subject: Online Form Submittal: PERMIT APPLICATION Water Heater Replacement Date: Friday, January 28, 2022 10:14:12 AM CAUTION:This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Report any suspicious activities to the IT Division. PERMIT APPLICATION Water Heater Replacement This application is exclusively for RESIDENTIAL REPLACEMENT WATER HEATERS - 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. Do Not use this form if the Water Heater is changing locations or if this is a conversion to a Tankless Water Heater. Please use the General Permit Application for a more comprehensive review. Is this application for a Yes replacement water heater like for like? PROPERTY INFORMATION Property Address 3215 Iris Court, Wheat Ridge, CO 80033 Property Owner Name Carl & Susan Dahl Property Owner Phone Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address (Leave blank if not known) Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A 303-526-1739 permits@applewoodfixit.com PICTURE OF A CREDIT CARD" 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 303-458-5988 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email permits@applewoodfixit.com Address Retype Contractor permits@applewoodfixit.com Email Address DESCRIPTION OF WORK Number of gallons 75 Is the water heater GAS GAS or ELECTRIC? If GAS, enter # of 80 BTUs. If electric, enter n/a Where is the water basement heater located (for example, basement, crawlspace, etc)? Project Value (contract 14079.00 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 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 Tracey L Johnson Pe rm it Email not displaying correctly? View it in your browser. INSPECTION RECORD Inspection online form: http://www.cl.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERMIT:,;�,p]-pCJj ��Z ADDRESS: ��r; s 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 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 c PERMIT: ,2p f ADDRESS: 32L- - r'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 Final Inspections Date Inspector Initials Comments 401 Gasline 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 4 TrfaTPTiim'bi Commercial 409 Final Roof i Tndow/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. Page 1 of 2 The City of Wheat Ridge Third Party Form Check List Property Address �� _ Permit Number l"D4 J Z Permit Issued Date :;2— 2_1 ?�-- Owner Information ��L �, Property Owner Information Property Owner Address Ce- 1 Insoector Information Inspection Company Inspector Dame Gary Manlove Ins ector Contact infoJBA, °Oaox28. P � �� a.�puF.�c®�1,8 Cell ?2D 443.8280 Email.- gary maniose�mail com Insvector Statement and Acknowledgement nearby acknowledge the roof I am inspecting is 6112 or over. All roofs that are under 6112 must be inspected by the City of Wheat Ridge Buiding Dept. I hearty acknowledge the roofing system for the referenced building has been inspected and found to be in compliance with the minimum requirements of the 20 -and. 0112 IBC as well as a!I of Wnd spheat Ridg Policies and Procedure lanufacturer's recommendation ecif Inspector: Date: Property Owner Statement of Acknowledcement *I hearby acknowledge that I am the owner of the building referenced above and r y consent for the listed third -party inspection company to perform my roof inspection in lieu of the City of Wheat Ri e Building Dive - n inspection. �> Propery Owner/Agent: Date: C? This original document and permit card, as well as the roofing check list, must be submitted tc the Chief Building Officialwithin seven days of the final inspection. Drop off in person Permit counter 2nd floor 7500 W. 29th Ave Wheat Ridge CO 80033 Draft Date: 7126/17 The City of I . 9 Inspe n Checklist N MID -ROOF C�Page 2 of 2 The City of Wheat Ridge Inspection Checklist Notes FINAL F -I WA EI r Metal roof shingles shall not be installed on slope less 3-12 El Fay Metal valley flashing shall be the same material as roof L-1 rdii Metal valley flashing shall extend a min of 8" from the dil centerline with a min- of 314 " high splash diverter rib buift-in at the flow, line with sections overlapping a a min_ of 4" Roofs Re uirements LA �d concrete tile shall have a min. 2-1.1'2,12 slope WA Slopes 4:12 and under require double underlayment Company Name: JBA CONSULTI Inspector Signature: Date of MID -ROOF Inspection: Company Name: JBA;SULT Inspector Signature: lory A Date of FINAL Inspection: Roof Insvection E4.. Fall Ljrfir E Ej Fail Structural roof components 1e10 A FW--, vi. F71 Fail L.J r.ii Verify that no more than 2 layers of shingles exist Flashing for roof and walls ass El Fail If new sheathing is installed verify that it is listed in the permit description (Valuation must be adjusted) El pams 0 Fail Verify sheathing nail pattern (See Policy & Procedures) 171 tVA Lj Fail Crickets and saddles where needed 1771 tvA E211-0, 171 Fail Verify B vent must have boot same gauge as pipe E-] UJA 0 r -ail Verify vent caps MIA P El Fail Verify no flashings are damaged or rusted U,,,'A El Fail Step flashing shall be min. of 4x4 piece per shingle �wl El Fail Verify scuppers allow for proper drainage LA tvA'C El Fail Ice and water shield 2' in heated wall spaces El N!A ;Ilp mv. 0 Fall Undedayments must follow 2012 [RC 12012 IBC, E] U'A Vi-_ E-1 Fail Verify roof slope for proper drainage Z__ NjA -1"< Li ra Dripedge shall have min of 2" overlap K;A P Ks E Fail Dripedge should extend crown min 2" past roof deck E] K� Vi-. E] Fail Ddpedge shall be mechanicaly fastened 12" OC Co .;,a 17i Pas% - Fail 90 LB roll roofing shall not be applied to roof slopes less than 2:12 slope: Exception, detached garages, pabos, carports. open on three sides vMh min. slope of 1:12 Fpas-. 171 raii Modified Bitumen, EPDM, TPO min slope 11'4:12 slope Ea!rA E pav, Ll Fail Above: roof insulation R-25 El Fail Bellow roof residential R-38 0 Fail Bialroxv roof commercial R-32 -1 Fail Modified Bitumen, EPDM, TECH min slope 1f4:12 slope must be installed in accordance vMh the manufacturers specifications- Must have manufactures letter of warranty vAlh the address on the letter for final inspection F -I WA EI r Metal roof shingles shall not be installed on slope less 3-12 El Fay Metal valley flashing shall be the same material as roof L-1 rdii Metal valley flashing shall extend a min of 8" from the dil centerline with a min- of 314 " high splash diverter rib buift-in at the flow, line with sections overlapping a a min_ of 4" Roofs Re uirements LA �d concrete tile shall have a min. 2-1.1'2,12 slope WA Slopes 4:12 and under require double underlayment Company Name: JBA CONSULTI Inspector Signature: Date of MID -ROOF Inspection: Company Name: JBA;SULT Inspector Signature: lory A Date of FINAL Inspection: City of Wheat Ridge Residential Roofing PERMIT - 201704552 PERMIT NO: 201704552 ISSUED: 07/21/2017 JOB ADDRESS: 3215 Iris CT EXPIRES: 07/21/2018 JOB DESCRIPTION: Residential Re -roof to install Certainteeed Presidential Shake shingles with 31sq. House *** CONTACTS *** OWNER (130)641-9063 DAHL BOB SUB (303)466-7386 Bob Bellitt 018626 Arapahoe Roofing & S/M *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 22,322.00 FEES Total Valuation 0.00 Use Tax 468.76 Permit Fee 410.35' ** TOTAL ** 879.11 *** 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) requires an approved inspection prior to installation of ANY roof coverings and is require on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. 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 10, Residential Roofing PERMIT - 201704552 PERMIT NO: 201704552 ISSUED: 07/21/2017 JOB ADDRESS: 3215 Iris CT EXPIRES: 07/21/2018 JOB DESCRIPTION: Residential Re -roof to install Certainteeed Presidential Shake shingles with 31sq. House I, by my is 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 att t that I am le ally authorized to include all entities named within this document as parties to the work to be per and that all w rk to b rformed is disclosed in this document a�/or it ' accompanying approved plans and specifications.�- Signature of OWNED or COLOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying )tans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offipial and is not guaranteed. 4_ No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or graniiri ' f a permit shall not be construed to be a permit for or an approval of, any violation of any provision of any applicable code or an nce ori ono tb�i 'urisdiction. 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. Dan Schultz From: no-reply@ci.wheatridge.co.us Sent: Wednesday, July 12, 2017 7:59 AM To: Permits CommDev Subject: Online Form Submittal: Residential Roofing Permit Application Categories: Gina Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number 3215 IRIS COURT BOB DAHL 130-641-9063 Property Owner Email CROBDAHL@AOL.COM f Address ( r ' ( ( Do you have a signed Yes contract to reroof this property? It will need to be provided at the time of permit pick-up. CONTRACTOR INFORMATION Contractor Name Arapahoe Roofing and Sheet Metal, Inc. Contractor's License 018626 Number (for the City of Wheat Ridge) Contractor Phone 3034667386 Number Contractor Email Address CAMI@ARAPAHOEROOFING.COM Retype Contractor Email CAMI@ARAPAHOEROOFING.COM Address DESCRIPTION OF WORK Are you re -decking the No roof? Description of Roofing CERTAINTEED PRESIDENTIAL SHAKE Material Select Type of Material: Asphalt If "Other" is selected Field not completed. above, describe here: How many squares of the 31 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 of all 31 roofing material for this project Provide additional detail House here on the description of 2 work. (Is this for a house or garage? What is the roof pitch? Etc) Project Value (contract 22322.00 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 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 arapahoe roofing Email not displaying correctly? View it in your browser. 3 06124/2017 20:09 3035261739 C.R.DAHL SUSAN DAHL PAGE 02:''03 ARAPAH E ROOFING & SKEET METAL, INC. 1504 South Arthur Avenue Louisville, CO 80027 Ph. (303) 466-7386 l=ax (3031466-7386 www,arepahootoofing.com Jane 16, 2017 Bob Dahl 3215 Iris Ct. Wheat Ridge, CO. 8€1033 !near Sir: Arapahoe Roofing and Sheet Imetal, Inc, has em following options for your review and considers Remove the existing shingles to the roof dec ➢ Install Ice and Water Shield on all eaves per Install new 30# UL approved base felt. );- Install pre -finished metal in all valleys per Ic ➢ Install all necessary roof related metal flashi. specifications. ➢ Install new pipe flashings and roof vents. ➢ Install new Certainteed Presidential Shalee G building codes. TOTAL SHINGLE. PRICE: $22,322.00 The following items are included in this prop 1, All material required to do a complete job. 2. All labor to perforin the work clone by Arapt 3. Removal of all trash and debris created by o 4. All necessary building permits and inspectio 5. All necessary licenses, taxes and insurance. 6. Two year warranty on materials and workma I, th roof at the above',address and p bui ding codes. per work. codes, ll building codes and manufactu starter strip and hip & employees (no s pe )�es the 06/'24112017 20:09 3035261739 C.P.DAHL SUSAN DAHL PAGE 031'03 Page Two Jane 16, 2017 Dahl -- 3215 Iris Ct. This price is good for 30 days. If this proposal is acceptable to you, please si If you have any further questions, please cont CoIV �rucbvely yours, -- �s Jtirerp Y Estimator / Project Manager I wish to schedule the above work and agree 1 his letter and xPhrn i1 4n rrc I us at 30-466, terms find c Landscape Escrow A~reement .l..~~ WHE~t 1'..- " cJ - C> u '" cOLORf'"P City of Wheat Ridge Planning and Development Department This agreement made this ~ day ~f ~v.--e , 20 i1J"by and between the City of Wheat Ridge and ~ h (. <' () (G-; v - yt4~lactor/developer/owner). . \ \ l YCL' Escrow III the amount of -+"1 r-E:( ~ VI iA ,} ,'eLf ~--<..- q /I D~ --- DOLLARS ($~OC' eo ) is being hetd until all landscaping improvements are completed at, '{l~,--,-- ~4~~--'--- r I/'~l ~-- 3z..lS- ~~? Cf-- In the event that landscaping required by Wheat Ridge Code of Laws, Section 26-502 and/or as shown on an approved landscape plan is not installed by ~ {3 O'U-1Q Y ,(date) the City of Wheat Ridge or its designee shall have e right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the contractor, developer or owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said landscape improvements. The only precondition to the City's right to withdraw the escrow funds for this purpose shall be a letter from the Planning and Development Director, stating that the l~dscape impr~ents have not been ~omplete~ or provided and that the compliance date of L-- d'f: -3 () 22) c ~-has expued. , / Approved and Agreed: -- It} f-I t-R ..co~)' C7 Cf-()/f Date Business Address ~ "Ai2vt x-F' Title City of Wheat Ridge. Colorado By: ~_6~'--- I~ / (' ~ 0 P /?~ Title: ,~ r~ Date: r'-.Q. 9 CZ-(jCJ;5 I ilJ"-'i-" t,,!!,-- ..,.----....--~..-., .-...;.,~''''. ,..-_"":'I~".,.,...'~..':"\lI!""'" ""'"""'~"..,~';"'-'~-'. .'-F """"'~"'~"'~.'l" ""-,=:.,,. '17. ~'T ~"""""'.J""Ifl.;c;...:.',.-'~'""!I!:-",, ;t:..""....N.""...~ _..~-'""I'f. B Elevator/Escalator Safety Inspection Program Date I (j'>' , (, tly Correction Notice I",^ L-", ,) l.' [.. To view details of this correction notice go to htto://www.drcoa.ora/elevatororogram/correctionnotices/ and enter the following code: " .] f ,-- J '-oJ 2. ,(. 1/--- , , I. I. i t._''-'' t.., j ti/" 'I -"" (,. ,'? j'1 Notes: /1(" 'i / I ( ~.., / /.1- 2 r ;0 -r J, /~/ ./ -t4 J.) ,) ./ . 1/1 f . v ( ~ - I , ' _..-J -r" Bill Gardner Elevator Inspector ! -~ 'J"f" " " -r V . I. j) (' -, I ,-;) I '.J LJ\ , ) , I .f '. ...?" ~ ' I { ,'I '-' J. l_ / Tel: 303480-6730 1290 Broadway Suite 700 Denver CO 80203-5606 CelllVoicemail: 303-888-7693 Fax: 303-480-6790 E~ail: bgardne<@drcog.Of!l Web: WWN.drcog.org ,v I I \i, I 1.1. 't~ Va 017 "13. BUILDING --~~------------- ADRE",:'3 'J 2. n- / Y I ~ C ,. -----------rr--:;t;- c u __W~..L--h=.L~-#, SUBJECT RESIDENTIAL ELEVATORS TOPIC CODE REQUIREMENTS HOISTWAY SOLIDLY ENCLOSED THROUGHOUT ITS HEIGHT. ~)f RULE 100.1b ALLOWS LAMINATED GLAss. TOP CAR CLEARANCE SHALL BE NOT LESS THAN 6 IN. PLUS 1 LJ~ IN. FDR EACH 3-]/3 FT/MIN IN EXCESS OF 30 FPM. HoISTWAY DOOR'::' '3HALL BE SOLID SWINGING ~R ",'LIDING DOORS. of HoISTWAY DOOR TO HOISTWAY SILL SHALL NOT EXCEED 3 IN. !( DISTANCE BETWEEN HOISTWAY DOOR AND CAR ODOR SHALL NOT 0 EXCEED 5 IN. HOISTWAY DOOR UNLOCKING DEVICES SHALL BE PROVIDED FO.!3 ALLO/,! DOORS., VI 6. PIPES CON',jEYING STEAM, GAS OR LIQUID '3HALL NOT BE ,rJjl INSTALLED IN HoISTWAY. ~ 1. 2'. ..:0. 4. 5 7. HOfUZoNTAL CAR CLEARANCES SHALL NOT BE LE",'S THAN 3/4 INQ'./' 8ETWEEr~ CAR AND HoI::::TWAY ENCLOSURE. f""1 8. CLEAf~ANCE BETWEEN CAR ::::ILL At~D LANDING ,:::ILL '::'HALL NOT BE {)J)1 LESS THAN 1/2 IN. NOR MORE THAN 1-]/2 IN. I ! GLAS",' IN CAR'::: GREATER THAN 1 S(~. FT. SHALL BE LAMINATEDP,4-- CAR DOOR OR GATE '3HALL BE MIN. 66 IN. HIGH AND RE.JECT A all BALL 3 IN. IN DIAMETER_ ~ CAR LIGHT SHALL BE PROVIDED AND EMIT MIN. 5 FTC. LIGHT~~ IF THE DRIVING MACHINE IS WINDING DRUM OR SPROCKET AND O/-f CHAIN SU::::PEN""ION TYPE A FINAL TERMINAL STOPPING 'DEVICE 1'( OPERATED BY THE MACHINE SHALL BE PROVIDED. UPPER AND LOWER FINAL TERMINAL STOPPING DEVICES OPERATED (J,;,/ BY THE CAR TO REt10VE POWER FROM THE MOTOR AND THE BRAKE /I( SHALL BE PROVIDED. n ='. 10. 1] . 1.";; ~. 14. A TELEPHONE SHALL BE INSTALLED IN THE CAR. BELL :::'HALL BE INSTALLED. ~. -', MAX. LOAD, ~ MAX. SPEED, 40FPM;) MAX 50 FEET. t;J'O ~ AN ALARM OJ/f 15. TRAVEL, '] k~/ 16. CAPACITY PLATE :=;HALL BE PLACED INSIDE THE CAR. DATA all PLATE HHALL BE FURNISHED IN THE MACHIt~ERY HPACE AND t/' ~ INDICATE :=:PEED, :3USPEN:=:ION MEANS, MANUFACTURER AND DATE OF INSTALLATION. 17. CARS RATED 500 LBS. OR LESS AND SPEED 30FPM OR LESS K SUSPENS I ON ROPES SHALL BE NOT LESS THAN 1 /4 INCHES. Q { WHEN RATED LOAD EXCEEDS 500 LB~. D SPEED EX. EDS 30FPM "- THE ROPES SHALL NOT BE LESS AN 3/8 INCHES. A PRESSURE SWIT~H SHALL BE PR.< DED TO ~~VE POWER FROM~~ Pl.Jt1P t10TOR AND CONTRDL VALVE, IF HYDRAULIC. 18. ------------------------------------------------------------- ------------------------------------------------------------- ------------------------------------------------------------- ------------------------------------------------------------ ------------------------------------------------------------- ------------------------------------------------------------ SUBt1 I TTED TO: tvl "",-jf?<I/~ ----------------------- ----------G------------ DATE: ___~=~~L______ SUBMITTED 8Y:_~~~ . Date: roll%s .4 Certificate of Occupancy or Completion has been requested for: AoDlU:88: 3215 Iv-is Ct PURP08r: or 5TRUCTURr:: ~ r K Remarks: Building Department Approval: Zoning Approval: /Vi K . c'--9 -025 /1..? {},jJ 8:50-0 ~F S<~, PublicWorksApproval:DF'"6. OIL wJL..~ :J;;:t/:J G./ct/08 oK- - /IJ~ /t- Ll:II~ p~Vr"bIN6s rr Remarks: !>.-7'R. W~rY ~~ 71fG 2. SI"l>~t-</..-1LK- Sn>I'JES ~ WElC-E. ~~46.s-6. .( /J.-.;;,/".a j-<l_ ct-:',,~--n {of} c;..>>-TC~ iA.f~,A_ Remarks: Fire Marshall Approval: (If Applicable) Remarks: Sanitation District Approval: (If Applicable) Remarks: Water District Approval: (If Applicable) Remarks: INSPECTION RECORD J - I (. / r: d -' 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 (303) 235-3855 crlnSRection Line (303) 2J4-5933 Inspections will not be made unless this card is posted on the building site 24 Hours notice required for inspections Job Address Building Penn it No. " .. Owner I ( g::::~~~ AJd~~~S ~,to', i, ~ <'.,~ . , I ,<", ~~.( . Date Issued Type Occupancy INSPECTOR MUST SIGN ALL SPACES PERTAINING To THIS JOB FOUNDATION INSPECTIONS DATE APPROVAl DISAPPROVAL INSPECTOR COMMENTS: INmALS Footings/Caissons Stemwall Reinforcing or Monolithic Weatherproof / French Drain Water/Sewer Service Lines "f IIJ/d) r /:lJ ;7 P6UR No CONCRETE UNTIL ABOVE HAS BEEN SIGNED CONCRETE SLAB FLOOR Bectrical (Underground) Plumbing (Underground) Heating (Underground) Electrical Service Rough EJectric Rough Plumbing Air Test Gas Piping Rough Mechanical Framing Roofing Insulation Drywall Screw Do NOT POUR FLOOR UNTIL ABOVE HAS BEE IGNED / i._ ,k ICL /-L- FINALS Electrical Plumbing Mechanical Frame /lnterior Finish. R.OW & Drainage Fire Department Parking & Landscaping **NOTE: ADDITIONAL INSPECTIONS / COMMENTS ON BACK OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED PROTECT THIS CARD FROM THE WEATHER \- I i , Place in Visible Location for Inspector r- ADDITIONAL COMMENTS & INSPECTIONS: / /, ) >, ..;"."i 'r ;" ") "J ~' / '-- :. ,;,-I..,(], /";fj.' ",,'4' r,"L /,,".5, ,),' , t. ~,. 0, n:. ,;; "( / f, >t of 7Tr ,=/.-/"". U>d!1 --<:>t/ /~<<;~',7 jC.C" ',.-rj>i ,./4,.17//:' :...;. ,fF p.'l-n... jV<.,,~E ''1/'l~/~r 4 I.,.'w~.,~ /'._7'-(. {,.,:'.,/(.", ;,~, __ /:,.'7. i"'7/_ _I .../~;I-.'C r!f'.J;{' Vl-c'lt' ...-I/<!E-''/ /1j;l'7/~'? Ki. . -,f /-H I~"/!r. />:'AtI.:" -.; ,If.">:7:' ~ .--.../Ii:',....,j.~ /4,> ~- KC- 1~/lcfS' ~t? ~>~1L, '/'N:~:l"'f4 , < c'' f _ ~'<'. I f,' .../<:>l? . /{.-rJL.'<f::.f{./;"//""U.? ~ r' /.k1h r~,-T, .... <. . , ',- _ //C _ //(" X/Y/$-S' dll/~,r " , . -, Lou Ficco Page 1 of 1 From: To: Cc: Sent: Subject: "Gene Beyers" <gene@beyerswindows.com> <Iouficco@qwestoffice.net> "Greg King" <greg@beyerswindows.com> Wednesday, June 04, 2008 9:15 AM Temp. glass at Iris Ct. To: Mr. Lou Ficco Lou Mar Construction Co From: Mr. Gene Beyers Beyers Window & Door, Inc. 7310 S. Alton Way. Ste H Centennial, Co 80012 303-220-5990 To whom it may concern. Please be advised per this letter by me that a new TEMPERED, INSULA TED GLASS UNIT WITH LOW-E. Has been ordered. for the Master Bath window at 3215 Iris Ct. Wheatridge, CO 80033. The new unit will be original Weather Shield Glass with the "tempered glass bug on the glass" per building code. It will be installed into the existing vinyl window frame as soon as it arrives here in the Denver area, by Beyers Window and Door, Inc. To factory specifications. I apologize for any inconvenience. Sincerely Gene W. Beyers Beyers Window & Door, Inc 6/5/2008 f- a :> :> "" N " >->- >-Z ::::;w :>- -::;; :>- f-w N =>(/) """ . <{ ~, Ow " OJ o o N "- m N "- U) 0' ~ -0 W '" ~ V1 I N I f- a -' ./ 0' ~ -0 ./ N 45.75 45.67 E ,'. [lJQ)lr ~ .' . '., ..' . ~, /. ;'43 '4 . ..:. :: ~...' 44:<4'. ". .,.." 4;1.8"4" 43.4-S~ .... .,. ..... _ ----=- T:;_~~,:~~,~_,~40 1C:....~.~.~.~..~~>_~~--. :_~_.~.~. .. . ....i.:'./; 89 36...W......'.1",S.Q.7. .....'.>...4..4.0"'.. .4.0 ,. ." ."", ." ..' '.. . . . .., ...., '4 ., 6 44.74 ?~4.34 3 ~" 43.76 ','.. ' . "44 0 --=-45.57 x . '/:>0/- - ;9% ~!'. tt% - - l" 43.8/" 45.50 Y I 35.1' ~ "~5.44 ~ "44.90 :-" " 46.78 c.n. '0 o c:i o , . . ~ (J1 o 6.0' 47:65 --->. ';"" ~.' ;..j I ...r 4:' 2 10' UTILITY EASEMENT ...... .......... n' g.'; g:'l; ~ :'(. .~> .:.,\; -:."' . . . :... , "~4'. N <D 2-STORY BRICK HOUSE ;', f: w 4;68 """ - """: ", ..-. ~ '. ..: ~ b o z .,. '. 48.11 ~",.".'d"/y- f7.18 2.0' - ;V 30.21' 48. 8. I <D ". ." 53.8' O~;; 44 l;;; 1 48.61 1.5% 48.86 ~8.6S... ,.;4 '0..... 48. 5> 47.80 . I "49.13 .' . ~...... .:. 481 . x . ~. .. :J!>. . ~ '" . t ' ',.- '.' .': 'x 48 3~ . .'. 48. J 1 4871 '.' .0.8% '. x N" . .. '. " 1) 7.~ . .'. L "" _ ~n ',:,~ ~~~~:!;': ~:'.:.~]f,:,'..A',".; ..... : 89'2936 W 125,04 48.76'" . .... lOlr1 ~ " 4"15 '\;. .' .";; 4.3' 3.5% 49.18 N " 39.1' 48.01 L5' UTILITY EASEMENT SCALE 1"= 20' ~-------- 20 0 V1 , 30 LEGEND 10 20 f- a -' ~ ~'.":'.:'/"<;<:1 ;. I'--~'--...-....-.".'''.''I (f) _...____-"____m_____n___'_"".....""'...'.n.._.._'_C____n---- 1---------------- -i U W --, a-x (t' Q. INDICATES CONCRETE IMPROVEMENTS )(50.44 2.1% .. INDICATES SPOT ELEVATION INDICATES GROUND SLOPE INDICATES WOOD DECK x- INDICATES FENCELlNE I- 0::: :::J o o (f) 0::: 1t IMPROVEMENT LOCATION CERTIFICATE LOT 2, APPLEWOOD PRESERVE SUBDIVISION JEFFERSON COUNTY, COLORADO DESCRIPTION LOT 2, APPLEWOOD PRESERVE SUBDIVISION, CITY OF WHEAT RIDGE, JEFFERSON COUNTY, COLORADO, IMPROVEMENT LOCATION CERTIFICATE I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR LOU-MAR ENTITIES, THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING OR OTHER FUTURE IMPROVEMENT LINES. I FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL, ON THIS DATE, MAY 28, 2008, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE BOUNDARIES OF THE PARCEL, EXCEPT AS SHOWN; THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. ~'" . ('\ "'r: <2I\\\)0Iid?/r \:j\' ..C.~t~6~.~ ~ v.o\)O"-".:.L-'i.:'...f'.<- '-.:l 6~~ ,j ." \:::J .e!;} C.. .. rfl. '" '<.W 16837 --<, = ~:'d: !;}:o -<' ee .. ~ ~n', ,'~ U.n .... .. ~,....._ u/O -..D... S"V :tAL LA\\'\) NOTICE: ACCORDING TO COLORADO LAW, YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT, IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE CERTIFICATION SHOWN HEREON. NOTES: 1. THIS SURVEY DOES NOT INCLUDE A TITLE SEARCH BY THIS SURVEYOR TO DETERMINE: A. OWNERSHIP OF THIS TRACT OR VERIFICATION OF THE DESCRIPTION SHOWN; B. THE COMPATIBILITY OF THIS DESCRIPTION WITH THAT OF ADJACENT TRACTS; C. EASEMENTS OR RIGHT-OF-WAYS OF RECORD; BUT RELIED ON INFORMATION SUPPLIED BY THE OWNER. 2. ELEVATIONS ARE BASED UPON FIELD WORK PERFORMED ON MAY 28, 2008, PREPARED BY: LANE ENGINEERING SERVICE, INC. 9500 WEST 14TH AVENUE, LAKEWOOD, CO 80215 TEL: (303) 233-4042 FAX: (303) 233-0796 PREPARED: OS/29/08 PROJECT: F48-34 f- o :2 :2 "" N " I I I b I 0 d I 0 ~ >-f- f-Z ::;w :;:: -:::;; , f-w N =>(/) .... . <{ N Sw ~ b 0 z I L <Xl o o N ....... rn N ....... "' . -0 W " "" f- (fJ I N [ f- o --' ,/ '" . -0 ,/ N SCALE 1"= 20' ~-------- 20 o f- o --' ,/ f l'':"'.:':':..>:1 " & l____:_~_:n:__.l-:-'.:.':r..m.....-...l...,."..::m.'1 o W -0 o~x Ir D- ,/ (fJ !L(Qlu 35 I.... 8902 '''~~:i.~'...'.'::'\.:~~:...~O';.;:'':',,::,;:'~,:,:.::,.:,~,.~'.,;:.,,~':'..:,"?'/!c1-:;'.:", ';. .'i ; ':". .~ x ~ Y' ~ l I :'-.,.: 4.3' N ~ -..j x x , 30 INDICATES WOOD DECK ,.1 I ..'.1: 10' UTILITY EASEMENT 35.1' ~ ~ ~ (J1 o. u: 6.0', '1' . : . . . o. " ~ N <.0 d~::r :J:t: ~ <;.-,:>: ~:-.~~~ ~',:~' <;.:.~'~:.'~./::::<~':.:~':. ~ 4.6' . .".. . ~:...:-.., : ~ . :. . :... , :':"~'.: ... A~: :.:' "":: , . 39.1' 5' UTILITY EASEMENT 10 20 INDICATES CONCRETE IMPROVEMENTS x- INDICATES FENCELlNE .. .;:- I I ~- ."..' I ,,;. .... ',. .... '. 2.0' . ~ <.0;. 30.~' ~':,: .?3.8' . .~';, I': 1 '., 1 ~ i , ,: :.. ::", ~'" ':1 ,'.: ;..... . . . :<., .:........ '.: -:'>,,<,~".:'..'>':."'.:: "':: '. .:" . :.... . .' '.... . ~ . . ,.:1. ..',." .:.:....,.- ~:.....~ .":,:);:~": ,'.:. :....,;... __~~.... ~.~.~.'~>4.:~.~.~... . ~:. ~'. ;J '.~.'~: :" _ " "'::',- . . ....." ,:,.;,-.," ......:.../~-..:;.~.~:.~ ~ . ~ .... . ~: ..' :-"..... . ,;.,. ,. - ..-... . 7.4' " :;. :~:. 89029 36 W 125.04 !L(Qlu ~ .... LEGEND )(50.44 2.1% .. INDICATES SPOT ELEVATION INDICATES GROUND SLOPE I- 0:: :::> o o (f) 0:: 1t IMPROVEMENT LOCATION CERTIFICATE LOT 2, APPLEWOOD PRESERVE SUBDIVISION JEFFERSON COUNTY, COLORADO DESCRIPTION LOT 2. APPLEWOOD PRESERVE SUBDIVISION, CITY OF WHEAT RIDGE, JEFFERSON COUNTY. COLORADO. IMPROVEMENT LOCATION CERTIFICATE I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR LOU-MAR ENTITIES, THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE. BUILDING OR OTHER FUTURE IMPROVEMENT LINES, I FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL, ON THIS DATE, MAY 28, 2008, EXCEPT UTILITY CONNECTIONS. ARE ENTIRELY WITHIN THE BOUNDARIES OF THE PARCEL, EXCEPT AS SHOWN; THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT CROSSING OR BURDENING ANY PART OF SAID P ,CEPT AS NOTED. "",\)0 KEG!e \:::,'" .."......<; v~ ~ ...."~UJGL1,...... ~ '-.:l ..~ oS'.. \::? .e!:;j C,'''. \:l:W (f): ~ . \- 1 lC:l>37 -l. n:: o "if) ~/2' -::-.\ t..O:~ NOTICE: ACCORDING TO COLORADO LAW, YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT. MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE CERTIFICATION SHOWN HEREON. NOTES: 1. THIS SURVEY DOES NOT INCLUDE A TITLE SEARCH BY THIS SURVEYOR TO DETERMINE: A. OWNERSHIP OF THIS TRACT OR VERIFICATION OF THE DESCRIPTION SHOWN; B. THE COMPATIBILITY OF THIS DESCRIPTION WITH THAT OF ADJACENT TRACTS; C. EASEMENTS OR RIGHT-OF-WAYS OF RECORD; BUT RELIED ON INFORMATION SUPPLIED BY THE OWNER. PREPARED BY: LANE ENGINEERING SERVICE, INC. 9500 WEST 14TH AVENUE. LAKEWOOD, CO 80215 TEL: (303) 233-4042 FAX: (303) 233-0796 PREPARED: OS/29/08 PROJECT: F48-34 [I[I]~~1Kl Components. a WOlSELEYcompany TRUSS DRAWINGS PROJECT: 1 Lou- Mar Construction... Applewood Lot FILE NAME: D-APPLWD-2007-(S)-(CO) The attached truss drawings are for the above referenced project. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the attached truss components as they are drawn. The suitability and use of each individual component for any particular building is the responsibility of the building designer, per ANSIITPI 1-2002 Chapter 2. My license renewal date for Colorado is January 31,2009. Andrew J. Herseth, PE Stock Components The file name and page numbering below indicate the total number of pages included in this document. D-APPLWD-2007 -(S)-(CO) Page 1 of 81 APPLEWOOD T20 MONO HIP Lou.Mar Construdion..Applewood Lot 2 Job Truss Truss Type St:oc:k Bllilding SLlpply, Denver, CO. 80229, Scott Th~on Job Reference onal 6.500 Ii Feb 52007 MiTek ndusmeli, nc. Mon oct 1512:02:35 2007 Page 1 .,.... ,.... ..." ..." .... 3-11-fi 4xB = 13-2-t1 ~H Scale = 1:45.7 4 6xB = 5 1 I I I , 1 0> B.OO !12 1.5x4 0- ~ 9- ~ 3 2 .... .... 7 3x8 = I 13-2-8 .,~ 6 4x4 I 4xB il PlateOffsets(x.n r2'o-J..8Edael f4'().4..0o-1-91 r6'Edoeo-3-81 . , LOADING (psf) SPACING 2-0-. eS! i OEFL ,. (Ice) l/defl Ud I PLATES GRIP TeLL 30.. Plates Inaease 1.15 Te ..99 I Vert(LL) .0,08 2-7 >999 240 MT20 1691123 (Roof Snow--30.0) I TCDL 10.0 Lllmber Increase 1.15 Be 0.35 Vert(TL) .0.21 2.7 >740 18. BCLL ... RepStress Incr NO we 0.28 Horz(TL) 0.01 6 01. 01. I BCDL 10.0 Code IRC2003fTP12002 (Matrix) I Weight; 58 tb LUMBER TOP CHORD 2X4SPF1450F1.JE BOTCHORD 2X4SPF 1450F 1.JE WEBS 2 X 4 HF StudlStd *Excepto WJ 2 X 4 WW Stud/Std, W1 2 X 4 WW StudJStd BRACING TOP CHORD WEDGE Left 2 X 4 WW StudlStd BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2.0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or l0-0-0oc bracing. 1 Row at midpt 5-6 1 Brace at Jt(s): 5 REACTIONS (Ib/size) 6=6J4IMechanical,2=7741O-5-8 Max Harz 2=8O(LC 5) Max Uplift6=-2n(LC 5), 2=-378(LC 5) Max Grav 6=634{LC 1), 2=927(LC 2) FORCES (Ib). Maximum CompressionIMaxlmum Tension TOP CHORD 1-2=0165,2-3=-9281332, 3-4=-5691289, 4-5=-4041317, 5-6=-5891315 BOT CHORD 2-7=-1761648,6-7=01141 WEBS 3-7=-3471218, 4-7=-15J194, 5-7=-2081545 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0pst; BCDL=6.Opst; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=l.00. 2) TCLL: ASCE 7"'()2; Pf=3O.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater ofmin roof live load of 20.0 pst or 1.00 times flat roof load of 30.0 pst on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water panding. 6) This truss has been designed for a 10.0 pst bottom chord live load nonCOrK;urrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277lb uplift at joint 6 and 3781b uplift at joint 2. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2.1Od nails. LOAD CASE(S) Standard ""WAR!\I~G READ ALL ~OTES O:'\' THIS PAGE A"\D THE ATTACHED GE'\"ERAL TRl'SS )'I;OTESPAGE BEFORE HA"\DLI)'I;G TRtlSSES This design is based solely on parameters shown, and is for an individual building component not a truss system. Applicability of design parameters and sllitabiJi~ for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded "ertica1ly. Bracing shown is for the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted othenvise. Additional permanent bracing orche overall structure is the responsibility ofthc building designer. 'l1ie erector is responsible for temporary bracinc to insure stability durinS construction For general guidance regarding storage. handling. erection and bracing consult the following documents ANSlrrPll-2002 and DSB-89 available from Truss Plate Institute, 218?'J. Lee Street, Slli!e 312, Alexandria VA 22314,/ wwvdpinsl.org'/ PH 703-683-]010 also consult the BCSlt-03 availabJefrom Wood Truss Council of America. 6300 Enterprise Lane. MadisOlL W153719 iWW\\'.woodtrusscom/ PH 608_274_4849 ~g~Kr Components .- D-APPLWD-2007 -(S)-(CO) Page 65 of 81 APPLEWOOO T21 MONO HiP Lou-Mar Construction...Applewood Lot 2 Job Truss TruS$Type Stock Building Supply, Denver, CO. 80229, Scott TholTllson Job RefBrence emal 6.SOO5Feb 52007 MiTek rtdustries, Ine. MonOct1512:02:372007 Paget 1-1-4-0 ,.... ..." ..." ,..... 4-11-6 13-2-8 ~2~ 4x8 = Scale'" 1:55.7 4 ax8 :::; 5 ~ j~1 o , " Sx8 \\ 7 6 4xB = 3x8 II 1ll-().() 13-2-.8 11l-O-(1 3-2-8 Plate Offsets ex. VI' r2-CI-4-O Edael [4'0-4-00..1 91 rS'o..3-8 Edael . , , , . LOADING (pst) i SPACING ,.... I eSI OEFL " (Ioc) IJdefl Ud PLATES GRIP TeLL 30.0 (Roof Snow:3Q.O) Plates Increase 1.15 Te 0.51 Vert(LL) -0.20 '.7 >755 240 MT20 169/123 Lumber Increase 1.15 Be 0.55 Vert(TL) -0.52 '-7 >29' 180 reDL 10.0 Rep Stress Incr NO 1 we 0.49 Horz(TL) 0.01 6 of' of, , BelL 0,0 I BCDl 10.0 Code IRC2OO3ITP12002 (Matrix) Weight: 64 Ib LUMBER TOP CHORD 2X45PF1450F1.3E BOTCHORD 2X4SPF1450F1.3E WEBS 2 X 4 WW StudlStd *Except* W42X4 SPF 1450F 1.3E, W22X4HF Stud/Std BRACING TOP CHORD BOT CHORD WEBS JOINTS Structural wood sl1eat:hing directly applied or 6-0..0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-6 1 Brace at Jt(s): 5 WEDGE Left: 2 X 6 SPF 2100F 1.8E REACTIONS (Ib/size) 6=634IMechanical,2=77410-5-8 Max Horz 2--86(LC 5) Max Upliftfi=..2fi5(LC 5), 2=-369(LC 5) Max Grav 6=634(LC 1), 2=984(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0165,2-3=-9441322, 3-4=-5041249, 4-5=-2861290, 5-6=-6461313 BOT CHORD 2_7=-1591678,6-7=-41190 WEBS 3-7:461320,4-7=-174150,5-7=-2091680 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; COC Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.00 plate grip DOL=1.oo. 2) TCLL: ASCE 7-02; Pf--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greaier of min roof live load of 20.0 pst or 1.00 times flat roof load of 30.0 psfon overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2651b uplift at joint 6 and 369lb uplift at joint 2. 9) This truss is designed in accordance with the 2003lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrrPI1. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2.1Od nails. LOAD CASE(S) Standard ... \\'ARl'OI~G READ ALL NOTES O!\j THIS PAGE A'\"D THE ATTACHED GEJ\ER4.L TRt~SS ~OTES PAGE BEFORE HA!\DLI~G TRt:SSES This design is based solely on parameters shown. and is for an individual building component not a truss system. Applicability of design parameters and suitability for this individual component and its load, are the responsibility of the building designer. This truss must be installed and loaded venicaJly Bracing shown is for the lateral support of individual web members only The top and bonom chords are laterally braced by rigid sheathing unless noted othef\\-'ise. Additional pennanent bracing of the overall structure is the responsibility of the building designer. The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage, handling. erection and bracing consult the following documents A!'IlSlfTPI 1~2002 and DSB-89 available fTOm Truss Plate Institute. 218 N. Lee Street. Suite 312. A]exandria VA 22314 /v.'Ww.tpinst.org./ PH 703-683-]0]0 also consult the BCSII-03 available from Wood Truss Council of America. 6300 Enterprise Lane. Madisoll. Vi] 53719/w\vw.woodrruSS,com 'PH 608-274-4849 lIIm]~HI Compon_ &'MJUlfI..O'eon'lCl8"Y D-APPL WD-2007 -(S)-(CO) Page 66 of 81 iAPPLEWOOO MONO HIP Lou-Mar Construction...Applewood Lot 2 Job ITruss T22 Truss Type Stoc:k Building Supply, Denver, CO. 80229. Scott Tho~son JobRefetenee 0 lonal 6.500 s Feb 52007 Mirek ~dustrie$.lne. Man Oct 15 12:02:38 2007 Page 1 -1-4-<11 ~10 1-4-<1 fi..O-10 12... 113-2~ ~11-6 10x~ 8.00 112 4x8 5 6 3x6 'l \! I ;;;; ! ice Scale = 1:71.1 Jj .... 3x8 II 9 1.5x4 8 7 8x8 = ...." ...." 12... 5-11-6 3x~",~ 1-2-8 Plate Offsets lx'Y}' r2,0-3-8 Edae1 r5,0-5-40-1.o1 r6,0-3-8 Edael 17' Edge 0-3-81 . , . . , LOADING (psf) SPACING '-0-0 I eSI DEFL ;n (Ioc) lldefl Ud PLATES GRIP TCLL 30.0 (Roof Snow--30.0) Plates Increase 1.15 Te 0.71 Vert(LL) -0.04 ,., >999 240 MT20 169/123 Lumber Increase 1.15 Be 0.71 VertrrL) -0.10 ,., >999 180 TCDL 10.0 Rep Stress Incr NO we 1.00 Horz(TL) 0.02 7 nl. n]. BCLL 0.0 BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Weight: 73 Ib LUMBER TOP CHORD 2X4SPF145Of1.3E BOT CHORD 2X4SPF145Of1.3E WEBS 2 X 4 WW StIJdlStd "Except" W42X4SPF 1450F 1.3E, W12X4HFStud/Std, W22X4 HF StudlStd BRACING TOP CHORD WEDGE Left: 2 X 4 WW Stud/Std BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 5-9-1 OC purlins, except end verticals, and 2-0-0 oc purl ins (6-0-0 ma): 5-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-7,5-7 1 Brace at Jt(s): 6 REACTIONS (lbJsize) 7=6341Mechanical,2=77410-5-8 Max Horz 2=92(LC 5) Max Uplift7=-250(LC 5), 2--362(LC 5) Max Grav 7=732{LC 2), 2=1013(LC 2) FORCES (Ib). Maximum CompresslonIMaximum Tension TOP CHORD 1.2=0165,2_3=-10431262,3-4=-3481190,4-5=-1561224,5-6=-7/234,6-7=-291199 BOT CHORD 2-9=-1011700,8-9=-1011700,7-8=01189 WEBS 3-9=01263,3-8=-7061352,5-8=-3751451,5-7=-9031306 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0pst; BCDL=6.0pst; Category it; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 pst or 1.ootimesflat roof load of 30.0 pst on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 Ib uplift at joint 7 and 362lb uplift at joint 2. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referellCect standard ANSIlTPl1. 10) Design assumes 4x2 (flat orientation) purlins at DC spacing indicated, fastened to truss TC w/2.1Od nails. LOAD CASE(S) Standard .... V."ARJ,'I~G READ ALL ~OTES 0,," THIS PAGE A"O THE ATTACHED GE!"ERAL TRI'SS NOTES PAGE BEFORE HA.!\DU'IrrlG TRI:SSES This design is based solely on parameters shown, and is for an individual building component not a truss system. Applicability of design parameters and suitabilil) for this individual component and its loads are the responsibility of the building designer. This truss must be installed and loaded venically. Bracing sho..."t is for the lateral support of individual web members only. The top and bottom chords are ]aterally braced by rigid sheathing unless noted otherwise. Additiona] permanent bracing of the overall structure is the responsibility oflbe building designer. The erector is responsible for temporlll)' bracing to insure stability during construction for general guidance regarding storage, handling. erection and bracing consult the following documents ANSIrrPI 1~2002 and DSB-89 available from Truss Plale lnstitute. 218 N. Lee Street. Suite 312. Alexandria V A 223]4 " wv,'v.-tpinsl.org i PH 703-683-10 I 0 also consult the BCS] 1-03 available from \\'ood Truss Council of America 6300 Enterprise Lane. Madison. Wl 53719 i wv,'w.woodtruSS.com"" PH 608-274-4849 ~~lKT Compo__ .WOLIl!iI.11'~ny D-APPL WD-2007 -(S)-(CO) Page 67 of 81 APPLEWOOO MONO TRUSS Lou-Mar Construction. Applewood Lot 2 Job Truss Truss Type T23 " Job Reference 1Ional 6.500 s Feb 52007 MITek ndustr1es, Inc. Man Oct 1512:02:39 2007 Page 1 Stock Building Supply, Denver, CO. 80229, Scott ThOll1}Son T J t 1#' o 44<l 8-7-12 13-2-8 44<l ~,. ..." 8.00 [12 3x' II 8 5xB -:/ i 1.5x4 ,,\ ~ Scale::c 1:68.7 1-1-4-01 ,.... 3xB :1 SPACING Z.O-O Plates Increase 1.15 Lumberlncrease 1.15 Rep Stress Iocr NO Code IRC2OO3/TPI2002 I 8 7 3x4 = 3x6 = I 13-2-8 .... DEFL In (Ioe) I/defl LJd PLATES GRIP Vert(Ll) -0.05 7-8 >999 "" MT20 169/123 Vort(TL) -0.12 7-' >999 '88 HorzrrL) 0.02 7 01. 01. Weight: 64lb .... .... Plate Offsets ex.. V): r2:0-3-8.EdQel. [4'0-1.12.0-3--01 LOADING (psf) TelL 30.0 (Roof Snow=30.0) TeDL 10.0 BeLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2X45PF145OF1.3E BOTCHQRD 2X4SPF145OF1.3E WEBS 2 X 4 HF Stud/Std *Except* W4 2 X 4 WW Stud/Std, W3 2 X 4 WW StudlStd cs Te 0.48 Be 0.34 WB 0.79 (Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 6-(1..0 De purlins. except end verticals. Rigid ceiling directly applied or 1()..()..0 DC bracing. 1 Row at midpt 6-7 BOT CHORD WEBS WEDGE Left: 2 X 4 V'M StudlStd REACTIONS (Ib/size) 7=6341Mechanical, :Z=TI4ID-5-8 Max Horz 2=606(LC 5) Max Uplift7=-420(LC 5), 2=-181(LC 5) Max Grav 7=824{LC 2), 2=1017(LC 2) FORCES (Ib) - Maximum CompressionIMaximum Tension TOP CHORD 1_2=0165,2_3=-1078/0,3-4=-807113,4-5=-541115, 5-6=-168/101, 6-7=-2041141 BOT CHORD 2.S:-426I753,7-8=-231/424 WEBS 3-8=-3221261, !MJ=-1281426, 5-7=-692/384 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; C.C Exterior(2); cantilever left exposed; end vertical left exposed; Lumber DOL""1.00 plate grip DOL=1.00. 2) TClL: ASCE 7-02; Pf--3Q,0 pst (flat roof snow); Category II; Exp C; Partially Exp,; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of mln roof live load of 16.0 pst or 1.00 times flat roof load of 30.0 psf on overhangs non.concurrent with other live loads. 5) This tnJSS has been desigllOd fora 10.0 pst bottom chord live load nonconcurrent with any other live loads, 6) Refer to glrder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 Ib uplift at joint 7 and 1811b uplift at joint 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrrPI1. LOAD CASE(S) Standard ... 'WARJIr\I~G _ READ ALL NOTES O~ THIS PAGE A:\"D THE ATTACHED GE1'\ERA.L TRUSS "iQTES PAGE BEFORE HA"\DLI:'\"G TRl!SSES This design is based solely on pMameters sho'WIl. and is for an individual building component not a truss system, Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded vertically, Bracing shown is for the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted otherwise, Additional permanent bracing of the overall structure is the responsibility of the building designer. The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage. handling, erection and bracing consult the following documents ANSlrrPI 1.2002 and DSB--89 available from Truss Plate Institute, 218 N. Lee Street. Suite::;] 2. Alexandria VA 223]4 ,I www.tpinsl.org PH 703--683.1010 also consult the DeSl 1.03 available from Wood Truss Council of J\merica 6300 Enterprise Lane. \1adison. \\-1 537]9,1 www.woodtruss.com;.PH 608-274-4849 ml~tc;J~ Compo-- IlWOlE.n~"Y D-APPLWD-2007 -(S)-(CQ) Page 68 of 81 Job Trulls Truss Type "" Ply I Lou-Mar Construction..Applewood Lot 2 1 APPLEWOOO , T24 SPECIAL Stock Building Supply, Denver, CO. 80229, Sc:ott ThOl'Jl)son Job ReferenclI tlenal 6.500 s Feb 52007 MiTek ndustris$, Inc. Mon Oct 1512:02:412007 Pilge 1 .,,,, ,... .'-12 4-1-12 ..,. ~,.. I 5x8 :::: 13-2-8 ~,. Scale'" 1 :45.5 5 3x8 Ii 6 8.00 [12 1.5x4.::::.- q> ~ 4 i.. 1';1 ,'\11 Q 2 8 6x8 = ~ Q N 4x8 -:::: 4.00[12 7 6x6 .:::::- .... .... 1:>2..s .... PlateOffsets(Xn [2'0-0-106-2-41 [5'0-4-00-1.91 f7'D-2-11 Edael . . LOADING (pst) SPACING 2-0..0 C5I OEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 30.0 (Roof Snow--30.0) Plates Increase 1.15 TC 0.92 Vert(LL) 0.06 7-8 >999 240 MT20 169/123 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.12 ,-8 >999 180 reDL 10.0 Rep Stress Incr NO WB 0." Horz(TL) 0.08 , nla nla BelL 0.0 BCDL 10.0 Code IRC200JJTPI2002 (Matrix) Weight: 58 Ib LUMBER TOP CHORD 2X4SPF 1450F 1.3E BOrCHORD 2X45PF145OF1.3E WEBS 2 X 4 Hf StIJd/Std *Except. W3 2 X 4 WW Stud/Std, W1 2 X 4 WW StudlStd SUDER Left2X4WWStlJdlStd2.5-3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purllns, except end verticals, and 2-0-0 oc purlins (6-0-0 max..): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) 2=769/0-5-8, 7=641JMechanlcal Max Horz 2=74(LC 5) Max Uplift2=-368(LC 5), 7=-282(LC 5) Max Grav 2::Q2O(LC 2), 7=642(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0154,2-3=-15281460,3-4=-13941483, 4-5=-1058/J48, 5-6=-431172, 6-7=-2741161 BOT CHORD 2-8=-31811182, 7-8=-261598 WEBS 4-8=-32fi1251, 5-8=-1091805, 5-7=-n11231 NOTES 1) Wind: ASCE 7..()2; 11Omph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left arKI right exposed; Lumber DOL=1.oo plate grip DOL=1.oo. 2) TeLL: ASCE 7-02; Pf=30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct:: 1 3) Unbalancecl snow loads have been considered for this destgn. 4) This truss has been desigrled for greater ofmin roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSlrrPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368lb uplift at joint 2 and 282lb uplift at joint 7. 10) This truss is designed In accordance with the 2003 International Residential Code sections R50211.1 and R802.10.2 and referenced standard ANSIITP11. 11) Design assumes4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard ~.~!1'8~~ ~,~,~ ~!to_(~_o~\ ".. - . . . . . . -.. ." . '.A~~ .WARNI'IrrlG READ ALL NOTES ON THIS PAGE A:\'D THE ATTACHED GENER-\L TRt'SS ~OTES PAGE BEFORE fl-\NDU....G TRrSSES This design is based solely on parameters shown. and is for an individual building component not a truss system_ Applicability of design parameters and suitability for this individual component and its loads are the responsibility of me building designer, This truss mllst be installed and loaded vertically_ Bracing shown is for the lateral support of individual web members only_ The top and bottom chords are laterally braced by rigid sheathing unless nOled otherwise_ Additional pennanent bracing of the overall structure i5 the responsibilil) oflhe building designer. The erector is responsibk for temporal)' bracing 10 insure stability during construction For general guidance regarding storage, handling, erection and bracing consult the following documents ANSlrrPll~2002 and DSB-89 available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria V A 22314 "",,,",,,,,' ,tpinstorg i PH 703-68::-] 01 0 also consult the BCSI 1-03 available from Wood Truss Council of America 6300 Enterprise Lane. Madison_ "VI 53719 ww,,",'woodtrusscom'/ PH 608-174-4849 ~~lKl eDIDpO__ aWOUB:n'ccmpanv D-APPLWD.2007 -(S)-(CO) Page 69 of 81 Job Truss Truss Type Lou-Mar Construction ..Applewood Lot 2 APPLEWOOD T25 I SPECIAL I .Job Raference 0 "onal 6.500 s Feb 52007 MITek r.dUstriSll, Inc. Man Oct 1S 12:02:42 2007 Page 1 Stock Building Supply, Denver, CO. 80229, Scott ThO"l'$On 1-14(11 ,... 5-1-12 5-1.12 '""" ..,... I 5xB = '''~ ~2~ Scale = 1:55.3 3x8 5 8 j :;I " ,.:. 8 6x8 = ~ ~ 'T N 4.00[12 H4 H4 13-2-8 H4 7 ax8.;:;:,- I PlateOffsetslX.Yl- rZ'o-o-10Q..2-41 rS-0-4-0M.91 17'0-2.1 Edgel . . , LOADING (pst) SPACING 2.... CS! DEFL In (Ioe) lldefl Wd I PLATES GRIP TelL 30.0 (Roof Snow=30.0) Plates Increase 1.15 TC 0.50 Vert(LL) 0.09 7-' >999 240 MT20 1691123 Lumber Increase 1.15 BC 0.38 Vert{Tl) -0.13 7-' >999 180 reDL 10.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.09 7 nI. nI. I BelL 0.0 aCDl 10.0 Code IRC2OO3fTPI2002 (Matrix) ! Weight: 62lb LUMBER TOP CHORD 2 X 4 SPF 1450f 1.3E BOrCHORD 2X4SPF145OF1.3E WEBS 2 X 4 WVV StudlStd "Except" W32X4SPF 1450F 1.3E, W22X4 HF StudlStd SLIDER Left 2X4WWStudlStd 3-0-10 BRACING TOP CHORD BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals, and 2-0-0 oc purtins (6-0-0 max.); 5-5. Rigid ceiling directly applied or 1o..Q-() oc bracing. 1 Row at midpt 6-7 1 Brace at Jt(s): 5 REACTIONS (Ib/size) 2:769/0.5-8,7=6421Mechanical Max Harz 2--80(LC 5) Max Uplift2=..358(LC 5), 7=-270(LC 5) Max Grav 2=975(LC 2), 7=642(LC 1) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1-2=0154, 2-3=-1555i413, 3-4=-13531445, 4-5=-12361402, 5-5=-171204,5-7=-1601125 BOT CHORD 2-8=-28011280,7-8=01333 WEBS 4-8=-387/309,5-8=-24511078,5-7=-7161180 NOTES 1) Wind: ASCE 7-02: 11Omph; h:25ft; TCDL:6.0psf; BCDL:6.Opsf; Category II; Exp C: endosed; C-C Exterior(2); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL:1.00 plate grip DOL:1.00. 2) TCLL: ASCE 7...(l2; Pf"'"-3Q.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct: 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 pst or 1.00 times flat roof load of 30.0 pst on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to glrder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSlfTPI1 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 358lb uplift at joint 2 and 270 Ib uplift at joint 7. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD eASE(S) Standard .. WARNI~G READ ALL NOTES ON THIS PAGE A~D THE ATTACHED GEJ\ER4.L TRl'SS NOTES PAGE BEFORE HA'DLlNG TRl!SSES This design is based solely on parameters sho~, and is for an individual building component not a truss system. Applicability of design parameters and suitabilit) for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded vertically. Bracing shown IS for the lateral suppOI1 of individual web members only. The top and bottom chords are ]aterally braced by rigid sheathing unless noted othen...ise Additional permanent bracing of the overall structure is the responsibilil) ofthe building designer. The erector is responsible for temporary bracing to insW'e stability during construction For general guidance regarding storage. handling. erection and bracing consult the following documents ANSlrrPI 1-2002 and DSB-89 available from Truss Plate Institute, 218 N Lce Street. Suite 3]2. Alexandria. VA 223]4 iwwwtpinst.orgiPH703-683-]010alsoconsulttheBCSI 1-03 available from Wood Truss Council of America. 6300 Enterprise Lane. Madison. \\1 537]9 iW',\'w.woodtrus5.com/ PH 608-274-4849 ~~MJ CoaLponelda aWOtJilllt\'ODmf*'IY D-APPLWD-2007 -(S)-(CQ) Page 70 of 81 APPLEWOQD 126 SPECIAL Lou-Mar ConstructionnApplewood Lot 2 iJob Tross TroIiST~ Stock Building Supply. Denver. CO. 80229, Scott Tho"ll5On 'JobReferenee 0 onal 6.500 s Feb 52007 MlTek ndustries, ne. Mon Oc:t 1512:02:43 2007 PlIge 1 4x8 ::::- 3x4 'i 4.00[12 "... 113--2-81 >~12 8-2~ 5x == Scale = 1:65.2 8.00 [12 5x12 6 3x4 'i ; 3x' I I I ::;i; I"; ; 2 ,~ !";" 9 ,0 IN 6x8 == ; 8 8x8 :::::- 1~2-8 I - DEFL '" (Ioc) Ildefl Ud PLATES GRlP Vert(LL) 0.10 ..9 >999 240 MT20 1691123 Vert(TL) -0.16 2.9 >97' 180 Horz(TL) 0.09 . oJ" oJ" 1.1-+0 ,.... ..... ..... I" 2 j~l o ; 1 J1 ..... ..... LOADING (psf) TelL 30.0 (Roof Sn0w=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2X4SPF145OF1.3E BOTCHORD 2X4SPF1450F1.3E WEBS 2 X 4 HF StlKllStd "Except" W3 2 X4SPF 1450F 1.3E, W4 2 X4 WW StudlStd Left 2X4WNStudlStd3-11-10 Plate Offsets ex Y): [2:0-0-10.0...2..41. [6:0-4-0,0...1-91. l7:o...3-8.EdQel r8:0-2-1 Edael CSI TC 0.84 BC 0.54 we 0.79 (Matrix) SPACING 2-0-0 Plateslna-ease 1.15 Lumberlncrease 1.15 Rap Stress Incr NO Code IRC2OO3/TPI2002 Weight: 69 Ib SUDER BRACING TOP CHORD BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 5-0-1 DC purlins, except end verticals, and 2..o-ooc purl ins (6-0-0 max..): 6-7. Rigid ceiling directly applied or 10...0...0 oc bracing. 1 Row at midpt 7-8,6-8 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 2:=76910-5-8, 8=642IMechanical Max Horz 2--89(LC 5) Max Uplift2=-351(LC 5), 8=-255(LC 5) Max Grav 2:=1005(LC 2), 8=743(LC 2) FORCES (Ib) _ Maximum CompressionIMaximum Tension TOP CHORD 1_2:=0154,2_3==--16231326,3-4=-1369/350,4-5=-15261606,5-6:=-13471635,6-7=-131246,7-8=..461234 BOT CHORD 2-9==-17711225,6-9==01225 WEBS 4-9==-593/455, 6-9=-55111544, 6-8=-359124 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL::6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf::30.0 psf (flat roof snow); Category II; Exp C; PartIally Exp.; Ct= 1 3) Unbalanced SIlOW loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat rocf load of 30.0 psf on overhangs IlOn-concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI1 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 with standing 3511b uplift at joint 2 and 255lb uplift at joint 8. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIITPI1. 11) Design assumes4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard .WAR"..Il"G READ ALL ~OTES 0",", THIS PAGEA""D THE ATTACHED GE""ERAL TRVSS !\OTES PAGE BEFORE H.4.""DLI""G TRt~SSES This design is based solely on parameters shown. and is for an individual building component not a truss system. Applicability of design parameters and suitabilit) for this individual component and its loads are the responsibility of the building designer TIus truss must be installed and loaded venical]y Bracing shov.'D is for the lateral support of individual web members only. The top and bottom chords lITe ]aterally braced hy rigid sheathing unless noted otherwise Additional permanent bracing of the overall structure is the responsibility of the building designer The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage. handling, erection and bracing consult the following documents A!'ISlfTPI1.2002 and DSB-89 available from Truss Plate Instimte, 218 K Lee Street. Suite 312. Alexandria V A 223] 4 wW'\\.tpinst,org I PH 703-683. I 0] 0 also consult the BCSI 1-03 available from Wood Truss Council of America 6300 Enterprise Lane. Madison. \\-1 53719:wwwwoodtrusscom'/ PH 608.274-4849 ~~fKJ Componente . WOlS8.n"corroplIll~ D-APPLWD-2007 -(S)-(CO) Page 71 of 81 APPLEWOOD TV iTrussTyPl! SPECIAL lou-Mar Construction ..Applewood lot 2 Jo' Truss Stock Building Supply, Denv..r, CO. 80229, Scott Th~on JobR.ference 0 Uonel 6.500 s Feb 52007 MITek ndusmes. k'lc. Mon Oct 1512:02:442007 Page 1 1_1-4-01 ,.... 4-<><> 4-<><> .... 4-2. 13-2..a 4-<><> 8.00 [12 3x4 I! 7 Scale = 1 :68.5 .. 1. 1:ij1 , , o 6x8 'i 1.5x4 .:::::- 3 9 6x8 = I~ ]~ 4x8 :::::- 3x6 'l 4.00 [12 ...... ...... 8 4x4.::::: 13-2..a ...... Plate Offsets (X,YI: r2:G-O-10 0-2-41. rS:0-0-12.0-3-01 lOADING (pst) TCll 30.0 (Roof Snow=3ll.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2X4SPF145OF1.3E BOTCHORD 2X4SPF145OF1.3E WEBS 2 X 4 HF StudlStd "Except" W4 2 X 4 WN StuQ'Std, W3 2 X 4 WN StudlStd Left2X4WW StudlStd 2-7-13 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2OO3ITPI2002 CSI TC 0.45 BC 0.41 WB 0.80 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) In -0.06 -0.13 0.10 (toe) " 8-" 8 Ildefl >999 >999 nla Ud 240 180 nla PLATES MT20 GRIP 169/123 Weight: 64 Ib BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing 6&ctly applied or 5-0-4 oc pur1ins, except end verticals. Rigid ceiling directly applied or 7-4-7 oc bracing. 1 Row at midpt 7-8,6-8 SLIDER REACTIONS (Ib/size) 2=769/1).5-8, 8=642/Mechanlcal Max. Horz 2=602(LC 5) Max. Uplift2=-168(LC 5), 8=-427(LC 5) Max. Grav 2=1008(LC 2), 8=834(LC 2) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1_2=0154,2_3=-1756/367,3-4=-16101394,4-5=-13071273,5-6=-1040/276,6-7=-169/97,7-8=-1961138 BOT CHORD 2-9=-79411366,8-9=-3261605 WEBS 4-9=-313/276,6-9=-4151965,6-8=-932/514 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psfj BCDL=6.0psf; Category 11; Eli;p C; enclosed; C-C Exterior(2); cantilever left exposed; end vertical left exposed; Lumber DOI..=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pt--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) UnbalallC8d snow loads have been considered for this design. 4) This truss has been designed for greater ofmin roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non-concurrent with otherliveloacls. 5) This truss has been designed for a 10.0 psf bottom chord live load Ilonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at jolnt(s) 2 considers parallel to grain value using ANSlfTPl1 angle to grain fOnTlula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168lb uplift at joint 2 and 427lb uplift at joint 8. 9) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. LOAD CASE(S) Standard .&.WAR"!'.lIlriG READ AL.L ~on:s 01\ THIS PAGE A....D THE ATTACHED GE"I\ERAL TRl'SS 1lri0TES PAGE BEFORE HA....DLll\G TRl!SSES This design is based solely on parameters shown. and is for an individual building component not a truss system Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded ".ertically. Bracing shown is for the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted othenvise. Additional pennanent bracing of the overall structure is the responsibility of the building designer The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage. handling, erection and bracing consult the following documents Al'\SlffPI1-2002 and DSB-89 available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314 iwwv..tpinSl.orgi PH 703-683-1010 also consult the BCSII-03 available from Wood Truss Council of America, 6300 Enterprise Lane. Madison. \VI 53719 www.woodtruSS.comiPH 608_274-4849 ~lClIKI Cv.. .- DRents .-- D-APPLWD-2007 -(S)-(CQ) Page 72 of 81 APPLEWOOO V01 VALlEY Lou-Mar Construction...Applewood Lot 2 Job Truss TrussTyplI 2-8-15 2-&-15 Job Rllference 0 ionBI 6.S00sFllb 52007MiTek r.dustries, lnc. MonOct1S12:02:462007 Pagll1 3x4 II I Stock Building SUpply, Denver, CO. 80229, SCOtt TholTllliOll Scale: 1:16.2 - l 12.00 112 ., 3 ~...A // 2-$-15 2-&-15 1....4 II! LOADING (psf) SPACING 2-0-0 I OSI OEFL ;n (Ioc) Ildefl i PLATES TelL 30.0 Ud GRIP (Roof Snow--30.0) Plates Increase 1.15 TC 0.39 Vert(LL) nlo nla ... MT20 1691123 TCDl 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) nla nla ... BelL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 nla nla BCDL 10.0 , Code IRC2003ITPI2002 (Matrix) Weight:9lb LUMBER TOP CHORD 2X4SPF145OF1.3E BOT CHORD 2 X 4 SPF 1450F 1.3E WEBS 2 X 4 VIMI StudlStd BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS (lbJsi;Ee) 1=102/2.8-15,3=10212-8-15 Max Harz 1=11(LC 5) Max Uplift1=-J9(LC 5), J=..52(LC 5) Max Gray 1=133(LC 2), 3=133(LC 2) FORCES (Ib) - Maximum CompressionIMaximum Tension TOP CHORD 1-2=-66166,2-3=-112f64 BOT CHORD 1-3=0172 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf=30.0 pst lflat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) this truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continLKJus bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39lb uplift at joint 1 and 52lb uplift at joint 3. 7) This truss Is designed in accordance with the 2003lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrrPI1. LOAD CASE(S) Standard "''''ARl\l~G READ ALL J\OTES Ol\ THIS PAGE Al\D THE ATTACHEDGE!Iri'ERU TRllSS )'o;OTES PAGE BEFORE HA;'oiDLI;\1G TRrSSES This design is based solely on pw-ameler, shown, and is for an individual building component not a truss system Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded vertically Bracing shown is for the ]ateral support of individual web members only The top and bottom chords are laterally braced by rigid sheathing unless noted otherwise. Additional permanent bracing of the overall structUre is the responsibility of the building designer. The erector is responsible for temporar)' bracing to insure stabili'l)-' during construction For general guidance regarding storage, handling, erection and bracing consult the following documents A/'IiSlffPll-2002 and DSB-89 available from Truss Plate Institute. 2]8)\. Lee So-eet. Suite3J2. Alexandria. VA 223]4 i wwwtpinsLorgiPH703-683-]0]Oalsoconsultthe BCST T-0311vailab1e from Wood Truss Council of America. 6300 Enterprise Lane. \111disoll. \V] 53719 www.woodtrusscom,/PH608-174-4849 lmI[j]~MI Components .WOtSEI.n'~"Y D-APPLWD-Z007 -(S)-(CQ) Page 73 of 81 APPLEWOOD Y02 Truss Type 'VALlEY "'" Ply Lou-Mar Construction...Applewood Lot 2 Job Truss Stoek Building Supply, Denver, CO. 80229, Sc:ott Thol1llson JobRBference 0 onal 6.500 s Feb S 2007 MITBlI ndustrles, ne. Moo Oct 1S 12:02:47 2007 Page 1 3x4 II ~ 4-10-15 4-10-15 3 Scale = 1:27.0 12.00 112 3x4 3x4'l 4-10-15 tM511 .sx4 II LOADING (pst) SPACING 2-0-0 I CSI DEFL In (Ioc) Ildefl Ud ] PLATES GRIP TCLL 30.0 (Roof Snow--30.0) Plates Increase 1.15 TC 0.43 Vert(LL) nI. nI. 90S MT20 1691123 TCDL 10.0 Lumber IrtereaSe 1.15 i BC 0." Vert(TL) nI. nI. 90S BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.00 4 nI. nI. BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Weight: 20lb LUMBER TOP CHORD 2X4 SPF 1450F 1.3E BOT CHORD 2X4SPF145QF1.3E WEBS 2X4SPF 1450F 1.3E OTHERS 2 X 4 WW StutVstd BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-10-15 DC purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=7714-10-15,4-""'9014-10-15,5=275/4-10-15 Max Horz 1=22(LC 5) Max Upllft5=-309(LC 5) Max Grav 1=1OQ(LC 2), 4=117(LC 2), 5=357{LC 2) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=-1591104,2-3=-1101117,3-4=-9910 BOT CHORD 1.5=01141,4-5=01141 WEBS 2-5=-302/342 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=G.Opsf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf=30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads nave been considered for this design. 4) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearill9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3091b uplift at joint 5. 7) This truss is designed in accordance with the 2003lntematlonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrrPI1. LOAD CASE(S) Standard .... 'WAR;"tII'\G READ ALL NOTES O"l THIS PAGE A!\ro.O THE ATTACHED GE"\ERAL TRUSS '\OTES PAGE BEFORE HA"'DLlNG TRl:$SES This design is based solely on parameters shown, and is for an individual building component not a truss system, Applicability of design parameters and suitabilit) for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded venically. Bracing shown is for the lateral support of individual web members only. The lOp and bottom chords are laterally braced by rigid sheathing unless noted otherwise Additional permanent bracing oftbe overall structure is the responsibility of the building designer, The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage. handling. erection and bracing consult the following documents ANSlrrPI 1-2002 and DSB-89 available from Truss Plate Institute. 218 N. Lee Street Suite ::12. Alexandria VA 22314 /wwwtpinsLorg"-PH703-683-1010alsoconsultthe BCS11-03 available from Wood Truss Council of America. 6300 Enterprise Lane_ Madison. WI 53719 i www,woodtrusscom,"-PH608-274-4849 ~~~ Components a~company D-APPLWD-2007 -(S)-(CO) Page 74 of 81 APPLEWOOD V03 VAllEY Lou-Mar Censtructien...Applewood let 2 Job Truss Tru$&Type Stock Building Supply, Denyer, CO. B0229, Sc:ott Tho~son Job R.~renee 0 .anal 6.500 s Feb 52007 MlTek ~dustries,lnc. Mon Oct 1512:02:48 2007 Paga1 ~ ~ 18-2-15 4x4~14 Scalec:1:51.3 3 j 12.00 If2 3x4 Ii '"I ~ .. 3x4 'l 7 3x4 II ~2-1S 8-215 3x4 Ii 3x4 I 6 5 LOADING (pst) SPACING 2-0-0 CS! DEFL ;" (lac) lldefl Ud PLATES GRIP TCll 30.0 (Roof Snow--30.0) Plates Increase 1.15 TC 0.48 Vert{Ll) <>I. <>I. 099 MT20 1691123 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) <>I. <>I. 099 BCLL 0.0 RepStress Incr NO we 0.45 Herz(Tl) 0.00 5 <>I. <>I. BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Weight: 371b LUMBER TOP CHORD 2X4SPF145OF1.3E BOTCHORD 2X4SPF145OF1.3E WEBS 2 X4 SPF 1450F 1.3E ~Except~ W12X4WNStud!Std OTHERS 2X4WWStud!std BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied er 6-0-0 oc pur1ins, except end verticals. Rigid ceiling directly applied or 10-0-0 DC bracing. REACTIONS (Ib/size) 1=15318-2-15,5:7818-2-15,7=39818-2-15,6=14618-2-15 Max Horz 1=21(LC 5) Max Uplift1=-5(LC 5), 5=-224{LC 5), 7=-422(LC 5) Max Grav 1=199(lC 2), 5=102(lC 3), 7=517(lC 2), 6=332(lC 5) FORCES (lb) - Maximum CompressionIMaximum Tension TOP CHORD 1-2=-921174,2-3=-1351286,3-4=-501274,4-5=-881232 BOT CHORD 1-7;()/13S, 6-7;()/138, 5-6=01138 WEBS 2-7=-439/469,3-6=-31310 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.0pst; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TClL: ASCE 7-02; Pf--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Sib uplift at joint 1, 224lb uplift at joint 5 and 422lb uplift at joint 7. 7) This truss is designed in accordance with the 2003 I ntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPl 1. LOAD CASE(S) Standard ~.~~~~ ,#:#"J.~\.~ i~O-(~-O ....~ ~. : . . .. . . . . . . . . . . . . "A/~ ... WAR'\ING READ ALL "'IOTES 0' THIS PAGE A'D THE ATTACHED GENER.\L TRl$S NOTES PAGE BEFORE HA!'DLlNG TRrSSES This design is based solely on parameters shown, and is for an individual building component not a truss system. Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer. This truss must be installed and loaded vertically_ Bracing shown is for the lateral support of individual web members only The top and bottom chords are laterally braced by rigid sheathing unless noted otherwise, Additional permanent bracing of the oVl.':ralJ structure is the responsibility of the building designer, The erector is responsible for lemporary bracin8 10 insure stability during construction For general guidance regarding storage, handling, erection and bracing consult the following documents ANSlrrP11-2001 and DSB-89 available from Truss Plate Institute, 218:---J, Lee Street. Suite 312. Alexandria VA 22314 / www_tpinst,org/PH 703-683-1010 also consult the BCSII-03 available from Wood Truss Council of America. 6300 Enterprise Lane. Madison. 'VI 53719 / www,woodtruss_com/PH 608-274-4849 ~~Kl Components .-.an_ D-APPLWD-2007 -(S)-(CO) Page 75 of 81 APPLEWOOD V04 GABLE Lou-Mar Construct.ion...Applewood Lot 2 Job Truss Truss Type Stock Building Supply, Denver. CO. 80229. Scott Tho~son JobReferenC6 0 10m" 6.SOOsFeb 52007MiTek r.dustrles, Inc. MonOct1512:02:492007 Pagel 7-10-0 7-10-6 9-6-15.1().&.; 4x41*14 1-1-2 Scale = 1 :65.5 1,2.00 [i2 ~ I 1.5x4 II 1.5x4 II Q .; ,;, 12 3x4 ij 1.5x4 II 11 1.5x4 109 3x4 !I 1.5x~1~; 1-1-2 "'15 "'15 Plate Offsets (X,V): r4:0-2-O,EdAel LOADING (pst) TCLL 30.0 (Roof Sn0w:30.0) TCDL 10.0 BeLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2X4SPF1450F1.3E BOT CHORD 2 X 4 SPF 1450F 1.3E -Except" B22X4 WWStudJStd 2X4WWStudJStd SPACING 2-0-0 Plates Increase 1.15 Lumberlncrease 1.15 Rep Stress Iner NO Code IRC2OQ3fTPI2002 CSI TC 027 BC 0.19 WB 0.37 (Matrix) DEFL Vert(LL) Vort(TI.) Horz(TL) in (Ioc) oJ. oJ. 0.04 8 I/defl oJ. oJ. oJ. Ud 999 999 oJ. PLATES MT20 GRIP 169/123 Weight: 46 Ib BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 ocbracirtg: 7-8. &-0-0 oc bracing: ~ OTHERS REACTIONS (Ib/size) 1=10/10-8-1,7::24110-8-1,9=8110-8-1, 8=6BJ1Q.8.1, 11=387/10-8-1, 12=302I1Q.8.1,1O=198110-8-1 Max Horz 1=315(LC 5) Max Uplift7=-48(LC 5), 9=-72(LC 4), 8=-116(LC 5), 11=-304(LC 5), 12=-339(LC 5) MaxGrav 1=33O(LC 5), 7=34(LC 3), 9=8(LC 1), 8=114(LC 3), 11=4B9(LC 2), 12--398(LC 2), 10=2OO(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1_2--467198,2_3=-181/138,34=-153/118,4-5=-99/97,5-6=-27/132, 6-7=-0/69 BOT CHORD 1-12=0/8,11-12=018, 10-11=0f8, 9-10=018, 8-9=0/0, 6-8=-117195, 7-8=-810 WEBS 3-11"'-411/349,2-12=-3471388,5-10=-16310 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCOL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Bearing atjoint(s) 8 considers parallel to grain value using ANSlrrPI1 angle to grain fonnula. Building designer should verify capacity of bearing suriace. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48lb uplift at joint 7, 721b uplift at joint 9, 1161b uplift at joint 8, 304lb uplift at joint 11 and 339lb uplift at joint 12. 8) Beveled plate or shim required to provide full bearing suriacewith truss chord atjolnt(s) 7. 9) This 1russ is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard AN$lrrPI1. LOAD CASE(S) Standard ... \\"ARl'\I~G READ ALL NOTES ON THIS PAGE AlIri'D THE ATTACHED GE1\ERAL TRt:SS ~OTES PAGE BEFORE HAl\DLI!\lG TRt:SSES This design is based soleI) on parameters shown, and is for an individual building componelll no! a truss system. Applicability of design parameters and sujtabili~ for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded vertically Bracing shown is for the lateral suppon of individual web members only, The top and bonom chords are laterally braced by rigid sheathing unless noted otherv.'ise. Additional pennanent bracing of the overall structure is the responsibility of the building designer The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage. handling, erection and bracing consult the following documents A!\lSlffPI1-2002 and DSB-89 available from Truss Plate Institute, 218 K Lee Street, Suite 312. Alexandria VA 22314 ww'wtpinsl.org i PH 703-683-1010 also consult the BCSI 1-03 available from Wood Truss Council of America 6300 Enterprise Lane. Madison, \\'1 53719'" wwwwoodrruss,comiPH608-274.4849 ~lCllKJ Components .-.an_ D-APPLWD-2007 -(S)-(CO) Page 76 of 81 Job Truss iTrussType GABLE Lou-Mar Construction..,Applewood Lot 2 APPLEWOOO vos JobReferencll 0 'onel 6.500 5 Feb 52007 Milek ndustri86, Inc. Mem Oct 1512:02:50 2007 Peg. 1 stock Building Supply, Denver, CO. 80229, Scott ThoJ11:lson 9-2-1 >-2-' ~o-lo-1~ 1).4.1 6xB-&.14 2_5-2 Scale'" 1:76.4 4 3.4 1.5x4 II 12.00 [12 ~ 1.5x4 II 3 7 I~ i~ , I 4x6 ,y 12 11 10 9 1.5x4 II 1.5x4 3.4 II 10-10-15 1.5x4 II ,..., 10-10-15 2-5-2 PlateOffsetslx-n r1'o-5-1 Edoel f7"0-()"9o-1-81 . LOADING (pst) SPACING '-0-0 eS! DEFL i. (Ioe) l/defl Ud I PLATES GRIP TeLL 30.0 (Roof Snow--30.0) Plates Increase 1.15 Te 0.26 Vert(LL) oJ, oJ, 999 I MT20 1691123 TCDL 10.0 Lumber Increase 1.15 Be 0.25 Vert(TL) oJ, oJ, 999 BeLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 7 oJ, oJ, BCDL 10.0 , Code IRC2003ITPt2002 (Matrix) Weight: 63 Ib LUMBER TOP CHORD 2X4SPF145OF1.3E BOT CHORD 2 X 4 SPF 1450f 1.3E .Except. 82 2X 4 HF Stud/Std OTHERS 2 X 4 WW Stud/Std .Except. ST3 2 X 4 HF stud/Std BRACING TOP CHORD BOT CHORD WEBS Structural wood sheatning directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 6-0-0 oc bracing: 6-8 1 Rowatmidpt >10 REACTIONS (lbJsize) 1=150113-4-1,7=104113-4-1,9=9113-4-1,8=168/13-4-1,11=239113-4-1.10=217/13-4-1,12'--378113-4-1 Max Horz 1=305(LC 5) Max Uplift7=-98(LC 5), 8=-19O(LC 5), 11=-197(LC 5), 12=-380(LC 5) Max Grav 1=195(LC 2), 7=129(LC 3), 9=14(LC 4), 8=254(LC 3), 11=311(LC 2), 10=225(LC 5), 12=492(LC 2) FORCES (Ib). Maximum CompressionIMaximum Tension TOP CHORD 1_2=-297/148,2_3=-121187,3-4=-1091219,4-5=-901108,5-6=-661252, 6-7=-991120 BOT CHORD 1-12=-1/2,11-12=-1/2,10-11=-1/2,9-10=-1/2, 8-9=OKl, 6-8=-2131182, 7-8=-11/15 WEBS 3-11=-2n1242, 5-10=-20610, 2-12=-380/381 NOTES 1) Wind: ASCE 7-02; 11Omph; h=2Sft; TCDL=6.0psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom coord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSlfTP11 angle to grain fonnula. Buildill9 designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 7, 190 Ib uplift at joint 8, 1971b uplift at joint 11 and 380 lb uplift at joint 12. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjolnt(s) 7. 9) This truss is designed in accordance with the 2003lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. LOAD CASE(S) Standard ... WARNI:'\'G READ ALL NOTES O;\l THIS PAGE A;\lD THE ATTACHED GESER4.L TRI!SS ;\lOTES PAGE BEFORE HA"'DLlNG TRI1SSES This design is based so]e1y on parameters shov.'II. and is for an individual building component not a truss system Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded \'errically. Bracing shown is for the ]ateral support of individual web members only, The top and bottom chords are laterally braced by rigid sheathing unless noted otherwise. Additional pennanent bracing of the overall structure is the responsibility ofthe building designer The erector is responsible for temporary bracing to insure stability during construction. For general guidance regarding storage. handling, erection and bracing consult the following documents ANSlffPII-2002 and DSB-89 avai]abk from Truss Plate Institute, 2]8:"oJ, Lee Street Suite 312. A]exandria. VA 223]4 / www.tpinst,org"'PH703-683-1010alsoconsulttheDeS] 1-03 available from Wood Truss Council of America. 6300 Enterprise Lane. Madison. \\'1 53719 i www,woodrrusscomiPH 608-174-4849 ~~KI Components a'M)t.B.(YeotnpIInv D-APPLWD-2QQ7 -(S)-(CO) Page 77 of 81 APPL.EWOQD V06 GABLE Lou-Mar Construction...Applewood Lot 2 Job Truss Truss Type Stock Building Supply, Denver, CO. 80229, Scott. ThOl1llson Job Reference 0 lonal 6.500 s Feb 52007 MiTelI.lndulltries, Inc. Men Oct 1512:02:51 2007 Page 1 ,0-<;<> ,0-<;<> 112-2-1; 8x~4 ,...., ~~, Scale = 1:82.0 4 12.00 i12 1.5x4 II I ~ I 3x4 6 3x8 'l 10 9 8 3x4 II 1.5x4 3x4 " 12-2-15 ,...., 12-2-15 3+2 Plate Offsets ()ty): r1'O-M,Edoe1. f4'Edae 0-3-81, r6'0-3-2 Edael LOADING (psf) TCLL 30.0 (Roof Snow--30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2X4SPF 1450F 1.3E BOT CHORD 2 X 4 SPF 1450F 1.3E *Except* B22X4HF Stud/Std 2 X 4 HF StudlStd *Except" ST1 2 X 4 WW Stud/Std SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr NO Code IRC2003ITPI2002 CSI TC 0.65 BC 1.00 WB 0.51 (Matrb:) i DEFL Vert(LL) Vert(TL) Horz(TL) in (loe) nI. nla 0.16 7 I!defl nI. nI. nla Ud 999 999 nla PLATES MT20 GRIP 1691123 Weight: 65lb BRACING TOP CHORD BOT CHORD Structural wood sheath.ing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 5-1-0 oc bracing: 5-7 OTHERS REACTIONS (lb/size) 1=149116-0-1,6=161/16-0-1,8=42/16-0-1,7=35&'16-0-1,9=394116-0.1,10=429/16-0.1 Max Harz 1=297(LC 5) Max Uplift6=-157(LC 5), 9=-181(LC 5), 1~LC 5) Max Grav 1=199(LC 5), 6=209{LC 3), 8=73(LC 4), 7=426(LC 3), 9=499(LC 2), 10=56O(LC 2) FORCES (lb)- Maximum CompressiontMaximum Tension TOP CHORD 1-2=-3441147, 2-~171!140, 3-4=-1601231, 4-5=-125/161,5-6=-159/208 BOT CHORD 1-1Q::()f28, 9-10=0128, 8-9=0128, 7-8=010, 5-7=-363/0, 6-7=-17/26 WEBS 3-9=-425/214,2-10=-4491478 NOTES 1) Wind: ASCE 7-02; 11Omph; h:c25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL:c1.00 plate grip DOL:c1.00. 2) TeLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load oonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Bearing atjoint{s) 7 considers parallel to grain value usll1Q ANSIlTP11 angle to grain formula. Building designer should verify capacity of bearing surface. n Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1571b uplift at joint 6, 1811b uplift at joint 9 and 448lb uplift at joint 10. 8) Beveled plate or shim required to provide full bearing surface with truss chord at jolnt(s) 6. 9) This truss is designed in accordance with the 2OQ3lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSllTPI1. LOAD CASE(S) Standard ... WAR!\I!\lG _ READ ALL ~OTES 0::" THIS PAGE A!\:D THE ATTACHED GE!\:ER..U TRrSS !\OTES PAGE BEFORE HA....DLI!\:G TRl:SSES This design is based solely on parameters shown. and is for an individual building component not a trUss system Applicability of design parameters and suitabili~ for this individual component and iTS loads are the responsibility of the building designer. This truss must be installed and loaded vertically Bracing shown is for the lateral support ofindi"idual web members only The top and bonom chords are laternlly brnced by rigid sheathing unless noted otherwise, Additional pennanent bracing of the overall sttucturc is the responsibility ofthc building designer. The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage, handling, erection and bracing consult the following documents ANSIffPl 1-2002 and DSB-89 available from Truss Plate lnstimte. 2]8 N. Lee Street. Suite 312. Alexandria, VA 223]4 / www.tpinsl.org...PH 703-683-1010 also consult the BCSI 1-03 a\'ailable from lJ.,'ood Truss Council of ;l.,merica, 6300 Enterprise Lane. Madison. WI 53719 / www.woodtruSS.comiPH 608-274-4849 ~~Kl Components .-.an_ D-APPLWD-2007 -(S)-(CQ) Page 78 of 81 APPLEWOOD V07 GABLE Lou-Mar Construction..Applewood Lot 2 " Job TruS5 Truss Type Stock Building Supply, Denver, CO. 80229, Scott Tho~50n Job Reference onal 6.500 s Feb 52007 MlTek tldustries, Inc. Mon Oct 1S 12:0.2:53 2007 Page 1 11-1l).(1 11.1l).(1 13+15 1.5x4~14 8x8 "" ,""-, .,~ Scale = 1:102.7 12.00 !12 3x6 ,;. 6 1.5x4 3x4 II ; , I ~ 1.5x4 II 9 " ~. '"' "0 'T I! 3x4 = 'T ~ 3x8 ,;. 15 14 13 12 1.5x4 Ii 1.5x4 II 3x4 II 13+15 1.5x4 II 1.5x4s-W.1 13-6-15 .,~ Plate Offsets ex'YI: r1:0-6-1,Edael. r6:EdQe,0-3-81 [9:0-2-9 EdQel LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2X45PF 1450F 1.3E BOT CHORD 2 X4 SPF 1450F 1.3E *Except* B22X4 HF StudlStd 2 X 4 HF StudlStd *Except* ST1 2 X 4 WW StudlStd, ST1 2 X 4 WW StudJStd SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC200JlTPI2002 051 TC 0.70 BC 0.34 WB 0.46 (Matrix) DEFl Vert(LL) Vert(TL) Horz(TL) In (Ioc) nI. nI. 0.09 9 I/defl nI. nI. nI. LJd 999 999 nI. PLATCS MT20 GRIP 1691123 Weight: 89 Ib BRACING TOP CHORD BOT CHORD OTHERS WEBS Structural wood sheathing directly applied or 6-0-0 DC purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-D-O oc bracing: 7-11 1 Rowatmidpt 5-13 REACTIONS (Ib/size) 9=14911s..s.1, 1=145118-8-1, 12=29118-8-1, 11=69/18-8-1, 10=381/18-8-1, 13=247/1s..s.1,15=441/18-8-1, 14=336118-8-1 Max Horz 1=294(LC 5) Max Uplift9=-127(LC 5), 11::...8(LC 4), 10=-398(LC 5), 1S=-403(LC 5), 14=-376(LC 5) Max Grav 9=193(LC 3), 1=18S(LC 2), 12=51(LC 4), 11=271(LC 5), 10=495(LC 3). 13=285(LC 2), 15=572(LC 2), 14=444(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-.2=-321f155, 2-3=-1691142, J..4=.1301364, 4-5=01369, ~861248, 6-7....10112ti2, 7-8=-97/467, 8-9=-136/147 BOT CHORD 1_15=0120,14-15=0120,13-14=0120,12_13=0120,11.12=0/0,7_11....30010, 10-11=0112, 9-1lFOf12 WEBS 8-10=-34&'439,5-13=-232/0, 2-15=-45BJ424, 3-14=-3841431 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.Opsf; Category II; Exp C; endosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Bearing atjolnt(s) 11 considers parallel to grain value using ANSlfTPI1 angle to grain fonnula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127lb uplift at joint 9, Bib uplift at joint 11, 398lb uplift at joint 10, 4031b uplift at joint 15 and 3761b uplift at joint 14. B) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. LOAD CASE(S) Standard AWAR."IrlI!\G READ ALL "lOTES O~ THIS PAGE A:"D THE ATTACHED GE:"oiERAL TRl1SS ~OTES PAGE BEFORE HA"lDLlJ'\G TRl1SSES This design is based solely on parameters shown, and is for an individual building component not a O1.lSS system Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer. This truss must be installed and loaded vertically Bracing shown is for the lateral support of individual web members only_ The top and bottom chords are laterally braced by rigid sheathing unless noted othenvise_ Additional pennanent bracing afthe overall structure is the responsibility oftbe building designer The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage_ handling. erection and bracing consult the following documents ANSlrrPII-2002 and DSB-89 available from Truss Plate Institute, 218 !\, Lee Street. Suite 312, Alexandria, \' A 21314 i wW\\-._tpinst,org" PH 703-683-1010 also consult the DCSI 1-03 available from Wood Truss Council of America. 6300 Enterprise Lane. Madison. WI 53719,' www.woodtTUss_com,lPH 608-274-4849 ~~Hl Compo-- lI'WOl..SfUYoompIIny D-APPLWD-2007 -(S)-(CO) Page 79 of 81 Job Truss Truss Type Lou-Mar Construction..Applewood Lot 2 APPLEWOOO I V08 VALLEY Stock Building Supply, Denver, CO. 80229, Scott ThOlJll$Dn Job Reference 'onal 6.500 s Feb 52007 MITek hdustries, ....c. Mon Oct 1512:02:542007 Page 1 13-2-1 13-2.1 1~1o-"r 10x~1~ 21-4-' ... Scale::;: 1:104.7 12.00 112 1.5x4 II 6 3x6 I: 9 'i' o ,;, 3x4 ij 15 3x4 14 13 12 1.5x4 II 3x4 Ii 1.5x4 4x4 II 14-10-15 I 21-4-1 14-10-15 ... Plate Offsets (X Yl" [6-0-3-8 Edael r12'Edoe 0...3-81 , . . LOADING (pst) SPACING ,.0-0 I eSI DEFL ;n (Ioc) ./defl Ud PLATES GRIP TeLL 30.0 (Roof Snow--30.0) Plates Increase 1.15 Te 0.81 Vert{LL) nla nla 999 MT20 1691123 TCDl 10.0 Lumber Increase 1.15 Be 0.39 Vert(TL) nla nla 999 Rep Stress Incr NO WB 0." Horz(TL) 0.26 9 nla nla BelL ... j BCDL 10.0 Code IRC2003fTPl2002 (Matrix) Weight: 921b LUMBER TOP CHORD 2X4SPFM19*Except* T1 2 X 4 SPF 1450F 1.3E BOT CHORD 2X4SPF145Of1.3E OTHERS 2 X 4 WW StudfStd *EJr;cept* STI2X4HF StudlStd BRACING TOP CHORD BOT CHORD Structural wood sheatning directly applied or 6-0-0 oe purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 7-11 1 Row at midpt 5-13 WEBS REACTIONS (Ib/size) 9=82121-4-1,1=78121-4-1, 12'--41f21-4-1, 11=347/21-4-1, 13=398f21-4-1, 14=409/21-4-1, 15=354f21-4-1, 10=355121-4-1 Max Horz 1=294(LC 5) Max Uplift9=-39(LC 5), 13=-66(LC 5), 1~LC 5), 15=-313(LC 5), 10=-367(LC 5) Max Grav 9=102(LC 3), 1=264(LC 5), 12=73(LC 4), 11=416{LC 3). 13=508(LC 2), 14=534(LC 2). 15=46O(LC 2), 10=464{LC 3) FORCES (Ib) - Maximwn CompressionIMaximum Tension TOP CHORD 1-2=-41Of111, 2-3=-1601151, 3-4=-1701265, 4-5=-1/Z75, 5-6=-1611355, 6-7=-127/236, 7-8=-1671389, 8-9=-771104 BOT CHORD 1-15=0141, 14-15=0141, 13-1~41, 12-13=0141, 11-12=010, 7-11"'-381/0, 10-11=0117, 9-10=0117 WEBS 5-13=-427178,3-14=-4531509,2-15=-3831341,8-10=-3821473 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; c;..C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00, 2) TeLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Bearing atjoint(s) 11 considers parallel to grain value using ANSlrrPI1 allQle to grain fonnula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391b uplift at joint 9, 66lb uplift at joint 13, 448lb uplift at joint 14, 3131b uplift at joint 15 and 3671b uplift at joint 10. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 9, 10. 9) This truss is designed In accordance with the 2003lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. LOAD CASE(S) Standard ... \\'ARNI~G READ ALL )'\OOTES 0)\' THIS PAGE A....D THE ATTACHED GE~ER.4.L TRI:SS ,,<OTES PAGE BEFORE HA~DLI""'G TRI:SS[S This design is based solely on parameters shown, and is for an indi\idual building component not a truss system Applicability of design parameters and suitabilit) for this individual component and its loads are the responsibilit), of the building designer, This truss must be installed and loaded vertically Bracing shoWTI is for the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted otherv.'ise Additional permanent bracing of the overall structure is the responsibility of the building designer, The erector is responsible for temporary bracing to insure stabilit), during construction For general h'llidance regarding storage. handling, erection and bracing consult the following documents A:"ISJffPI1-2002 and DSB-89 available from Truss Plate Institute, 2 I 8 K Lee Street, Suite 3 I 2, Alexandria. V A 223 J 4 www.tpinstorg..PH 703-683-] 0] 0 also consult the RCSI 1-03 available from Wood Truss Council of America 6300 Enterprise Lane. Madison, W] 53719 www.woodtruss.com...PH 608.274-4849 ~. Components '-''''''''"n_ D-APPLWD-2007 -(S)-(CO) Page 80 of 81 [I][l:]glC][KJ Components" aWOt.SElEYcompany GENERAL TRUSS NOTES Failure to read and follow these notes could cause property damage or personal injury. 1. Do not cut or alter trusses without prior written approval from a Licensed Professional Engineer. 2. Do not place or install trusses in any location that will cause the moisture content of the wood to exceed 19% and/or cause corrosion of the connector plates. 3. Do not load trusses with stacks of construction materials. 4. Use extreme care while handling and installing trusses. 5. The attached truss designs are not applicable for use with fire retardant lumber or preservative treated lumber. 6. Provide copies of all pages to the building designer, erection supervisor, property owner, building official and all other interested parties. 7. Load transfer connections including truss anchors are to be specified by others unless otherwise noted on the truss designs. TRUSS DRAWING SYMBOLS Indicates location of required continuous lateral bracing Lateral Bracing Location Bearing Location D-APPLWD-2007-(S)-(CO) Page 81 of 81 APPLEWOOD TOO SPECIAL Lou-Mar Construction...Applewood Lot 2 Job Truss Truss Type Stoc:k Building Supply, Denver, CO. 80229, Scott Tho""son Job Reference 0 lonal 6.500 $ Feb 52007 MITek rtdustrill$, Inc. Man Oct 1512:02:18 2007 Page 1 ~... ...., 11-5-5 17-1-6 "'.. ..., ..., 6x6 'l 6-1-14 B.OO [12 5 3x6 'l 2U< ~>2 ...." ,.... 33-" ,.... Scale = 1:90.6 J :;; ::i , 3x6 .:.:.-- 3x4~ 1.5x4 '\'\ 6x8 -:::: 12 5x12 = 11 5x8 = 4x6.:::: 3x8 II M 19 'cb eej" 'or.,. N C> " ldi .; Plate Offsets (XYl: LOADING (pst) TCLL 30.0 (Roof Sn0w=30.0) TCDL 10.0 BCLL 0.0 SCDL 10.0 LUMBER TOP CHORD 2X4SPF1450F1.3E BOT CHORD 2X4SPF1450F1.3E WEBS 2 X 4 WN StudlStd *Except* W4 2 X 4 HF Stud/Std, W2 2 X 4 HF Stud/Std, W1 2 X 4 HF StudlStd W32X4HFStudlStd 14 13 5x8 = 6x14MT2OH= 4.00112 8-S-4 I 17-1..a 171?"" 23-3-4 126-6-6 8-S-4 8-5-4 0-1-12 6-0-(1 3-3-2 [1:EdQeO-3-S1 rS'0-5-4.0-2-81. (10'0-0-13.0-0-141. r10'0-2.12.Edae1. [13'0-7-0,0-2-61, r14:0-3-SO-3-01 2.B3[R 33-.. 7-2-14 SPACING 2-0-0 Plates Increase 1.15 Lumberlnerease 1.15 RepStress Iner NO Code IRC2003ITPI2002 C5I TC 0.66 BC 0.52 we 0.84 (Matrix) DEFL Vert(LL) Vort(TL) Horz(TL) ;" -0.12 -ll.34 0.05 (Ioe) 1-14 1-14 10 IJdefl >999 >615 01, Lid 240 180 01, PLATES MT20 MT20H GRIP 169/123 1391108 Weight: 152lb BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-3-6 oe purlins. Rigid ceiling directly applied or 6-0-0 oe bracing, Except: 10-0-0 oe bracing: 10-11. 1 Row at midpt 3-13,5-13,7-13 WEBS WEDGE Left: 2 X 4 WN Stud/Std, Right: 2 X 4 WN StOOiStd REACTIONS (lbJsize) 1=523IMechanical, 1tF46BIMeehanical. 13=237410-3-12 (Input: 0-3-8) Max Horz 1=18(LC 5) Max Uplift1=-165(LC 5), 10=-146(LC 5), 1J=.-S58(LC 5) Max Grav 1=899(LC 2), 10:=695(LC 3), 1J:=2374(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1_2=-11091251,2-3=-7671313,3-4=0/590,4-5=01685,5-6=0/793,6-7:::01464, 7-8=-157/255, 8-~7501102, 9-10=-1257/259 BOT CHORD 1_14=-1651806,13-14=-3501268,12_13=-2281335,11_12=-77/493,10-11=-14011002 WEBS 2_14==-5301363,3_14==-2071671,3-13=-9461458, 5-13=-11211241, 7.13=-97~312, 7-12==0/538, 8-12=-591/191, 8-11=-37/460, 9-11=-4581315 NOTES 1) Wind: ASCE 7-02; 11Omph: h--25ft; TCDL=ti.Opsf; BCDL=ti.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left ami right exposed; Lumber DOL=1.oo plate grip DOL=1.oo. 2) TCLL: ASCE 7-02; Pf=3O.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noncor\CUlTent with any other live loads. 5) All plates are MT20 plates unless otherwise irldieated. 6) WARNING: Required bearing size at jolnt(s) 13 greater than input bearing size. 7) Refer to glrder(s) for truss to truss connections. S) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165lb uplift at joint 1, 146lb uplift at joint 10 and 858 Ib uplift at joint 13. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and RS02.10.2 and referenced standard ANSIITPI1. LOAD CASE(S) Standard ... WARNI:'\"G READ ALL NOTES O"lrrl THIS PAGE A:oiD THE ATTACHED GE!\ER4..L TRl~SS "IrrlOTES PAGE BEFORE HA!\DLl"lrrlG TRl:SSES This design is based solely on parameters shown, and is for an individual building component not a truss system. Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded vertically. Bracing shown is for the lateral suppon of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted otherwise. Additional pennanent bracing of the overall structure is the responsibility of the building designer The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage, handling. erection and bracing consult the following documents A;"iSlffPII-2002 and DSB-89 available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314 ...- wvo"w.tpinsl.org"- PH 703-683-1010 also consult the BCSI 1-03 available from \\'ood Truss Council of America. 6300 Enterprise Lane. Madison. WI 53719 "-www.woodtruss com"-PH 608-274-4849 ~~Hl Components .-.an"""""" D~APPL WD~2007 ~(S)~(CO) Page 54 of 81 T11 HIP Lou-Mar Construction..Applewood Lot 2 ~ .APPLEWOOD Truss .TnlssType Stock Building Supply, Denver, CO. 80229, Scott Th~on JobRefe,-.nce 0 onal 6.500 5 FBb 52007 MITek ~dustrles, Inc. Man Oct 1S 12:02:22 2007 Page 1 ~2~ ~2. 8-1." 13-4-6 3-11.1 4x8'l 5-2-11 18-7-' 5-2.11 23->0 5-2-2 28-11-6 5-2-2 34-2-12 ... 35-6-1f ,.... 8.00 f12 L 17 5x5 ::::: 8-1-11 8-'-11 3 3x4 = . 6x8 -:::.. Scale = 1:90.4 . o ~ '- 16 1. ,. 13 12 11 ax8 :::- 4x8 ::::: 3x4 ::::: 3x4 ::::: 3x6 ::::: 3x4 ::::: ,.... 3x4 ='8-7-' ,.... 34-2-12 5-2-11 5-2-11 ,.... 7-16-7 Plate Offsets ex Y): [3:0-4-0.0-1-91. TS:G-4-8.0-1-121. r9:0-0-15,EdQel LOADING (pst) Tell 30.0 (Roof Snow=JO.O) reDL 10.0 BelL 0.0 aCDl 10.0 LUMBER TOP CHORD 2X4SPF145OF1.3E BOT CHORD 2 X 4 SPF 1450F 1.3E WEBS 2 X 4 HF StudlStd .Except* W72X4WWStudlStd SPACING 2-0-0 Plates Increase 1.15 Lumberlncrease 1.15 Rep Stress Incr NO Code IRC2003ITPI2002 C5I TC 0.89 Be 0.74 WB 0.80 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (Ioc) -0.1411-13 -0.3511-13 0.12 9 lIdefl >999 >999 01, Lid 240 180 01, PLATES MT20 GRIP 169/123 Weight: 200 Ib WEDGE Right: 2 X B OF 1950F 1.7E REACTIONS (Ib/size) 17=16901Mechanical,9=1821/O..>8 Max Horz 17=-105(LC 5) Max Uplift17=-620(LC 5), 9=-729(LC 5) Max Grav 17=1884(LC 2), 9=2291(LC 3) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-3-4 DC purlins, except end verticals, and 2-0-0 oc purlins (5-0-9 max.l: 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-0 oc bracing: 9-11. 1 Row at midpt 4-16,4-14,5-14,7-13,2-17 FORCES (Ib) _ Maximum Compression/Maximum Tension TOP CHORD 1_2=-1671279,2_3=-13791720,3-4=-10861672,4-5=-1514/787,5-6=-20901859, &.7=-2106J824, 7-8=-28361942, 8-9=-3166/910, 9-10=01ti5, 1-17=-242/248 BOT CHORD 16-17=0/818,15-16=-10111514,14-15=-10111514,13-14=-117/1629, 12-13=-35012069, 11-12=-35012069, 9-11=-547/2416 WEBS 2_16=-81768,3-16=-156/370.4-16=-1001/268,4-14=-1081311,5-14=-2631204, 5-13=-239/748, 7-13=-7591399, 7-11=-1241464, 8-11=-325/265, 2-17=-1743/477 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.0pst; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.oo plate grip OQL=1.oo. 2) TCLL: ASCE 7-02; Pf--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 pst or 1.00 times flat roof load of 30.0 pst on ovemangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water pondlng. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to glrder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstandlng 620 Ib uplift at joint 17 and 729lb uplift at joint 9. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSlfTPI1. 10) Design assumes 4x2 (flat orientation) pUrlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard ... WARlIro,lNG READ ALL ~OTES 0,," THIS PAGE AND THE ATTACHED GE"'ERAL TRlSS NOTES PAGE BEFORE HA!'\DLI""lG TRlSSES This design is based solely on parameters shol'>'Il, and is for an individual building component not II truss system. Applicability of design parameters and suitabilil) for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded vertically Bra<;:ing shown is for the lateral support ofindividual web members only. The top and bottom chords are ]aterally braced by rigid sheathing uniess noted otherwise. Additional permanent bracing of the o,'erall structUre is the responsibilil)' of the building designer. The erector is responsible for temporlll)' bracing to insure stability during construction For general guidance regarding storage. handling, erection and bracing consult the following documents ANSlfTPI 1-2002 and DSB-89 available from Tmss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria V A 223]4 i W"iW ,tpinsl.org i PH 703-683-] 0 I 0 also consult the BCSI 1-03 available from \\'ood Truss Council of America, 6300 Enterprise Lane. Madison. \\,1 537]9/ v.'w"",woodtruss.com / PH 608_274-4849 ~1CI1KJ Components aVll'OlJB.ncompan~ D-APPLWD-2007 -(8)-(CO) Page 56 of 81 Job Truss Truss Type IQly Lou-Mar Construction .Applewood Lot 2 APPlEWOOD T12 MONO HIP l' Job Reference 0 . onal 6.500 sFeb 52007MITek ndustries, nc. Mon Oct 1512:02:232007 Page 1 Stock Building Supply, Denver, CO. B0229, Scott Tho""son 1-8-12 1-8-12 8-2-1 ... 14-1-6 &>5 21..{l.10 &>5 27.5-15 &>5 34-2-12 ...13 Scale = 1 :60.5 B.OO I'f2 6x10 = 8x8 = 2 Bd= 3 4x4 = 3x6 = 4 5 3x4 = 4x4 = 6 7 8x8 = B 3x8 Ii 9 11, ~~~ 11l ~ ..; 17 3x4 I: 10x10 = 16 15 14 13 4x4 = 12 11 10 4x8 = 5x5 = 5x12 WB= 6x14 MT20H WB:;;::;: ax8 = 11-8-12 1-8-12 .... 0<>-" 17-1D-O 0<>-" 25-10-10 34-2.12 0<>-" ...., DEFL in (Ioc) I/defl Ud PLATES GRIP Vert(LL) -0.41 13 >999 2'" MT20 169/123 Vert(TL) -0.7313-15 >557 180 MT20H 1481108 Horz(TL) 0.22 10 nI. nI. Weight: 1411b Plate Offsets IX. Yl: r1'Edae.o-1.141. r2:D-6-0,o-1-81 LOADING (pst) TelL 30.0 (Roof Snow=30.0) reDL 10.0 BeLL 0.0 aCDl 10.0 LUMBER TOP CHORD 2X4SPF1450F1.3E BOT CHORD 2 X 4 SPF M 19 *Except* 822 X4 SPF 1450F 1.3E 2 X 4 WW StudlStd *Except* W8 2 X4SPF 1450F 1.3E, W2 2 X4 SPF 1450F 1.3E, W2 2 X 4 SPF 1450F 1.3E W3 2 X 4 HF StudfStd SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003ITPI2002 I I I CSI TC 0.88 BC 1.00 WB 0.99 (Matrix) WEBS BRACING TOP CHORD BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-9. Rigid ceiling directly applied or 1-4-12 oc bracing. 1 Row atmidpt 3-16,5-15,6-11.8-10,1-17 1 Brace at Jt(s): 9 REACTIONS (Ib/size) 1lF1697/Mechanlcal,17=1697/Mechanical Max Harz 17=8(LC 5) Max Uplift10=-675(LC 5), 17=-665(LC 5) Max Grav 10=2203(LC 3), 17=2067(LC 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1-2=-845/352,2-3=.8041355,3-4=-367711209,4-5=-3677/1209,5-6=4478/1447, 6-7=-3325r'109S, 7-~332511095, 8-9=-1031128, 9-10=-3441165, 1-17=-20841648 BOT CHORD 16-17=0169,15-16=-94313342,14-15=-1301/4488,13-14=-130114488, 12-13=-1255.14344, 11.12=-125514344, 10-11=-80812925 WEBS 2_16=-48/138,3-16=-2999/940,3-15=-165/923,5-15=-1067/392,5-13=-151144, 6-13=0/252, 6-11=-13411481, 8-11=-22511101, 8-10=-333111045, 1-16=-52211934 NOTES 1) Wind: ASCE 7"'()2; 11Omph; h--25fl; TCDl=6.Opsf; BCDl=6.Opsf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; lumber DOl=1.oo plate grip DOl=1.oo. 2) TCll: AscE 7-02; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6751b uplift at joint 10 and 665 Ib uplift at joint 17. 9) This truss is designed in ac{;()rdance with the 2003lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. 10) Design assumes 4x2 {flat orientation) purlins at oc spacing indicated, fastened to truss TC wi 2-1Od nails. lOAD CA5E(S) standard .A. WAR~I'\G READ ALL "IlOTES 0'\ THIS PAGE Al'o'O THE ATTACHED GE;'I.:ERA.L TReSS "iOTES PAGE BEFORE HA!'\DLI;'I.:G TRl"SSES This design is based solely on parameters shown. and is for an individual building component not a truss system. Applicability of design parameters and suitabilit) for this individual component and its loads are the responsibility of the building designer, This truss must be installed and loaded vertically, Bracing shown is for the lateral support of individual web members only, The top and bottom chords are laterally braced by rigid sheathing unless noted othen'..ise_ Additional permanent bracing afthe overall structure is the responsibility ofthe building designer, The erector i~ n;~ponsible for temporary bracing to insure stabilit), during construction For general guidance regarding storage_ handling. erection and bracing consult the following documents ANSlrrPII-2002 and DSft..89 available rrom Truss Plale Institute, 218 N, Lee Street, Suite 3] 2. Alexandria. VA 223]4 i www.rpinst.org;.PH 703-683-10 I 0 also consult the BeST 1-03 available from Wood Truss Council of America. 6300 Enterprise Lane, Madison. WI 53719 i www,woodtn/ss_com/PH 608-174-4849 m1gfCIKT Components .-..nn_ D-APPL WD-2007 -(S)-(CO) Page 57 of 81 Tl1.lllS Tl1.lssType 713 HIP 11-2-12 18-&-12 ,..- ,..- 5x8 = .;, 8.00 112 5x8 = '1 2 3 1 i I ~ ~ T W2 W6 lH j 15 14 1312 3x4 il 6x8 = 4x8 = 1.5x4 II ,..12 11-2-12 18-&-12 ,..12 ,..- ,..- Lou-Mar Construction..Applewood Lot 2 l' Job Referenee lional 6.500 5 Feb 52007 MITek kldustries, Ine. Mon Oct 1512:02;25 2007 Page 1 2&-2-12 =12 ,..- ,..- 3x4 I' 4x6 = 3x8 = 4 5 6 W6 Jt2l12 """ Scale = 1 :65.5 8x8 = 7 ." , ., ::\..1 11 10 9 8 5x8 = 3x8 = 6x8 = 4x4 2&-2-12 34-2_12 ,..- ... DEFL in (Ioc) I/defl Ud PLATES GRlP Vert(LL) -0.2311-13 >999 240 MT2ll 1691123 Vert(TL) -0.4511-13 >907 180 Horz(TL) 0.14 8 nia nia Plate Offsets (X,Y): [2:0-4-0,0-1-91. [6:0-3-8,0-1-81. f7;0-3-8,Ecklel. [8: EdQe,o-3-81, r9:0-3-8,o-3-01 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2X6SPF 2100F 1.8E*Except* T1 2 X 4 SPF 1450F DE BOTCHORD 2X4SPF145OF1.3E WEBS 2 X 4 WW Stud/Std *Except* W2 2 X 4 HF Stud/Std, W6 2 X 4 HF Stud/Std, W6 2 X 4 HF StudlStd W7 2X4SPF 1450F 1.3E, W32X4HF Stud/Std, W82X4SPF 1450F 1.3E SPACING 2-0-0 Plateslnaease 1.15 Lumberlncrease 1.15 Rep Stress Incr NO Code IRC2OO3ITPI2002 cso TC 0.91 BC 0.74 WB 0.89 (Matrix) REACTIONS (Ib/size) 15=1697/Mechanical,8=1697/Mechanical Max Horz 15=19(LC 5) Max Uplift15=-655(LC 5), 8=-675(LC 5) Max Grav 15=19OD(LC 3), 8=2189(LC 3) Weight: 1741b BRACING TOP CHORO BOT CHORD WEBS Structural wood sheathing directly applied or 5--1-1 oc pUrlins, except end verticals, and 2-0-0 oc purlins (5-0-7 max.): 2-7. Rigid ceiling directly applied or ~oc bracing. 1 Row at midpt 6-9,7-9,1-15, 7-a 2 Rows at 113 pts 3-14 1 Brace at Jt(s):7 JOINTS FORCES (Ib) - Maximum CompressionIMaximum Tension TOP CHORD 1_2=-1428/569,2_3=-12091543,3-4=-3492/1219,4-5=-349211219,5--6=-349211219, 6-7=-25741929, 1.15=-18861667, 7-8=-2106/724 BOT CHORD 14-15=-4148,13-14=-84213102,12.13=-84213102,11.12=-84213102, 10-11=-66212574, 9-10=-66212574, 8-9=01113 WEBS 2_14=-331337,3-14=-23231698,3-13=01312,3-11=-134/480,4-11=-7881374, 6-11;:;..35611129, 6-9=-1575/622, 7-9=-94013051, 1-14=-43611659 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0pst; BCDL=6.0pst; Category 11; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber 001..=1.00 plate grip 001..=1.00. 2) TCLL: ASCE 7-02; Pf--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5) this truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 655lb uplift at joint 15 and 6751b uplift at joint 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard ~!CIKI Components aWIJUiifUYOOIl'lPlIrIY ... WAR~I]\G READ ALL ~OTES 0," THIS PAGE A"D THE ATTACHED GE!\ERAL TRtlSS ,"OTES PAGE BEFORE HA~DLlNG TRt:SSES This design is based solely on parameters shOl>m, and is for an individual building component not a truss system. Applicability of design parameters and suilabilit) for this individual component and its loads are the responsibiht}' of the building designer. This truss must be installed and loaded vertically Bracing shown is for the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted othervdse, Additional permanent bracing of the overall structure is the responsibility of the building designer. The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage. handling. erection and bracing consult the following documents ANSIfTPI 1-2002 and DSB-89 available from Truss Plate lnstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 iwww.tpins1.orgi PH 70_3~683-101O also consult the BCSII-03 available from Wood Truss Councll of America, 6300 Enterpnse Lane. MadIson, \1-,1 53719,' W\\'w.woodtruss.com i PH 608-274-4849 D~APPL WD~2007 ~(S)~(CO) Page 58 of 81 APPLEWOOD T14 HIP lou-Mar ConstructionnApplewood lot 2 Job Truss Truss Type Stock Building Supply, Denver, CO. 80229, Scott ThorTllson Job Reference 0 'om" 6.5DOsFeb 52007MrTek ttdustries, Inc. Mon0ct1512:02:262D07 Paget 3-0-, 3-0-, 8.00 [f2 J "i~ I : l I , 17 5x5 = ,..." ,..." ,..." 2-8-10 12-2-12 ... 18-8-12 ... 25-2-12 ... 31-8-12 ... 34-2.12 ,-&<I 6x10 = Scale = 1:72.1 5x8 = 3 4x4 = 4 3x4 = 5 3x8 = . 4x6 = 7 8 8x8 = 4 9 ..~ ;j;~ ,;, ,. 5x8 = 15 14 1312 4x6 = 4x8 = 11 10 3x8 = 4x4 = 8x8 = 3x6 14-4-12 ..... Plate Offsets (X Y\' r3'0-6-0 0-1-81 r8'0-4-120-2-01 r9'0-3-8 Edoel =" ..... 31-8-12 ..... 34-2-12 ,-&<I , . . LOADING (pst) SPACING 2-0-0 CSI OEFL in (Ice) l/defl Ud PLATES GRIP TCLL 30.0 (Roof Snow--30.0) Plates Increase 1.15 TC 0.87 Vert(LL) -0.1912-14 >999 240 MT20 1691123 rCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TI.1 -0.4314-16 >945 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.14 10 nI. nI. BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 172 Ib LUMBER TOP CHORD 2X4SPF 1450F 1.3E BOT CHORD 2X4SPF1450F1.3E WEBS 2 X 4 WW StuQ'Std *Except* W3 2 X 4 HF Stud/Std, W1 2 X 4 HF Stud/Std, W1 2 X 4 HF StudlStd W3 2 X 4 HF Stud/Std, WT 2 X 4 HF Stud/Std, W6 2 X 4 HF $tudlStd REACTIONS (Ib/slze) 17=16Q7/Mechanical,10=1697/Mechanical Max Horz 17=19(LC 5) Max Uplift17=-646(LC 5), 10=-663(LC 5) Max Grav 17=2199(lC 2), 10=2165(LC 3) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 4-0-10 oc purlins, except end verticals, and 2-0-0oc purllns (3-4-15 max.): 3-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-16,2-17,9-10 2 Rows at 1/3 pts 7-11 FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1_2=-1631199,2_3=-1833/693,3-4=-1529/645,4-5=-2667/979,5-6=-23911897, 6-7=-2391/897, 7-8=-7161395, 8--9=-8431419, 1-17=-224/184, 9-10=-2174/587 BOT CHORD 16-17=-224/1112, 15-16=-630r'2567, 14-15=--63012567, 13-14=-69212752, 12.13=-69212752, 11-12=-50712153, 10-11=-21131 WEBS 2-16=-153/973,3.16=-119/401,4-16=-15601484,4-14=01378,5-14=-2161119, 5-12=-673/272, 7-12=-1281783, 7-11=-20931665, 8-11=-1271117, 2-17=-2201/556,9-11=-45411851 NOTES 1) Wind: A$CE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.0psf: Category II; Exp C; enclosed; C-C Exterior(2); cantllever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLl: ASCE 7-02; pf--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced SI'tOW loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pst bottom chord live load noncorlCurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by otoors) of truss to bearing plate capable of withstanding 646lb uplift at joint 17 and 663lb uplift at joint 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 al\d referenced standard ANSlfTPI1. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to trussTC wf 2-1Od nails. LOAD CA$E(S) Standard ... WARNIlIrlG READ ALL !\lOTES 0,," THIS PAGE A:"riD THE ATTACHED GE:"riER4.L TRl:SS NOTES PAGE BEFORE HA~DLl1\'G TRl:SSES This design is based soleiy on parameters shown. and is for an individual building component not a truss system Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer, This truss must be installed and loaded vertically. Bracing shown is for the lateral support of individual web members only. The top and bottom chords are laterallv braced by rigid sheathing unless noted otherwise Additional pennanent bracing of tile overall structure is the responsibiHty of the building designer. 'The ere(;tor is responsible for temporary bracing to insure stability during construction For general guidance regarding storage. handling, erection and bracing consult the following documents ANSIrrPII-2002 and DSB-89 available from Truss Plate lnstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 223 I 4 i v.ww,tpinsl.org;' PH 703-683~ 10 I 0 aha consult the BCSI I-tl3 a\ailable from Wood Truss Council of America. 6300 Enterprise Lane. Madison. WI 53719 i WWv.'.woodtruss,com;' PH 608-274-4849 ~~[KJ CD_POnents .........- D-APPL WD-2007 -(S)-(CO) Page 59 of 81 APPLEWOOD SPECIAL Lou-Mar Construction...Applewood Lot 2 Job ,Truss I T15 Truss Type Job Referent:e onal Stock Building Supply. Denver, CO. 80229, Sl:ottTholTl'son 6.500 s Feb 52007 MlTek ndustries, ne. Man Oct 1512:02:28 2007 Page 1 ~ ..... ~ ..... 12... 17-10-15 23+13 _12 34-2-12 .,~ 5-10-15 5-10-15 5-10-15 ~ 8x8 = 4x4 = 5x8 = 3x4 = 4x4 = . 5 . 7 . 6x6 - Scale = 1:79.2 4x8 = .. ~. ~ .. roo '12 >Ii .Ii I , 11 2 ~ ~ ,~ cb i~ r ,. 3x4 !I 15 5x12 = " 5x12 = 13 12 4x4 = 3x6 = 11 6x8 = 10 4x4 II Plate Offsets (X.Y): LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X4 SPF 1450F 1.3E *Except* T3 2 X 6 SPF 210DF 1.8E BOTCHORD 2X4SPF145OF1.3E WEBS 2 X 4 HF StudlStd *Except" W92X4WWStudlStd, W52X4WWStudfStd, W112X4SPF 1450F 1.3E W8 2 X 4 SPF 1450F 1.3E 4-6-4 12-0-0 20-10-6 29--8-12 4-6-4 7.5-12 S-10-6 S-1D-6 r2'0-4-8,M-121, r4:0.s.5.Edoel. r6'0.2-0.Edclel. r8:0-4-12 0.2-01. r9'0.3-8.Edael f10'Edoe,o.3-81. r14'0.6-0,0.3-01 34-2-12 ~ SPACING 2-0-0 Plates Ina-ease 1.15 Lwnberlncrease 1.15 Rep Stress Ina- NO Code IRC2003ITP12002 CSI TC 0.68 BC 0.68 WB 0.93 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (Ioc) -0.1513-14 -0.39 11-13 0.11 10 l/defl >999 >999 nI. Ud 240 180 nI. PLATES MT20 GRIP 169/123 Weight: 188lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-10 DC purl ins, except end verticals, and 2-0-0 DC purlins(4-().12 mal: 2.3,4-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-15,5-14,5-13,7-11,9-10 BOT CHORD WEBS REACTIONS (lb/size) 16=1697/Mechanical,10=1697/Mechanical Max Horz 16=19(LC 5) Max Uplift16=-639(LC 5), 10=>-65O(LC 5) Max Grav 16=2181(LC 2), 10=202O(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1780/606,2-3=-13851578,3-4=-25871948,4-5=-2107/858,5-6=-21231861, 6-7=-21231861, 7-8=-9511532, 8-~12381552, 1-16=-21391654, 9-10=>-19921677 BOT CHORD 15-16=0150,14-15:-57012334,13-14=-50512273,12-13=-40111905,11-12--40111905,10.11=-21120 WEBS 2-15"'-97/481,3-15:-16061504,3-14=-4831300,4-14"'-2691827,5-14=-5501129, 5-1J=.4401213, 7-13=-93/638, 7-11=-16121503, 8-11=-491237, 1-15"'-38411681,9-11=-35811535 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterlor(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf--30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom cnord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mecnanlcal connection (by others) of truss to bearing plate capable of withstanding 6391b uplift at joint 16 and 650 Ib uplift at joint 10. 8) This truss Is designed in accordance with the 2003lntemational Residential Code sections R502.11.1 and R802.10.2 aOO referenced standard ANSllTPI1. 9) Design assumes 4x2 (flat orientation) purl ins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard ":WARNI~G READ ALL NOTES O~ THIS PAGE A:\"D THE ATTACHED GE)'o;ER~L TRt-SS NOTES PAGE BEFORE HAl\DLI"lG TRt:SSES This design is based solely on parameters shown, and is for an indi\~dual building component not a truss system, Applicability of design parameters and suitability for this individual component and its loads are the reSJXlnsibility of the building designer, This truss must be installed and loaded vertically Bracing shov,Tl is for the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted othef\\'ise Additional permanent bracing ufthe overall structure is the responsibility of the building designer. The erector is responsible for temporaJ}' bracing 10 insure stability during construction For general guidance regarding storage. handling, erection and bracing consult the following document, A)'o;SIffP11-2002 and DSB-!I9 available from Truss Plate Institute, 2 I 8 N, Lee Street. Suite:3] 2. Alexandria, V A 223] 4 i www.tpinSl-org i PH 703-683-] OJ 0 also consult the BCSI 1-03 available from Wood Truss Council of America, 6300 Enterprise Lane. Madison. W] 537]9 i www.woodtruss.com.PH 608-274-4849 M1~lCIBl Components alJM)Ulll.n'company D-APPL WD-2007 -(S)-(CO) Page 60 of 81 Job TN" APPLEWOOD T16 Stock Building SupPly, Denver, CO. 80229, Scott Th~BDn 2-6-4 &9-8 2-6-4 4-3-4 Truss Type Lou-Mar Construction .Applewood Lot 2 SPECIAL Job Reference D 'onal 6.500 s Feb 52001 MiTek ndustriBs, Inc. Moll Oct 1S 12:02:29 2007 Page 1 ,_ I 18-6-15 23-1-13 27.a.12 30-,,, 34-2.12 T-NI ...15 "'15 ...15 ~'4 >+12 8x8 = Scale = 1 :85.8 3x4 = 3x4 = 5x5 = . 5 6 7 Jl .+[12 2 ~ 6)(6= ~r 11j~ 6x8 :::: ,. 3x4 II 17 6x6 = 12-6-4 I 6-9-8 ,... .... 5x12 = ~ 'l' '" :c ~, .n: 16 15 ,. 13 12 11 6xll = 3x6 = 3)(4 = 5x8 = 3x8 = 3x4 = ,- 20-,,, 27-&-12 7.2-8 M" M" 1. 6x6 = 34-2-12 0.0<> PLATES MT20 GRIP 169/123 Plate Offsets ex.Y); r2:o-5-S,EdQel [3:0-7-8.0..2-41, r4:o-5-5.Ed!:lel LOADING (pst) TelL 30.0 (Roof Snow:30.0) TCDL 10.0 Bell 0.0 SCOt 10.0 LUMBER TOP CHORD 2 X 4 SPF 1450F 1.3E *Except' T3 2 X 6 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1450f 1.3E WEBS 2 X 4 HF Stud/Std *Except" W112X4WWStudlStd, W102X4SPF 1450F 1.3E, W92X4WWStudlStd W13 2 X 4 WW Stud/Std, W8 2 X 4 WW StudlStd SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003fTPI2002 REACTIONS (lbJslze) 18=1697lMechanlcal,10=1697lMechanlcal Max Horz 18=19(LC 5) Max Uplift18=-632(LC 5), 10=-636(LC 5) Max Grav 1B=2152(LC 2), 10=1951(LC 3) C5I TC 1.00 BC 0.63 W8 0.96 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) In (Ioc) -0.1514-16 -0.3114-16 0.10 10 Ud 240 180 nJ. Ildefl >999 >999 nJ. Weight: 2111b BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc puriins, except end verticals, and 2-()"0 oc pUl1ins (3-1(1..0 max.): 2-3,4-7. Rigid ceiling directly applied or 10-(1..0 oc bracing, Except: 8-3-2 oc bracing: 14-16. 1 Row at midpt 3-14,5-14,5-13, &-11, 1-18, 8-10 BOT CHORD WEBS BOT CHORD WEBS FORCES (Ib). Maximum CompressionfMaximum Tension TOP CHORD 1.2=-1231/459,2.3=-25611895,3-4=-24741863,4-5=-18731838,5-6=-17601808, 6-7=-1047/616, 7-8==-13191670, 8-9=-124/267, 1.18=-21181652, 9-10=-1891235 17_18=0151,16-17=-20411030,15-16=-64912510,14-15=-649/2510, 13-14=-34411870, 12-13=-27911616, 11-12=-27911616, 1D-11=-641750 2_17=-13301374,2_16=-677/2235,3-16=-1519/573,3-14=-7541379, 4-14=-153/585,5-14=-381/30,5-13=-470/184.6-13=-931612,6-11=-1282/386, 7-11=-167f381. 8-11=-119/975, 1-17=-425/1683, 8-10=-1852/486 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.0psf; BCOL=6.0psf; Category II; Exp C; enclosed; C-C Exlerior(2); cantilever left and right exposed; end vertical left and right exposed; Lumber 001..=1.00 plate grip DOL=1.oo. 2) TCLL: ASCE 7-02; Pf--30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pondlng. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 632 Ib uplift at joint 18 and 636lb uplift at joint 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. 9) Design assumes4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2.1Od nails. LOAD CASE(S) Standard ~. Components .-...n_ & WARM~G READ ALL NOTES O;\l THIS PAGE A:\D THE ATTACHED GE'\"ERU TRl:SS NOTES PAGE BEFORE HA'\"DLI:\G TRl!SSES This design is based solely on parameters sho"Wtl, and is for an individual building component not a truss system. Applicability of design parameters and suitabiliT) for this individual component and its loads are the responsibility of the building designer. This truss must be installed and loaded vertically. Bracing shov.-rl is for the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted otherv,ise. Additional permanent bracing of the overall structure is the responsibiliT)' of the building designer, The ereClor is responsible for temporary bracing to insure stability during construction For general guidance regarding storage, handling, erection and bracing consult the following documents ANSlffPI 1-2002 and DSB-89 available ITom Truss Plate Institute. 218 '1, Lee Street. Suite 312. Alexandria, VA 223]4 ..'wv.w.tpinst,org..' PH 703-683-1010 also consult the BCSI 1-03 available from Wood Truss Council of America, 6300 Enterprise Lane, ~adison. WI 53719 i www.woodtruss.com...PH 608-274-4849 Page 61 of 81 D-APPLWD-2007 -(S)-(CO) APPLEWOOO T17 SPECIAL Lou-Mar Construction..Applewood Lot 2 Job Truss Truss Type Stock Building Supply, o.nvlr, CO. 80229, Seott Th~on Job Refetence 0 'onal 6.500 5 FItb 52007 MIT,k ~du$trl'$, Inc. Men Oct 1512:02:312007 Page 1 ow ..... .... ..,.. 10-4-12 ~7~ ,&<>0 ~7~ I BxB~10.6 ...,.. 2~12 29--1(Kl 4-10.6 4-1-4 34-2-12 ....12 3x4 = 4xB = Scale = 1:92.5 ~ 8.00 [12 II ~ ~ ~ ;! .b "' OJ> '1 o 1. 3x4 II 15 6xB = 14 13 3x6 = 12 3xB = 11 3xti = 10 4xB = 9 4x8 = 4-9-Il 1(1..4.12 4-s.8 5-7-4 Plate Offsets IX Yl' r2'1)..2 12 D-4-01 r4-0-5-5 Edael r6'Q..4..0 0-1 91 f15'0-3-80-3-01 4x4= 1&<>0 ~7~ 25-M2 ....12 34-2-12 .... . . . . LOADING (pst) I SPACING 2-0-0 eSI DEFL in (lac) I/defl Ud I PLATES GRIP TeLL 30.0 (Roof Sn0w=30.0) Plates Increase 1.15 Te 0.80 Vert(LL) -0.22 10-12 >999 24D MT20 169/123 TCDL 10.0 Lumber Increase 1.15 Be 0.69 Vort(TL) -0.59 10-12 - 180 BClL 0.0 I RepStress Incr NO WB D.n Horz(TL) 0.10 9 nI. nI. BCDL 10.0 Code IRC2003ITPI2002 (Matrix) I Weight: 2071b LUMBER TOP CHORD 2X6SPF2100f1.8E*Except* T3 2X4 SPF 1450F 1.3E, T4 2 X 4 SPF 1450F 1.3E BOT CHORD 2X4SPF145OF1.3E WEBS 2 X 4 HF StudlStd *Except* W11 2 X 4 SPF 1450F 1.3E, W10 2 X4 WN Stud/Std, W8 2X4 WW Stud/Std W7 2 X 4 WW Stud/Std, W12 2 X 4 WW StudJStd REACTIONS (Ib/slze) 16=1697IMechanical,9=1697/Mechanical Max Horz 16=-142(LC 5) Max Upllft16=-635(LC 5), 9=-615(LC 5) Max Grav 16=2113(LC 2), 9=1697(LC 1) BRACING TOP CHORD BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 5-6-0 DC purtins, except end verticals, and 2.0-0 DC purllns(4-11-2 mal: 1-2,4-6. Rigid ceiling directly applied or 8-3-10oc bracing. 1 Row at midpt 3-12,5-10,7-9 1 Brace at Jt(s): 1 FORCES (Ib) - Maximum CompressionIMaximum Tension TOP CHORD 1-2=-2675/813,2-3=-2737/873,3-4=-21381851, 4-5=-162!i{792, 5-6=-10791667, 6-7=-1290/716, 7-8=-159/288, 8-9=-2361255 BOT CHORD 15-16=-01142, 14-15=-64212598, 13-1~141, 12_13=-46012141,11_12=-20011482, 10-11=-20011482, 9-1()=..86/772 WEBS 1-15=-98013227,2-15=-17011626,2-14=-5301211,3-14=-581357,3-12=-8341411, 4-12=-2091524, 5-12=-14/340, 5-10=-9651289, 6-10=-1621390, 7-10=0n"60, 7-9=-1618/459, 1-16=-20711654 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDL=6.Opsf; BCDLoo6.Opsf; Category 11; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed: eMJ vertical left and right exposed; Lumber DOL=1.00 plate grip DOl"'1.00. 2) TCLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalarteed snow loads have been considered for this design. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed fora 10.0 pst bottom chord live load nonconcUlTent with any other live loads. 6) Refer to glrder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6351b uplift at joint 16 and 6151b uplift at joint 9. 8) this truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPl1. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. LOAD CASE(S) Startdard "'WAR)~]NG READ ALL ~OTE:S 0:\ THIS PAGE A:'OD THE ATTACHEDGE:NERAL TRl:SS l\OTES PAGE: BEFORE: HAl\DLI~G TRl:SSE:S lbis design is based solely on parameters shown, and is for an individual building component not a truss system. Applicability of design parameters and suitability for this indi,'iduaJ component and its loads are the responsibility of the building designer, This truss must be installed and loaded vertically_ Bracing shown is fOT the lateral support of individual web members only. The top and bottom chords are laterally braced by rigid sheathing unless noted otherwise, Additional pennanent bracing ofthe overall structure is the responsibility of the building designer. The em:tor is responsible for temporary bracing to insw-e stability during construction. For general guidance regarding storage, handling, erection and bracing consult the following documents A~SurPll-2002 and DSB-89 available from Truss Plate Institute, 2]8 ~_ Lee Street, Suite 312. Alexandria, VA 22314 /WW\.\',tpinstorg/ PH 703-683-1010 also consult the BCSII-0311vailable from Wood Truss Council of America, 6300 Enterprise Lane, Madison. WI 53719/ www.woodtruss.com/PH 608-274-4849 ~lCIIK1' CO_pDne..b. .-- D-APPLWD-2QQ7 -(S)-(CO) Page 62 of 81 APPLEWOOO T18 HIP Lou-Mar Construction...Applewood Lot 2 Job TroM TN$$Type Stock Building Supply, Denver, CO. B0229, $4;:otl Tholqlson JobRefe~ee llanal 6.500 5 Fsb 52001 MlTek ndustrislio, ne:. Man Oct 1512:02:32 2007 Page 1 ...." ...." 12-0-7 ,..... 2><-" 2&-,,, 34-2.12 5-11-9 5--11-9 6x8 = 5-8-12 'H ...." ..00 If2 .d~ Scale = 1:101.3 5 6 3x4 ~ + N ; Of ~ hS== 15 ,. 13 12 11 10 9 10x10 ::::; 3x4 = 4x4 = 4x4 :::: 3x8 = 4x6 = 3x4 = ..." ,..... 2><-rl'<'~ 28-10-0 34-2-12 I ..." 8-11-6 ...." .,~ ...." Plate Offsets ex.n [1-0-4-12 Edael rS'()..4..0o-1-81 r6'Q-3-5 Edael r8'O-3-8 Edael rg-EdQe 0-1 81 . , . , LOADING (pst) SPACING 2-0-0 C5I OEFL '" (Ioc) IIdefl Ud PLATES GRIP TelL 30.0 (Roof Soow--30.0) Plates Increase 1.15 TC 0.73 Vert(LL) -0.19 '-15 >999 240 MT20 169/123 reDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.50 '-15 >814 180 BelL 0.0 Rep Stress Iocr NO we 0.91 Hon(TL) 0.10 9 oJ. oJ. BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Weight: 1941b LUMBER TOP CHORD 2X4SPF145OF1.3E BOT CHORD 2X4SPF145QF1.3E WEBS 2 X 4 HF Stud/Std *Except* W82X4WWStudIStd, W12X4SPF 1450F1.3E, W92X4$PF 1450F 1.3E BRACING TOP CHORD BOT CHORD StnJctural wood sheatning directly applied or 2-~14 oc purlins, except end verticals, and 2-0-0 oc pur1ins (5-9-2 max.): 5-6. Rigid ceiling directJy applied or 10-G-O oc bracing. Except: 7-6-12 oc bracing; 1-15. 1 Row at midpt 3-13,5-11,7-10,8-9 WEDGE Left 2 X 10 OF 1950F 1.7E WEBS REACTIONS (Ib/size) 1=1701/MecI1anicaJ,9=1701/Mechanical Max Horz 1=48(LC 5) Mill( Uplift1"'-598(LC 5), 9"'-612(LC 5) Max Grav 1=2070(LC 2), 9=1786(LC 3) FORCES (Ib). Maxlmum Compression/Maximum Tension TOP CHORD 1-2=-31371935,2-3=-27471968, J..4=..1822/BOO, 4-5=-1496/834, 5-6"'-10401723, 6-7=-1333/768, 7-8=-12191579, &.9=-1725/652 BOT CHORD 1-15=-67412420,14-15=-40011901,13-14=-400/1901,12-13=-12211364,11-12=-122/1364, 10-11=-99/889, 9-10=01115 WEBS 2-15=-5021353,3-15=-198/662,3-13=-9161478,5-13=-295/892,5-11=-745/154, 6-11=-1551316, 7-11=0/527, 7-10=-769/270, &.10=-30511206 NOTES 1) Wind: ASCE 7-02; 11Omph; h"'25ft; TCDL=6.0psf; BCDL=6.0psf; Category II; Exp C; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCLL: ASCE 7-02; Pf--30.0 pst (flat roof snow); Category II; Exp C: Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for tnJss to tnJSS connections. 7) Provide mechanical connection (by others) of tnJSS to bearing plate capable of withstanding 598lb uplift at joint 1 and 6121b uplift at joint 9. B) This truss is designed in accordance with the 2003lntematlonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITP11. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard ... WARJ'i'JNG READ ALL 'OTES O!'ri THIS PAGE A~D THE ATTACHED GE'ER~L TRrSS J\OTES PAGE BEFORE HA'DLI~G TRl~SSES This design is based solely on parameters shown, and is for an individual building component not a truss system, Applicability of design parameters and suitability for this individual component and its loads are the responsibility of me building designer. This truss must be installed and loaded vertically. Bracing shown is for the lateral support ofindividuaJ web members only, The top and bottom chords are laterally braced by rigid sheathing unless noted other....ise. Additional pennanenl bracing of the overall structure is the responsibility of the building designer. The ere>:tor is responsible for temporllI) bracing to insure stabilil)' during construction For general guidance regarding storage. handling, erection and bracing consult the following documents ANSlfTPJ 1-2002 and DSB-89 available from Truss Plate Institute, 2]8;-..J, Lee Street, Suite 312, A]exandria, VA 223]4 /",,",wtpinSlorg,/ PH 703-683-1010 also consult the BCSI 1-03 available frOln Wood Truss Council of America. 6300 Enterprise Lane, Madison, WI 53719 'WWv.',woodtruss,com'/ PH 608-274-4849 ~~K1 COIIIpOnedt6 . WDl.SB.Rcornpanv D-APPLWD-2007.(S)-(CQ) Page 63 of 81 APPlEWOOD n9 HIP Lou.Mar Construction...Applewood Lot 2 Job Truss Truss Type Stock Building Supply, Denver, CO. 80229, SCott Tho~son Job Reference onal 6.500 s Feb 52007 MlTek .,dustr1es. "c. Man oct 1512:02:342007 Page 1 .... .... 1.5x4 \\ ,~.. 15-7-11 I ,..,.. 26-1-1 '""" 34-2-12 ~~2 ~2~ 6x8'l5-2-11 5-2-11 3-11-1 ~2~ 8.00 R2 3x4 = 4x8 .::::- Scale = 1 :89.1 5 7 3x6 'l 3x4 'l II '1 1 :1 I ~ I~ I , ,. " ,. 13 12 11 10 3x4 = 3x6 = 3x4 = 3x4 = 4x8 = SxS = 15-7-11 ,..,.. 3x4~_1 34-2-12 7-9-4 5-2-11 5-2-11 8-1-11 .. ;H do 5x5= 8x8 = 7-10-7 7-10-7 Plate Offsets (XY\' '1'0-3-120-2..(11 [5'0-4-80-1121 17'0-4-00-191 , . , , LOADING (psf) I SPACING 2-0-0 C5I DEFL In (loe) IIdefl Ud PLATES GRIP TCll 30.0 (Roof Snow=30.0) Plates Increase 1.15 TC D." Vert(Ll) -0.15 1-16 >999 '4Il MT20 1691123 TCDl 10.0 lumber Increase 1.15 BC 0.75 Vert(Tl) -0.35 1.16 >999 1SO BCll 0_0 I RepStresslncr ND WB D.SO Horz(TL) 0.12 10 nI. nI. BCDl 10.0 Code IRC2003!TPI2002 (Matrix) Weight: 200 Ib LUMBER TOP CHORD 2X4$PF 1450F 1.3E BOT CHORD 2X4SPF 1450F 1.3E WEBS 2 X 4 HF Stud/Std *Except* W72X4WWStudlStd BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-0-2 oe purlins, except end verticals, and 2-0-0 oe purlins (5-0-4 max.): 5-7. Rigid ceiling directly applied or 7-M5 oc bracing. 1 Row at midpt 3-14, S-13, 6-13, 6-11, 8-10 WEDGE Left: 2X 10 DF 1950F 1.7E REACTIONS (Ib/size) 1=1701/Mechanical,10=1701/Mechanical Max Horz 1=48(LC 5) Max Uplift1=-607(lC 5), 10=--626(LC 5) Max Grav 1=2127(LC 2), 10=189O(lC 3) FORCE$ (lb). Maximum Compression/Maximum Tension TOP CHORD 1-2=-32S61955, 2-3=-29291985, 3-4=-2134/836, 4-5=-21181871, S-6=-15321794, 6-7=-1097/671, 7-8=-13851725, 8-9=-167/279, 9-10=-242/248 BOT CHORD 1-16=-70412532, 15-16=-476'2117, 14-15=-47612117, 13-14=-23311654, 12-13=-21411532, 11-12=-21411532, 10-11=-891821 WEBS 2-16=-3971296,3-16=-162/543,3-14=-798/416, S-14=-250177S, 5-13=-2781197, 6-13=-1021326, 6-11=-1017/275, 7-11....1591377, 8-11....11m6, 3-10=--17501484 NOTES 1) Wind: ASCE 7-02; 11Omph; h=25ft; TCDl=6.0pst; BCDl=6.Opst; Category II; Exp C; endosed; C-C Exterior(2); cantilever left and right exposed; end vert,calleft al'Kl right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 2) TCll: ASCE 7-02; Pf=30.0 pst (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow toads nave been considered for tnis design. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent witn any other Bve loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by otners) of truss to bearing plate capable ofwithstanding 6071b uplift at joint 1 and 626lb uplift at joint 10. 8) This truss is designed in accordance with tne 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI1. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-1Od nails. lOAD CASE(S) Standard ""'ARNI~G READ ALL !"OTES 01\ THIS PAGE AND THE .4.TTACHEOGE"'ERAL TRl:SS !"OTES P.4.GE BEFORE HA!"DLING TRl'SSES This design is based solely on parameters shown, and is for an individual building component not a truss system. Applicability of design parameters and suitability for this individual component and its loads are the responsibility of the building designer This truss must be installed and loaded vertically, Bracing shown is for the lateral support of individual web members only, The top and bottom chords are laterally braced by rigid sheathing unless noted otherwise Additional pennanent bracing of the overall structure is the responsibility of the building designer, The erector is responsible for temporary bracing to insure stability during construction For general guidance regarding storage, handling, erection and bracing consult the following documents ANSlrrPI 1-2002 and DSB-89 available from Truss PlaTe Institute, 218 N, Lee Street, SuiTe 312, Alexandria VA 22314;' ""'W\\'.tpinsLorg;, PH 703-683-1010 also consult the BCSI 1-03 available from Wood Truss Council of America 6300 Enterprise Lane. Madison. \Vl 53719! www,woodtrusscom " PH 608-274-4849 ~[j;]~ Componenta .--. D-APPLWD-2007 -(S)-(CO) Page 64 of 81 HEAVENER ENGINEERING, INC. 1963 S. PEARL ST. DENVER, CO 80210 phone: 303-733-1962 fax: 800-783-7438 e-mail: heistructures@msn.com February 5, 2008 LouMar Entities 3650 Vance St., #1 Wheat Ridge, CO 80033 Re: Lot 2, Filing 1, Applewood Preserve Subdivision, Wheat Ridge, CO Tiedowns for the girder truss at the front of the building are in place and are adequate to resist the uplift forces shown on the truss shop and erection drawings. Heavener Engineeri ~~ener, PE \\~;\\ \',',', \ ~.i:: i , ~.~ .~. . ,', . ;' ...~5~., .cl."" ,:,\.~~'t.'"""fl'1JC"'~""/'2r^ . ~,'. ~'v~~.,,,> i(. 1:1 EA l<,;".; .(' " ;,,"~ ."0<;;: , ~1;',,:',;~~. .:: ',..,J.B ""') '1J ~~ \:;:::. - .. . .::: . .. J ';i,~ 19267 :I:"::c :t ~e..i\~':.~- -:::;.~",Cl. ...~,.<,-- ,,"?-("{l .... .~..!""~ ,::-- 'l,.(".V, ....... {:~:\'\.).'~' ";.' IO!.,.. c,...," Iii/ ~ h I.- \,' 1,1 i ! if /I II I : ' ~ \I \ \ \ ' In TEe I Integrated Testing and Engineering Company of Denver Metro, LLC Geotechnical, Environmental & Geological Engineering . Construction Services . CIVil Site Development October 18, 2007 Lou-Mar Construction 3650 Vance Street, Suite 100 Wheat Ridge, CO 80033 Attention: Mr. Lou Ficco Re: Foundation Drain Observation Proposed Residence 3215 Iris Court Wheat Ridge, CO 80205 InTEC Project No. C071048 Mr. Ficco, As requested, InTEC of Denver Metro, LLC traveled to the above-referenced site on September 9' 2007 for the purpose of observing the foundation drain and damp proofing. Appropriate damp proofing had been applied to all living areas subject to backfill operations. The drain consisted of a 4 inch PVC pipe, covered with rock, and protected with geofabric. Elevation checks appeared to show appropriate flow in all areas of the drain. We at InTEC appreciate the opportunity to be of service to you on this project, and we wish to thank you for your business. If we can be of further assistance on this or other projects, please call us at 303-463-9317. Respectfully submitted: InTEC of Denver Metro David Beasley, P.E. Branch Manager Copies: Addressee (3) 15403 E. 17th Avenue, Ste. E . Aurora, CO 80011 . (303) 463-9317 . fax (303) 463-9321 . www.intec-geotech.com Austin (512) 252-1218 fax (512) 252-1219 DFW Metro (817) 858-0870 fax (817) 858-0036 Houston (281) 371-3330 fax (28]) 371-3334 San Antonio (210) 525-9033 fax (210) 525-9032 In TEe I Integrated Testing and Engineering Company of Denver.Metro, LLC Geotechnical, Environmental & Geological Englneenng . Construction Services . CIvil Sile Development September 17, 2007 Lou-Mar Construction 3650 Vance Street, Suite 100 Wheat Ridge, CO 80033 Attention: Mr. Lou Ficco Re: Foundation Drain Observation Proposed Residence 3215 Iris Court Wheat Ridge, CO 80205 InTEC Project No. C071048 Mr. Ficco, As requested, InTEC of Denver Metro, LLC traveled to the above-referenced site on September 9' 2007 for the purpose of observing the foundation drain. The drain consisted of a 4 inch PVC pipe, covered with rock, and protected with geofabric. Elevation checks appeared to show appropriate flow in all areas of the drain. We at InTEC appreciate the opportunity to be of service to you on this project, and we wish to thank you for your business. If we can be of further assistance on this or other projects, please call us at 303-463-9317. Respectfully submitted: InTEC of Denver Metro ~~.~~~oS'~ t r J,..~~. e~~,.~\ '\, ~~(iJ)25552~' 'c / ""....... ) ~o", _ i U .' '\..... _,,~ Copies: Addressee (3)"'''.:~_:>~~ David Beasley, P.E. Branch Manager 15403 E. 17th Avenue, Ste. E . Aurora, CO 80011 . (303) 463-9317 . fax (303) 463-9321 . www.intec-geotech.com Austin (512) 252-1218 fax (512) 252-1219 DFW Metro (817) 858-0870 fax (817) 858-0036 Houston (281) 371-3330 fax (281\ 371-3334 San Antonio (210) 525-9033 fax (210) 525-9032 HEAVENER ENGINEERING. INC. 1963 S. PEARL ST. DENVER, CO 80210 phone: 303-733-1962 fax: 800-783-7438 e-mail: heistructures@msn.com November 27, 2007 LouMar Entities 3650 Vance 51, #1 Wheat Ridge, CO 80033 Re: Lot 2, Filing 1, Applewood Preserve Subdivision, Wheat Ridge, CO The loose lintels over window and door openings that have been installed with bolts on each end into the king studs is an acceptable installation. A minimum of 4" of bearing each end onto the adjacent masonry veneer is still a necessary part of the installation. The sloping angle lintels over the one story hipped roof in the southeast corner of the garage will need 1/2" diam. x 31/2" lag bolts installed into the vertical leg of the angle at every stud (16" spacing). >'_i-"\.,,i:t1ii,'ji_ >",''''~:'(~,a Ii EGJ.;~/.'// ",'Q_~"('L~""'''<l'.",!:> t) .,.. '~? , ~~;~...~ \-\EAv/'<~ ~.~, ~(~~,~tif tV~6~~Ji "'", '''\ '.1"'", '::' . = ~\O~ 19267 io:~ ~e.~.. .. ~'4J ~ ._.~ "It 0,"4",-,_ ,.f'.y,," ....."f/;;...::- {~-o... "oil ("."- ,~::: "" v,{'~~h""..!.~<>:\,~ ";:'f,c.;,!'(.'i~j A\. \.-','""," "'i:'iJili;r:'Ij\\I.i\\\" HEAVENER ENGINEERING, INC. 1963 S. PEARL ST. DENVER, CO 80210 phone: 303-733-1962 fax 800-783-7438 e-mail: heistructures@msn.com September 5, 2007 LouMar Entities 3650 Vance St., #1 Wheat Ridge, CO 80033 Re Lot 2, Filing 1, Applewood Preserve Subdivision, Wheat Ridge, CO FIELD REPORT NO.1 Date of inspection: September 4, 2007 Present at site: Jere Heavener Work observed: Grounding rod in the foundation walls. Comments: A #4 grounding rod was tied to the bottom reinforcing and extended above the intended foundation pour in the southwest comer of the main house. Heavener Engineering, Inc. ~P-4~~- JL_~eavener, P.E. i";~""".,,;,,.! ,",\t,\'~ tC/'''' "', ,>,\:,,~ ":"~ _" '1L'~,<>'::,- ,,,:...~:. " {, 'r\E.Av,::'" ,),,"'-"')~::. ";;...."" -'v...'.oi'~:': ,,' (<':"t.:"",,; " .,::>~.~-;; ~ ~ 19267 ; ,~: ~. ;'::,\ ...~:;;:J' :',,;''''_ ... r;'::"$ ''-' .....o..c,\"J-'~ \ ION A \. ~,>"'" "-""1'1"."\'.' In TEe I Integrated Testing and Engineering Company of Denver Metro, LLC Geotechnical, Environmental & Geological Engineering . Construction Services . CIvil Site Development August 31, 2007 , Lou-Mar Construction 3650 Vance Street Wheat Ridge, CO 80033 Attn: Mr. Lou Ficco RE: Drilled Pier Installation Observation Proposed Residence 3215 Iris Court Wheat Ridge, CO 80033 InTEC Job No. C071048 Mr. Ficco, As requested, InTEC of Metro Denver, LLC observed the installation of drilled piers for the proposed residence at the subject site on August 23, 2007. The installation of the drilled piers for the proposed residence was observed. The observed piers obtained the minimum specified length and penetration as specified by plans onsite. Steel met with plan specifications. Groundwater was not encountered in holes observed. Casing was not required during drilling operations. Concrete was observed at the time of our site visits. Piers 10-16 & 27-31 were unobserved. If you have questions concerning this project, or if we can be of further service, please call. Respectfully submitted, ~C?.!!~~8~ . 9"" ~. 8q,.~ o/p ~\(\\ .'J/<C. iJ5554 rn....., Ie -' ...1 -;1' , .:,\ , '~""\" ./ " ",' '. ,"'''' . .J '\,:, , v / .. ',' ,,', .... :~~'" .1,., ,_ .' David Beasley, P.E. Branch Manager InTEC of Denver Metro, LLC Matthew Behrens, E.I. Staff Engineer Copies: Addressee (3) Attachment: Pier Observation Log 15403 E. 17tb Avenue, Ste. E . Aurora, CO 800n . (303) 463-9317 . fax (303) 463-9321 . www.intec-geotecb.com Austin (512) 252-1218 fax (512) 252-1219 DFW Metro (817) 858-0870 fax (817) 858-0036 Houston (281) 371-3330 fax (281) 371-3334 San Antonio (210) 525-9033 fax (210) 525-9032 o UI '1: UJ ,., III ~ ~ N ::J ~ l') en c? iD ~:::. E c(o_cu .c 0 C'J Z ~co~n ~ - CD ()~",U'[' UJS!5Wa. ~LAI...'" ..5....<(.5 Q DC: o U W DC: o z :J .... ii2 Q DC: W it ;.; 11 E '" Z 1:: 8. Gl IX: 1ii .;;: .Sl '" :::!: C> C 'C ,., m e ~ ~ ~ ~ ~ ~ '0 ~ l') al ~ CI.I CI.I CI.I CI.I 2! CI.I CI.I CI.I ~ CI.I CI.I CI.I CI.I 2! 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The installation of the drilled piers for the proposed residence was observed. The observed piers obtained the minimum specified length and penetration as specified by plans onsite. Steel met with plan specifications. Groundwater was encountered in holes observed. Casing was not required during drilling operations. Concrete was observed at the time of our site visits. Piers 10-16 & 27-31 were unobserved. If you have questions concerning this project, or if we can be of further service, please call. Respectfully submitted, InTEC of Denver Metro, LLC Matthew Behrens, E.!. Staff Engineer David Beasley, P.E. Branch Manager Copies: Addressee (3) Attachment: Pier Observation Log 15403 E. 17tb Avenue, Ste. E . Aurora, CO 80011 . 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N M ~ N N M M M M ~ A ....~ ~ ~' CITY OF WHEAT RIDGE r.,n Building Inspection Division ~ (303) 234-5933 Inspection line (303) 235-2855 Office' (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: ~CT7?/C.4/, :?'-d/,,:;:?tt 51 Job Address/Permit Number: >2;/::- --G> <; rr - ;:::P4L E/Je:c.:77Z/c H-f / [J No one available for inspectioni"\~ime AM/PM Re-Inspection required: Yes i No ) . "'M =,~- ~~ _...J., "',,' .:fIli~ · "'~,..... .-/ /_ / I, . /. Date: 5/-z:JI/O/ Inspector: . i / ~ / DO NOT REMOVE THI COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: Job Address/Permit Number: .t1I,L "3Ji5 Th~ /"r 07~ b <; ;, o q jl iJ 1M 1'''-7, ,.IN' 5, b F ,c~ 1. Oce.,' " ,I ;Jr. {,nf ,r ,c.,~'E /Y;I<"t. " ~f p~ tI :' rJ.il' ~/v r?lv T..J-i/ [/€/j~'/~tlt. ,I ~/l,H .H/Hff,.! (I:'V ?,':tt,/c t01' ,1.,,"""7 ';",/,,7" g'r:;/c. /-" n?,rf"K /j!/f.-1'1i-l e."ohL)JW, C;~"'/v /?/h/!7 f?I ",/c - ",/'.nll' M [J 6 /1/, .>c-,Jfw': 0/1 ~,fl,," ,..) ,F ,,1/, /j <; ,,"Ot!. It!) fr" t.){:' UlAII.? Fd -1/$/1',2 Hhwfi' .,'\ .J /.o'l I /.,/ / OJ L/A/~ b""'" /.';7 v LJ/C. ,/ .t o No one available for inspection: Time /c,'d AM/PM Re-Inspection required: ~' No 'When corrections have been made, call for re-inspection at 303-234.5933 Date: J/I.;/pq Inspector: ;::,.-c,: DO NOT REMOVE THIS NOTICE , t I I I t r i COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection fine (303) 235-2855 Office * (303) 235-2857 Fax ~ VlH€-'ll" ~_... _\_..'.~..'6 !::: -".\!I. (;) () '," I'f\ - -.. -- C'O(OR/'OO INSPECTION NOTICE Inspection Type: M/.$'V).AJT7z; ,v Job Address/Permit Number: .3.2/5 t /J I ( f':r ,-77/)(," =I "0 M/-'O Ht'nU, /""'/~.4.P4-It/'i.'! Mi'Ju,"""c:> I?'r/uf AT /1M-HI/ l'i. j:,d~ jl/",,~ /'/",,/2:<("'''- + f?l}.Q,"..-,(o o No one available for inspection: Time /1.: vi AM/PM Re-Inspection required: ^--'---'\ Yes ~...J "When corrections have been made, call for re-inspection at 303-234-5933 Date: I ,/ fI",;/'-''V Inspector: A::>.J / DO NOT REMOVE THIS NOTICE .'--~"--'-'--'~....._-_._~" - '- - -- - ---' ~'- ._,_..~ - -.-- ...~ _.~ -~- D Elec. D Plumb. r:;a Mech. o 1 st 0 2nd Job Address:.1'..t/cs" 7"15..'1 j) G01 7"'Li:r~. #.1<<;', n,. .~'d,.v" re' /1.,,.,-, "'/)/")'7.;;.<.,:;" . }) J/.#I/ /!lAlu,(.II"'~";'I./-(...' /y.. J5l? .ijC)'/)",J h'Ji t=Ji' rl/.t_~ t21 Structural o 3rd D Other i , , , I I I l , i , t I I if' '1 ;J I;: A',4//~ Iii) 4thl /,/ /JJi:"( //1/ TR"",'(' <'/'iJ," 'f" ./. ...-\,'! ".--- J)rA -' ~~_,)" '_'? /1. .---...: ~ i 7U"'''";,,.I, .-1',-,/(" ",..L/.....'.t_~f.{.' -po' -c- OJ)' . dr' '~'IIr;~ y~~,.,..,{ /1 j1.~r.? $v ~ .r" ~ >~',; J0 11/.';-' oJIjI .>Fht'<: IA..;./~-/t'~r-;)/'"",;,~/;..' <1;'/ h! ff'1I. J' '" r.7 J:;< .- b'k' ORe-inspection fee of $ must be paid prior to re-inspection. o Blocked Access o No one available for inspection: Time Yo' /,:' AM/PM .When corrections have been made, call for re-inspection at 303-234-5933 Date: //;'7/0';; , Inspector: / / ,#'i--...e DO NOT REMOVE THIS NOTICE -- _.._._....._~-- -I__.~- .___ ..__~__.~_.,_.~_..._,~_.______ _, _,~~__~,~_._ __._,.~_._....__..__ COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office' (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: M5 ,.JII'~ /17''; I.J- ,k;/#. Job Address/Permit Number: 3';1/5..rRf-" <'I C77?'.:f~3 Aj1jJ~rA I) /UkPJ7!:',' 57/// A'/5.0k// /v~/L /://f-rz'" /h/ /.?#f?/Y'<:wT~ Uhf! ;,1" Ci! n~ o No one available for inspection: Time //3> AM/PM Re-Inspection required: Yes ~J 'When corrections have been made, call for re-inspection at 303-234-5933 Date: /J/;!ki Inspector: z;::. . / DO NOT REMOVE THIS NOTICE COMMUNITY DEVELOPMENT DEPT. ~ Inspection Se",;ces Dlv;s;on ti w. (303) 234-5933 Inspection line (303) 235-2855 Office "OLOR.OO CORRECTION NOTICE o Elec. ~ Plumb. 0 Mech. 0 Structural o 1st D2nd 0 3rd Job Address: ;(/ /.7' ..T'€ d er 67tc?5.? ,) ,;~< ~;r- :r-z-> a,c __W/I /Lr/,rv, 2.--j .J;r<; .2" nu/1/ -;-y::r<7 7-:D /<> ,.., ~_..",v ~.I) -#~ ':i') i)~V -f-...,.)f ,)/..Jf TV A~ <~ II.-X,en ~u.cy'./ :s;;:: '/ , / .' / sUjJ,)~/ ,/ /n/E /~'/T aIL- '#/..L 0 (..- ':i'5.1i ~ ~ C,K +~r /-15 I2r Other 'I) Atllf/IV' A/.t II ,J/..?T~ ,.if... /1/l.-?<F~F'""" r ORe-inspection fee of $ must be paid prior to re-inspection. o Blocked Access o No one available for inspection: Time /: {" AM/P~ 'When corrections have been made, call.for re-inspection at 303-234-5933 I Date: /7./"7/"7 f ' / Inspector: ~, / DO NOT REMOVE THIS NOTICE _"'-'-'-~"~_~~._ __ _ ..__~C____' __.___'~,___.~___ .'.'~'"-'~"""__"'~_'___" _ ,~_..~__._____,_ _.._ COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office. (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: EKI"';/ =1/ ,.,-1 f Job Address/Permit Number: ?;'/> 1/P.'5 ,"7- nce"'; .~ < , 1)/J4t15'f;<'V~ //..~- T/;:~( ~J!j~:/,,< lv-';,,..,..". f !-:::;r-.;:.c.~~{ 1,,1....."!irA-/1 /.,;....:.-7,.c'{. I'll R7,cQ,,7.;'.! ...l -r41?//~ ,,;.:. -),:_3.7,7 j) PAti!",,'./. r-d:' ....vf:.;T ~:07Ni"i(:,.;r::/.,,-~ //t/~,c,4,? ,.i-~?0/Y' t? po,. .n:, ~,vlJ ..~ f /)/l""j{' ;:~Cr'lr~ l-'C t'J(: ....>' ,J ?') r.4,J,f:;") -1 ;'/,<:'< /l<~..,..,T /i'r.:7n~)#I,,-:~,_> IA;' r~;k_.-.J -r ~'/J tt-.r:l~L/,( J- A/~fA Al5,;lJf ~Jit>.i7 ()C'L.,-<.' Ii) .1 /}t;;__7 )c.r A,'J/.:" :c/.45lf/~'1'(:-- r /)f--< r,6..,..< ;-i 7.:3'. '"':~ o No one available for inspection: Time AM/PM Re-Inspection required: Yes No 'When co"ections have been made, call for re-inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE r- I l I i f I t I I I I I ! I i I ; - ~-.~ ""', ..",._,."_.r._,,_,, COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: /A--nI - ?4i2TJ.4l Job Address/Permit Number: 3;7/5 IklS eJr. ,<111-070&..:"-:; ,If/~l?/ $/oE /:Q. ,;-,//1" T7C> /ill;, ,<C. S:,;;>,c = r..l,'. A;?,,' ,. , o No one available for inspection: Time /0: IS: fi ~PM Re-Inspection required: Yes No *When corrections have been made, call for re-inspection at 303-234-5933 Date: .'//'1, /07' / ....,,/ Inspector: /:;.., c DO NOT REMOVE THIS NOTICE 1O'~- ~ . r COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234.5933 Inspection line (303) 235-2855 Office' (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: AtlhN7 ~A{J7/-4i Job Address/Permit Number: ::t?/5 :rl<,> L'"T / /?7CZ~ l/J.,'T /~,:-~ /~A'./A/r-l""""';/}-,.v'{. .!... Jk' /)~ . .;V./-,';;,')../ }-,;=,'k- - 0 o 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: /II, //~7 ", Inspector: ~-:'I-: / DO NOT REMOVE THIS NOTICE I ! ~ i , , , f I f , f I r , , I r I I I I I I , ~ I I f I o Elec. 0 Plumb. 0 Mech. 0 Structural 0 Other o 1 st 0 2nd 0 3rd Job Address: ?2/S ,L,I(/< (""'1, I'.d ?"J'/t/;',,~ ""~A-1 ,Lid! I3Mt'.&",t"f ME-fv .~A/ .AC'{'F5"f' A&;.vE /0 / F.//? ,IV /.?</<;?'<('7" ,c/A ,... rFI.lM.&. /~,",FL ORe-inspection fee of $ must be paid prior to re-inspection. o Blocked Access o No one available for inspection: Time AM/PM 'When corrections have been made, call for re-inspection at 303-234-5933 Date: /O/;'~7 Inspector: /~ I , DO NOT REMOVE THIS NOTICE --'-~ _.c.,-"_~_......c."".~~_'.'-"._'_._"'_~'__ ..~",__._______._~.'"-_~ __,__~~__,__._,_, .m_'___.___~~___~~~__.,_~.._ I 1 o Elec. 0 Plumb. 0 Mech. 0 Structural 0 Other o 1 st 0 2nd 0 3rd Job Address: 1J/5 T~/( ~T. {J..t:P 070C53 ;) ~EoF !'":hI:> ovtt<. ShtA./A/~,;> <-'" 0/5 /-.'#I</E.::'> t) IV'~F(;> rv F,;Jf R/H.K PU<t!.tI {0/"h<A/' '" 7<>~ +.. /& ' //J! 71/' fET WhA//Jr;~/\.+ ./VK;JI' ,:;/< /.B71!': ~AA. #""'/'"" ;f j. ( S DA/~' '>I"E "'1/#/,, oJ! - jJ~cll &/...",,,,,> 0"," 0/< - 0)1 , i I ! I .f i I I i , i ORe-inspection fee of $ must be paid prior to re-inspection. o Blocked Access o No one available for inspection: Time AM/PM 'When corrections have been made, call for re-inspection at 303-234-5933 Date: /0 j~'o-r Inspector: /e- DO NOT REMOVE THIS NOTICE _.~~"--~._._~~.,--_.~-_._----,.,-~----~ ~__------.c..___._~__ ___ _~_~___i__".-'-._,___._,_.~_________ ......"..... o Other - , '-f ("'7<::::')'1 ~-- - . l/tAf~J/ /) r (~~ 'tt oRe-inspection fee of $ must be paid prior to re-inspection. o Blocked Access o No one available for inspection: Time AM/PM .When corrections have been made, call for re-inspection at 303-234-5933 Date:q-/l~ D' Inspector: _Jrf:, DO NOT REMOVE THIS NOTICE "!I!'j.,,,,~, lk""''''''''''''-'' ~, "',..,~"'",..., lJ.l,.,1 !JIll",,", ,l_l!l'~ J,!LJ.,41!"""".",4J\l1',J,llIJ,.Jl..;~IIUI! 1\1 m.,IlI~,..,,,.,, .w"w~ " !lJJ 'W_' ''" j111,;"'ll~\\'~ .~~A.( ~ City of Wheat Ridge Residential Fence PERMIT - 080497 PERMIT NO: JOB ADDRESS: DESCRIPTION: 080497 3215 IRIS CT 177 Lineal feet of 6' privacy cedar ISSUED: EXPIRES: fence wih 112" OS/20/2008 ea gates ** * CONTACTS * ** owner 303/423-2561 gc 303/289"4388 Lou Mar Entities 08-0097 AJI Fence Ltd. ** PARCEL INFO ZONE CpDE: SUBDIVISION: ** UA 0628 USE: BLOCK/LOT#: UA 0/ Permit Fee Plan Review Fee Total Valuation Use Tax ** TOTAL ** ESTIMATED FEES 126.50 82.23 .00 59.69 268.42 PROJECT VALUATION: 3,316.00 ** FEE SUMMARY ** ~ Signature of contractor/owner date 1. Thlsp~rmit was issued in accordance with the provisions set forth in yo~r application and is subject to the laws of the State of Colorado and to the zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension-may be granted at the discretion of the Building Official. 3. If this permit eXpires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid tor a new permit. 4. No'workof any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor shall notify the B~ildin9 Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on i~pection card before proceeding with successive phases of the job. 6. The issuance of ape i the approval of drawings and specifications shall not be construed to be a permit for,nor an approval of, Yo tion of the provisions of the building codes or any other ordinance, law, rule or regUlation. All plan review eet'to field inspections. Signature of Chie date INSPB~TI~ RKQUBSTLINB. REQUESTS MUST BE MADE BY (303) 234-5933 BUILDING OFFICE: (303) 235-2855 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge Building Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 . Fax: 303-235-2857 Inspection Line: 303-234-5933 Date: Plan #: () f -Plr;J Permit #: Building Permit Application Property Address 3 ~ I ') I R I' 5 Property Owner (please print): L(J u. . MV<. (' Mailing Address: (if different than property address) CJ. E t) r-/ f-/e ') Phone 301- <../J.5/)Jeol Address: City, State, Zip: Contractor: I{JI. N/IJ(f? lfd Contractor License #: Phone: 103 - ;2 '61~4j<(fg Sub Contractors: Electrical City License #: Company: Plumbing City License # Company Mechanical City License #: Company: Exp. Date: Approval: Exp. Date: Approval: Exp. Date: Approval: Construction Value: $,1~ I (q.()() (as calculated oer the Buildina Valuation Data sheet) Plan Review (due at time of submittal): $ !~ . Use of space (description): Description of work: 117 LiNE'^-1 f=c.-e.+ () F ~ ( ?~;,VUL'i c..u:l\XR (-eJ\j(t( LJrth '\~ t~ G~fe!s Sq. Ft./L.Ft added: Squares BTU's Gallons Amps OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this pennit. Plans subject to fi~_~~ inspection. \ D:te.OS}fM CIRLCE ONE. (OWNER) (CONTRACTOR) or P RSONAL REPRES PRINT NAME SIGNATURE. DEPARTMENT USE ONLY ZONING COMMENTS: Zoning: 1-' Reviewer JIf ') (11 f 0'0 J!=-- PUBLIC WORKS COMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: OCCUPANCY: FIRE DEPARTMENT:: 0 approved wI comments 0 disapproved 0 no review required I Bldg Valuation: $ '''', j, /1'11 ~/ I II i I I' I ,." 0 1 ,~I--''''----' ""I ,1/ I,. ,---__~i I t fl.1 i:i " .1- "" ~ I, i ~ ..": III , HH_ /,f-" l -~Il'. ...... ".. ,~+,,~~HT--.l ",,_ J/lll~ 1 ~ III".. '''vf//ii...i .'. ,11-4 I III ii', I ....] ~, ,o..~ -,-~'-,~! ""'0..0'.' o~. o , ------------ M ,,9~.e~oi'9 <;; ,~o~n IdA.L1 ,m ,~ Id;'l.l;on.<; --.,-- [~ ~ .~.?"....,J...;O,;;. : "o.,~.- '~o'\'.':" I '0""'" ....... I -::;',' ... .il-J' ~l-T . ~ "'I .J][];r:t ~",;,:~ JI . n ~ .._... .,,'" I '~ - i:i '" z o rttfj:' :\~: : d S ;O~'~,) ZLO'1 ,... './j M ,,9~,6L69 S ,1O';U f1.O'l " . . aJI >>> BILL TO: SHIP TO: JOB SKETCH Lou Mar Entities Lou Mar Entities 3215 Iris Street 3215 Iris Street Wheatridge, Colorado 166' 6' high lx4x6de Bloc Fencing Iris Ct. AJI FENCE, LTD 909 E. 68th Ave Denver, Co1orado 80229 (303) 289-4388 +N 3215 Iris Ct 6.5'3.5' 4' 22' ~ 4 40' 40' 100' 05/19/2008 COMMUNITY DEVELOPMENT DEPT. ~ Inspect;on S.",;ces Dlvls;on 1J ~ (303) 234-5933 Inspection line (303) 235-2855 Office "O'OR~QO CORRECTION NOTICE o Elec. 0 Plumb. 0 Mech. o 1 st 0 2nd Job Address: 321 S T,J /( "7 ' o Structural ~. Other o 3rd C,-7"", 6 ( ::; .;:::~('Tt:/''''; /.J-"';/ /,..c,/,,/ //.~~--)'-..t'//A--T--/-);V ;!.; /l)/N,,,'.C:d/?- -;-~- / (. -- uk b;.!Ir>~ oRe-inspection fee of $ must be paid prior to re-inspection. o Blocked Access o No one available for inspection: Time JAM/PM 'When corrections have been made, call for re-inspection at 303-234-5933 Date: l In / ,;.' P Inspector:~-.- DO NOT REMOVE THIS NOTICE :...c-.-.._.o....-o-..~~__-'---~_._......_-------'----"-..----~. -,-.----.~~-~-.~---'-..~-.~'---~---. -~---.~---.-_....:.. -. -_.'- .__.~. ru I I , , i I , I I I I I , COMMUNITY DEVELOPMENT DEPARTMENT Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office' (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: k<n( rd ~~ Job Address/Permit Number: "3.#15 IA/~ (Or //770lj~ ;1#-47">.>11.. - kif ;;=xt'I'.I'T Pr. r.:ASJ/5 y.>lllL>VE ,K. 0.4',,' A-ti'CH o No one available for inspection: Time /0:1"0 AM/PM Re-Inspection required: Yes No 'When corrections have been made, call for re-inspection at 303-234-5933 Date: 11,h7ft,7 Inspector~", DO NOT REMOVE THIS NOTICE " k "i,~",t' ~" s:~ . 070653 ~~~". ' "" ".~~~~~- I$$UlW, 0~/2i/2()(l"l' r-~ C~ .' ~ mc~IRlIlS: i2/26/20~7::'. I '.'~ ~ .t . .. 6t. ""., " ,,'.: ' , '0'" ",. , " H ' I '" ':i::.' ;"";'Ri'. CltY~;hWheat: die ,', ", 'I,; , "", ,:, ; Re.. ..SFR P . ., ' . 07065~. <j, "I',", 3215 :Iria ct.: New singlepl~ly Resident. .: ' . , . , '.,' ":" ,.-",:. ;;~: if:: , ' ~ .: ,{_ ,':1; ':~.i~:~ :' ,LoU-Ma:z: _id. ~ . 01';9638 IoOU+Mar eo6..l:~ion 01-8637 whards of' Wet~$,j 02-0636 P &,M P1~i~i:r.n(,. ,,' " ') ,...]\~*,> '.~:i:~:" ~~' ~t:-,~";:;~: :l~;:;. ,,:,:, j ~03),lU;3-0~,91,:.~ Ficco :,' ~03/11l63-0.i,l:r '~1liladoFiccci ~o3/797-6!;76 ,~03/ho-90s4 ~li\'!.ti Trudell ,:,lji" ;~, ; ," "J :," ",'i' USE: ,.--3 aWcKtLO':L'#: ~/' j;:s:r.t~$: ~T.~I,6N: ,mS 1&0.00 " , niL 9$ 2'~3~:~~ ..:.~,I, ~~.~~. . . 9,~OO.OO. ~~ 17A~~,37; ,ll~ ',,' ,." ,.' ;"- , '..' , .', ','!' ,''',:, , ,"--,.t- ',: i "t, ,-'." ,", ',' , , ; GJ:1llE\d ,& ;t'OQ;f'.,aiain' direct.d in IlU~ a acient prop.!!:t:ii;~~: $ej!! fttachEod she.es. - """,'" . . ",':,',;"}',. m~el:"'Q -c': '1':', ;, '-," : ,': :.,::,: -..: , . ...... al'Jill~<:abl. ': '.' 1, ,.;~t ~ipt ,: ',' ., :PfJ;at~ 'In ehi. . ri~ 011 ';""he< . .1:" ,,-- . ,:,' ,. ;1. ' . v . ,,1','" 'i~l: . ~'i :"- ' ;':~':;',," ,,"." ' ':, if"" : ';,: ",' . ,';,:'::~:>;:~::r:.,pi,<:;,,:,',::'.,.:;.::' :.~~'''~',~~~'' 'i..ued, lin, ,::"t1~~ei,with the' prc;!v1s~ .'~: fprth i~ .yoUX': applicatior/., ,&tld ~8 st,tijj'e~~ ~~'t~~"l~.,:,pf :~~' .;'*iirbf~ ~r ~'r~~~119 ~ogulation. '1"d llui1-~~ ~ o~ ""e.~ Ri<1g', co~~r_ o~~ pFt'awJ.i~l" ., '~.~.. a&ll'_ir,,:~.' 010 the 'tooue :<lat.:.."....t. for "'" ext_ton,_t:he ""oe;......~o~ to' .-q>ir.t:ion ; f :i~~:~~.i,(ln, ~J>e':: ., ':" A~' the, Qisere~1cm,~t~"J:,~ BUf~~fig'.,offictal. : , ,:;,,::','::' ',;., ',:'\:,.j. ,.:' :~: , '" :;~+lifj ~~I:l:, ~.:I.re8", "a ',' "t" ~y be aC<I4;iired.,~~.,.; :fe.: of Qne.tlalf. the' ~t', nottllally ~~+ ;.~+~~~: ~':, , .1,~:fe.":been 'Or ,\rIi+l '~:,.b'1.: the ori.gina~ llltri.~,~ ~~it1C1t.on8';'apd. ~y' .U8peXia1on,Oit':~!fin":(~',~~~ :tH~'.q~t , ,ll!le. ;(it Y""r."l: " ",have been ot U ou.~"n pr. 4ban4Onment exce_ Q~e (11 _.... .f""..Ijo'l 'it!(~ie.'. rniit . " '.',. " " , .' " , ~1ii:'f' ~xw":"::r ~l b<>. t""t will clWuig.. tbjo''''t~ holl ~f ...ter Q.""i~ a dr"in.~ iP ' } , ' ,:tt~f',:~~U: ~ttty; , , : Inspe~tor twenty-~, U~4;~:: ~Ui:~ .~n a~v~'c~__ tor ~11 :in~l~, . '," :,::,~lil. tr~1V~ ~ i t,.,.i)pNv41.Qtl 1, .,betore proce,E1d1ng'w4.;,th":$~."i9:pha",."Of ~'jco.: . ..j"";." '~">.';' .:.:' ::, . " ,,"', __~f'." .'Ovll' of 'clt:.w~ng.'~{~r:.t~*~bi~~,.,:tiln+i.i,'not: ,bi 'cl:on.t~e4:'~:;114t:al~ff,9~~: UOf' dt", ,p~O*l'1sioPB ot' the' ,~~:):d.,itij~... ~ ~~', othe~ oz::d.inance, ',l~.: '!(1J18 ,or' ~.t:':10tl,; "':~ "lnepeetions. , . i ' " ',' ;;y;' ,:',', ~" '0' ' 'aa'te: , . ~l~~i,i!i~ ;'..'" .: ,,;J!"!i.. ' .,k ;",'~t~~:' "".. , , to'l'ett)' ~ote: \Ocat\!\~ 'i' to Ihe l'lel'se "b\e lOt ,cCOt,,'I\r,'otdS. nOnS\ n\~ .- ct:'Si-\'\' . n \s tesr" O".e"'. roet'.t, r ",,1'\\0 jfa.Ctot. \"''i't ,~e\o'i" \1\,0 . 0:\ 1 con: lrUcti,t\\!, . ted uc" ,ccotute s1roetk (l'IIt'etalld coliS alId tCll~~\e lOt ,n:~ d all'! CO!'> "\011. \\lIes to'ied 'i'\~ tes'i'OIlS' \alI sct ~"tc \r"J"~" e'i"i' OW \s IIO.Ih\\\ Ille 'i' '" \1I"cca "\'he b",\tted 'i>'~o\t\lIl1 {to s'U tS te ettO 'fY lliCll spa?' to uf8CWf9/", 'Ii instal~l b8 t\1B I11snllSve ~ gllst. s nts frol11 ~'.:....d wi C DoCII~ng 111~1lree-~n. .16 tI1St t 1 00 ~ roof inSP""'" 111e6 tor flnS onslte PRESCRIPTIVE ENERGY CODE Replacement bollerS/fumaces - Minimum of 80% AFUE Boilerstfumaces in new conslruction . M,olmum of 90% AFUE Setback Thermoslat required (Excepi 'or Hydroruc Heat) Gas Water Heaters. Minimum of 60 Energy Factor Electric Water Heaters. Minimum of .93 Energy Factor Insulation reauirements. _ R-21 Walls _ R-38 Ceilings - R.19 Crawl Spaces _ R-19 Basement walls DRTVF.WA y REOTTIREMF.NT~ Section -26-501 (0, I) For One..[)r two--family dwellings. the first twenty-jive /eet (25' of driveway area from Ihe existing .dge of pavement into the site shall he suifaced with COIIt:nt-. asphalt, hf-ick pavers Or simi/Q1" materials. . ~: mcjfR/ City of Wheat. Ridge Building Permit NU~be(tr.1C kh3l Community Development Department Date: -~ SINGLE AND TWO-FAMILY---- BUILDING PERMIT APPUCATION Property Owner: Lov - M.u ,!' /1 .f., f; """ J Property Address: 30115 {~ d- Contractor License No.: Company' / " .". . ~ u......-- Lv,'-t!,),fro.-cA!-eJ, "-~~ WHr"r 1', ~ 0 - ~ u ~ , C'OLORI'-'\:P Phone: ?OJ- ~G 3-u'i&-jf ~ Phone: 303 .. ~'-<I-(,C. 7/ OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEME Buildmq 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 all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B,C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection, (OWNER)(CONTRACTOR): SIGNED DATE Value:$S50rOoo Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ (OWNER)(CONTRACTOR);PRINTED Use of Space (description): New Description of work: DATE S;,,,I;- r;~i~ Rc:..s fiECEU~\E.\lJ) JUN \ 2 2007 ----- Sq. Ft. "added BUILDING DEPARTMENT USE ONLY S q.Ft.: ~ /\ :I: \-~1/0 ,1.- Ii> BUILDING COMMENTS: Approval: ' c.5b8/Ecr ?B ,c;~D /~~C7-<.J:S "ZOO?~po PUBLIC WORKS COMMENT '. , Approval: ONING COMMENTS: Approval: Zoning: IRE DEPARTMENT COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residenllal Units: Electrical License No: r" ,J:)<,. Company: VIlI1(!"# c:..'~ v.' Expiration Date: A roval: Plumbing License No: Company: ?'" y1/1 ?t..,.,,,, l,;, ') (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 Regutations and Building Codes of Wheat Ridge, Colorado Of 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 on~-halfthe 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 ifsuspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on Inspection card before proceeding with successive phases of the job, (6) The issuance of a p.ermlt or the approval of drawings and specifications shall not be construed to be a permit f.or, nor an approval of, any violation of the provisions of1he building codes or any other ordinance, law, rule or regulation. All plan review is subjectto.fjeld inspections. Chief Building Official rib: vt~D)U/ City of Wheat Ridge Community Development Department SINGLE AND TWQ...FAMILY BUILDING PERMIT APPliCATION. Building Permit Number: Date: Property Owner: kv - Mc.r e/1 ./-J; ~J Property Address: 3'115 ..::Lr.S c..-i- Contractor License No.: ~. Company: L"'-"-Wlc.r C;:"/1 sf,~c_./--(J~ Phone: 303-~' )-cIf frY Phone: ~D3- !,"(.<j-<<. 71' Buildina Dept. Valuation Figure: $ 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 Of 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. 1 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. (OWNER)(CONTRACTOR): SIGNED (OWNER)(CONTRACTOR):PRINTED 'I Use of Space (deScriPtiO~): IV e.w Description of work: DATE Value:$S50(Ooo Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ DATE s; n~ (,. ~/~ ((c:s. fiI.CEU\?ED jUN , 2 2007 ----- Sq. Ft. added BUILDING DEPARTMENT USE ONLY S q.Ft: ONING COMMENTS: Apprwal: Zoning: BUILDING COMMENTS: . Approval: \ - t..,,61tA-'b,AJ6r s:1-I1!-U.- BE P~~Q ~ k!.6oF bR.+-uus OIIeECrti:'7> /41 Suc.H ,., ""/hVHc~ -+-:s ilf N.4VZ;;: NO Ng';,. /"" PUBLIC WORKS COMMENTS: ,\...,. ' . I. e>N -"flhr~T ~t>~E3 . Approval: e>1t!. ~6 r,j/lfID"7 - I / - SEE: .rfTi~~ s/IcL......J-S- IRE DEPARTMENT COMMENTS: Approval: Occupancy: Walls: Roof: Stories: Residentiai 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 ff (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 on~-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 sh.all 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 tor, 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 Official Residential Worksheet Address: 3z IS I y', 'S c+ Zoning: R -I Property in the flood plain? fJo Lot Size: \1. ,9:)", sq. ft. Lot Width: 100 ft. Maximum Lot Coverage: 2s % "'------- ~11 G sq. ft. sq. ft. sq, ft. sq. ft. sq. ft. & -t,o"I, ,,(d, -:: )'-l~\i Existing Improvement(s): House: sq. ft. Shed: sq. ft. Detached Garage: Other: sq. ft. sq. ft. Proposed Improvements: House: Addition to House: Shed: Detached Garage: Proposed Lot Coverage: (Total) z'~ .:) % "$ '-I '-. Z Z-sq. ft. Required Setbacks: FR :SO S I ') , S IS , R I') , Provided Setbacks: FR 'SO' S IS' S "2-"2-' R Lfo I Maximum Height: 7)< ft. Maximum Size: sq. ft. Proposed Height: 3$ ft. Proposed Size: sq. ft. --\; 'j ,-, J ~ Access Notes For one and two-family dwellings, the fIrst 25' of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. For all uses other than one and two family dwellings, no vehicle entrances or exits may be closer than 25' to any property line, except when used as joint access for two or more lots. In residential zone districts, curb cuts shall be at least 10 feet and not more than 24 feet in width. One and two-family dwellings may have horseshoe driveways, provided that the street accesses are at least 30 feet apart, measured from the interior edges. For all uses, one access point per property is permitted. LandscaDinl! Notes For one-and two-family dwellings, one tree for every 70 feet of street frontage is required. 100% of the front yard and 25% of the entire lot must be landscaped prior to issuance of e.o. Street trees required: __ Street trees provided: DEPARTMENT OF PUBLIC WORKS DEVELOPMENT REVIEW FEE STRUCTURE FOR BUILDING PERMIT APPLICATION ".J , ~\ ~\ '-II ~ ._:>-- '..., l~ .- _"' Olyol_t_ Department of PubIc Works Date: Applicant: 6u / hl~,' Phone # 12h5 - c4'lcl Purpose of Construction: 321 S r.e-ts C?r. SF~ Location of Construction: Single Family x:: - Commercial Multi-Family DeveloDment Review Processine: Fee:................................................ S100.00 (For document processing) $ 100.00 Sinele Familv Residence/Duplex Review Fee:..................................... $50.00 $ 50.00 Commercial/Multi-Familv Review Fees: . Review of existing technical documents: .......................................... $100.00 $ . Initial review' of technical civil engineering documents (Fee includes reviews of the I" and 2" submittals):.......................... $500,00 . Traffic Impact Study Review Fee: (Fee includes reviews of the I" and 2" submittals): .......................... $200.00 $ $ I Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: . Resubmittal Fees: 3"' submittal (1, initial review fee):.................................................... $250.00 $ 4" submittal (full initial review fee): ................................................. $500.00 $ All subsequent submittals: ................................................................. $500.00 (Full initial review fee) $ TOTAL REVIEW FEES (due at time of Building Permit issuance): ~ /50.00 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, TIffiRE WILL BE ADDITIONAL LICENSING AND PERMITIING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. S~~t'R" Applla" 7? I- 0--/ Date 7/q/()7 Rev 5/07 DEPARTMENT OF PUBLIC WORKS SINGLE-F AMILYIDUPLEX BUILDING PERMIT APPLICATION REVIEW .~-.. City of Wheat Ridge Department of Public Works Date: Go- /ta/07 . Location: 32/5 :r~S e:r-. ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a .s Fi2... to be located at the above referenced address. Please note the summary comments below. I. / Drainage: a. Proposed Grading/Drainage Letter & Plan required: Yes v'No b. Lot drainage/grading to be reviewed by Building Division: ,../ c. Site drainage/grading plan have been reviewed and are: -l,LOK _ NOT OK; refer to stipulations. 2. ~ Public Improvements to be completed: a. street paving/patching: b. curb & gutter: c. sidewalk: If not, the amount of escrow taken: $ Items escrowed for: IU l;r The Planner informed of the Escrow Agreement: Yes Yes Yes vNo .,./ No ~No AIM iV/A- 3. ,../ Does all existing roadway/alley R.O.W. meet the standards of the City: """"'-Yes If not, what is required? IV 1Ft IfR.O.W. is required, has the deed been received: Yes No No 4. .......- APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the above and/or attached stipulations. ;}~-4~ Signature David F. Brossman. P.LS. (,./18,/07 Date 5. IIJj.t{ NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the rcason(s) stated: --- Signature David F. Brossman. P.LS. Date 6. ./' Stipulations: I!-F bE.AI-vS Sl-f-tf-U.- GtE :J>1R.ec.,~ 'f-' 4:>T ~ /~ S~ 13~ P~t;;?) /"" Sc.v:H fl 1"f/hv-..:ti3C.. /t:s 70 NeT N,&7...-, 1..-t1'Ae:T ~tY;:rl:> 0..'0'-'6.- tJ kfJt31A7 8S . 7. V'"' A Drainage Certification Letter is required prior to the issuance of the Certificate of Occupancy (e.O.) 8. ~ NOTE: ANY DAMAGE TO THE EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF THIS CONSTRUCTION IS TO BE REPAIRED TO MEET CITY STANDARDS BY THE PERMIT APPLICANT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. DEPARTMENT OF PUBLIC WORKS 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 (303) 235-2861 FAX (303) 235-2857 LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED (,/1~/()7 ADDRESS 3'2.105 rR-ls Cr: Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303-235-2864. Sincerely, :2., ~ '7.d fl. -- David P, Brossman, P.L.S. Development Review Engineer Cc:File Rev 4/03 City of Wheat Ridge Community Development Department Memorandum ....~~ "'HE~r 1'/ ... '" - '" U '" CO( OR~1l9 TO: Building Contractors FROM: Planning Division SUBJECT: Items to be completedlNew Single- or Two-Family Structures DATE: 13 April 2005 Listed below are a few items to consider while finalizing construction of a single-or two-family structure. Before a certificate of occupancy can be issued for a new single-family or two-family structure, the following items must be complied with. 1. If a driveway is proposed, the first 25 feet of drive surlace area must be paved. The driveway may be surlaced with asphalt, concrete, brick pavers or similar materials. The driveway must abut the existing edge of asphalt on the street, which may require paving within the right-of-way. If paving occurs within the right-of-way, a right-of-way permit is required from the Public Works Department. 2. One street tree must be installed for every 70 feet of street frontage. If the structure is a corner lot with frontage on two streets, each frontage is subject to this provision. These street trees must be at least 2 inch caliper specimens. 3. One hundred percent of the front yard must be landscaped, excluding driveways and sidewalks. The front yard is defined as the first 30 feet from the front property line adjacent to the street. 4. At least 25 percent of the entire lot must be landscaped. The front yard landscaping may be counted when calculating this figure. 5. No more than 50 percent of the landscaped area may be comprised ofturl. Low water turl (such as buffalo grass, blue grama grass and tall fescue) is encouraged. 6. No more than 35 percent of the landscaped area may be non-living material, such as rock or bark. Living materials planted within rock or bark beds may be excluded from the non- living calculations. 7. If the landscaping cannot be completed due to inclimate weather, an escrow must be submitted for the estimated cost of landscaping installation and quantities. The escrow shall be in the form of 125% of the value of the required landscaped area. 8. It is possible that the Public Works Department may require either construction of curb, gutter and/or sidewalk or that an escrow be submitted for the full amount of these public improvements. It would be beneficial to contact the Public Works Department to discuss the potential for public improvements. 9. Any fence, outbuilding, shed or detached garage will require a separate building permit. If you have any questions regarding these or any other requirements, please contact the Planning Division at 303.235.2846, or go online at www.ci.wheatridge.co.us