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Home My WebLink AboutApplication- PermitJob Address No- 5760 GARIIELD COUNTY BUILDING, SANITATION TION iwd PLANNING DEPAR TAfENT 109 811. Slrrcl Suilc 303 Glenwood Springs, Colorado 81601 (303)945-8212 129 Battlement Creek Trail, Battlement Mesa Nature o(wurk Building Permit Use of Building Owner Single Family Dwelling w/Double Garage H. Thomas Stroop Contractor Owner Amount oCPcnnil S 1,594.23 Permit: 966.20 Plan : 628.03 Paid $529.43 12-7-95 r. ie December 26, 1995 S. Archuleta Clerk • BUILDING PERMIT APPLICATION GARFIELD COUNTY, COLORADO oplicant to complete numbered spaces only. PERMIT NO. 574.6 PARCEL/SCHED NO. Joe /moans Ot J- T / tric:/7LCYE. cir 2/63s 65,2//�en7e,,,i �/fesa 1 / A al (e-e,Y 1 LEGAL 11 DESCR. LOT NO. 2 /• BLOCK 3 SUBOMSION J i&f-1 . / /ree /_. 1/;1/46219,ee C J 2 Mar/ohne OWNER Ni Thornn'S 9Too/) ADDRESS��e) rin P` c HZ�St WK. PH. 3 CONTRACTOR Cr�/YYI9e ) //__ ADDRESS PH. LICENSE NO. 4 ARCHITECT OR DESIGNER (s//f n->,2,) ADDRESS PH. LICENSE NO. 5 Meter S. G/hcc/4 .' ENGINEER �... / /1// WO 759 r ADDRESS Grrr�' ��nc�`icn PI1 g �Z—F9L� �-1 LICENSE NO. >CJS 'C e%�� G 6 S.F OF BUILDING yQ l /7 Tj -- S.F OF LOT ii/io,n. .. Sj5S / f -h t= /7'7 HELMT:/c�lj/(, Mi a.4 plus teff//t NO. OFFLO6RSoi�. /t'ce;y ,,.a 7 (S'e fry 7) USE OF BUILDING me 8 CLASS Of WORK: th(N iADDITION oALTERATION o REPAIR o MOVE a REMOVE 9 __ DESCRIBE WORN: YC4//(/ / o,72 1 0 GARAGE SINGLE DOUBLE ) CARPORT SINGLE DOUBLE DRIVEWAY PERMIT ON SITE SEWAGE DISPOSAL PERMIT SITE PLAN 11 VALUATION of woaR$ ADJUSTED VAC.Sr .9 '7 r 7 PLAN CHECK FEE: ��2J L PERMIT FEE 7$17/, _ r o SPECIAL CONDITIONS: SCHOOL IMPACT FEE NO. OF BUILDINGS ON PARCEL USE OF BUILDINGS NOW ON PARCEL TOTAL FEES/n474/.23 OCC. GR. CONST. TYPE NOTICE PERMITS ARE REQUIRED, FOR ELECTRICAL PLUMBING, VENTILATING OR AIR CONDITIONING. - THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE LOCAL LAW REGULATING CONSTRUCTION 0- THE PERFORMANCE N. ..�o_� 1' CC .� .1 WATER SUPPLY DATE PERMIT ISSUED Az -,R4 -, JSEPARATE HEATING, SPECIAL APPROVALS fteouweo RECEIVED NOT REQUIRED IS ZONING 7. ---- WORK IS HEALTH DEPT. KNOW FIRE DEPT. TO GIVE SOIL REPORT OR OF SETBACKS 5 FLOOD HAZARD SCignature of Owner, Contractor or authorize age — • � too• notice Ck-�gr �rlI A ,•B,Q-1•//� SIM/� above. ANUF. HOME Building Department Apprcraidate 9� anning Departme• • •ro .I/date L'c( i OTHER r f/ `e 9 ,! AGREEMENT PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM THE COUNTY AND THAT'THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF THE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Garform.003 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE INITIAL S AXI/oiLo -5/64:o4),S'o hewe+do 771)(2?J .y,9S&,Z6 4ow � � 5fl R4/s,io 9090.46 4/ `j114, 4 9_zJ 63 to 7 lin9 110 0.400,00 ,-_-_- 73)51/, "sic 0 1519"L2 3 129 Battlement Creek Trail Parachute, CO 81635 December 11, 1995 Garfield County Building and Planning Garfield County Building Glenwood Springs, Colorado Ladies and/or Gentlemen: Here are the materials necessary to apply for a Building Permit for our home in Battlement Mesa: 1. The completed application. 2. The completed and signed application questionaire. 3. My calculations on the square footage. 4. Two letters from the Battlement Mesa Service Association on their approval of the building of our home. 5. Two sets of plans (14 pages plus addendums to page 8, 12, and 14. 6. A check for $100, with the understanding the balance of fees as determined will be paid at the time the permit is isssued (per the "Determination of building valuation", dated May 1, 1995). We have been delayed by the Battlement Mesa Service Association for about a month. Still we hope to be able to get footings in before frigid weather. Anything you can do to help will be greatly appreciated. If you have any questions, our phone is 285-6000. Thanks! Yours very truly, %✓,��.�-,zap,% H. Thomas Stroop d >rvn,sern4' l 722.,erie 7Per✓; lei- sit / 5! S3,/k. /G, ok3 = 23g ' r.!>� 7,af3xJ, - zV77 4,74 //, 089 x /d i//7 -! /4/7S, 70 tee¢t,t:/f ect 6, 667 x //,oe3 2 G2, 9/ s,5-3)//,133= CLre, 3,073 x /ss = '/Z 7y 7(3 )4 2/.3%, _ '7/7, 7C /3, o /G.sx //,733= /0'/67\ 3,0X 5;9n /f9, 33 2y b /. cc /7, 75 ddecotJ7 37333/ h;, 4 2e/ 67 //a6/4171,4,- fi�erid 5, /67 X 8 769 = 71 )de4QO2 _ C<.({'R,<N �WY'rt-C FI.('(!%' //.1��21. ) /`/,667 X /.2..7s- /97 a tt:7•G/cent .3,0 x /4', a7 AN, 00 9ir-.y•e'in✓ /y, 5g3 se 2/ 3353 -///-7, 76 - ‘3, /4-3 30 - - o!, zs ✓33� � 7:271 x &n ///, `JG rye x �, d67 = 2L gir 707, 93 -�� e, (.sc-0LC.r 6 /�L.3e7 l /o ' /3 k 59/ X` ley- (e9 , // ., e'e51ce c n`3 deeCso;,7n/ Aixca /2.276 g /2, 0 .F, 0 6, 6/0' /¢;!s. / 7S x /J.v4/1• _ /9 ete r yl .5/ • ,oSr3 X /S 1 7 U/4et elcs te4VeFE 377.76, • �Lor.af� '33K /is - 31/3 oft - ft,77u x1.29v- - 70,3'! !;o x 9;9/., r 5Aso — Y. O Y .'-./, O C., C K/,2,o7 - .r-05 3F3,7e/: 2s.0B3 x 2s'/sem = G3g,sh cEe. /4.e-7 -_ /C: Afj' / ho7 if/erne/et tyl e.ya ciPy`UrCC' t_fiVfS'FJCUtt(O/2f Post Office Box 6006 Battlement Mesa, Colorado 81636 (303) 285-9740 November 16, 1995 H. Thomas Stroop 129 Battlement Creek Trail Parachute, CO 81635 Dear Mr. Stroop, The Battlement Mesa Service Association Architectural Review Committee for Battlement Creek Village has received your request for approval to construct a home at 129 Battlement Creek Trail following the plans submitted. Your request to construct the home is approved on the following noted conditions: 1) The circular driveway with two curbcuts is approved as a variance to Section 3.5 of the Architectural Guidelines as your lot width reasonably accommodates the two curbcuts without adverse impact upon adjoining lots, and the driveway is only serving the one garage and not additional storage areas. 2) The submitted wood foundation system has been denied as it is not in compliance with Section 4.4c of the Architectural Guidelines. Please have your engineered Foundation Plan redesigned in accordance with Section 4.4c requiring it shall be constructed of cast in place concrete or pre -cast concrete masonry units (including all footers and stein walls), and resubmit your engineer stamped plan :for consideration by the Architectural Committee. 3) Submit for approval the color and exterior materials and the landscape plan when they have been determined. Thank you for complying with the Covenants of your Association. Sincerely, Jane L. Chapman Assistant Association Manager Battlement Mesa Service Association Ctlemen ffscc ffeioice ,/ss.ocicc oa Post Office Box 6006 Battlement Mesa, Colorado 81636 (303) 285-9740 December 6, 1995 Mr. Tom Stroop 129 Battlement Creek Trail Parachute, CO 81635 Re: Variance Approval Dear Tom, At a special meeting conducted this morning the Battlement Mesa Service Association Architectural Committee reviewed your variance application to construct a wood foundation system at your new home at 129 Battlement Creek Trail. Your proposed engineered wood foundation system has been granted variance approval on the following conditions. * The engineered design for the treated wood foundation system as stamped by Ed Morris, P.E., of Lincoln-Devore Engineers is based upon typical soil bearing and lateral earth pressure conditions encountered in Battlement Creek Village. You have agreed to provide the Architectural Committee with a copy of the excavation observation report by Lincoln-Devore certifying the actual soils conditions encountered in the excavation and any revisions which may be required to the foundation design. * In accordance with Section 9.5 of the BMSA Amended and Restated Covenants ... " the Architectural Committee shall not be responsible for passing on safety, whether structural or otherwise, or conformance with building codes or other governmental laws or regulations, nor shall its approval of an Improvement to Property be deemed approval of such matters." * In accordance with Section 9.8 of the BMSA Amended and Restated Covenants, the construction of your new home improvements shall be completed within one year of the date of this approval letter. As another observation by the Architectural Committee on your previously -approved home design, you may wish to consider recalculating the sizing of the intake air vent for your concealed evaporative cooler. Best wishes on your new home construction. Sincerely, William W. Wilde Battlement Mesa Service Association Architectural Committee cc: Mr. Clarence Mullen BMSACOR6.WPS GARFIELD COUNTY BUILDING AND PLANNING MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION MANUFACTURED HOMES ADDITIONS ALTERATIONS and MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. Adequate and complete information will prevent delays in the plan review process. Reviewing a plan and the discovery that required information has not been provided by the applicant may result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor may be required to provide this information before the plan review may proceed. This causes delays because other plans that are in line for review, may be given attention before the new information may be reviewed after it.has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. If you do not, it may be helpful to obtain a book titled "Dwelling construction under the Uniform Building Code. This book is available to you through this department at our cost. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. To provide for a more understandable plan in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following check list prior to and during design. Applicants are required to indicate appropriately and to submit completed check list at time of application for a permit: 1 1. Is a site plan included that indicates the distance of the proposed building or addition to property lines, other buildings, set back Sheets easements and utility easements? Yes ✓ No (1) Not necessary for this project (2) 2. Does the site plan include the location of the I.S.D.S. (Individual Sewage Disposal System) and the distances to property lines, wells (on Shoef i subject property and adjacent properties) , streams or water courses? Yes ✓ No (I) Not necessary for this project (2) 3. SG)eet� 4. S6,e<rf q Does the site plan indicate the location and direction of the County or private road accessing the property? Yes / No n) Not necessary for this project (2) Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes V No o) Not necessary for this project (2) 5. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes No n) Not necessary for this project ✓ (2) 6. _Cheer' 9 Do the plans indicate the size an location of ventilation openings for the attic, roof joist spaces and soffits? Yes ✓ No (() Not necessary for this project (2) 7. Do the plans include design loads as required under the Uniform Building code for roof snow loads, (a minimum of 40 pounds per square foot in Garfield County) floor loads and wind loads? Yes ✓ No (,) Not necessary for this project (2) Does the plan include a building section drawing indicating foundation, wall, floor and roof construction? Yes ✓ No (I) Not necessary for this project (2) Does the building section drawing include size and spacing of floor joists, wail studs, ceiling joists, roof rafters or joists or trusses? Yes No n) Not necessary for this project (2) 2 10. Does the building section drawing or other detail include the method of posityve connection of all columns and beams? Yes ✓ No (I) Not necessary for this project (2) Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to existing grade contours? Yes __7_ No (I) Not necessary for this project (2) Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or phase II EPA certification? Yes No (,) Not necessary for this project (2) or> anQ'/,•7:>PC74en Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building Code Chapter 37? Yes No (I) Not necessary for this project ✓ (2) 14. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Code? Yes V No ai Not necessary for this project (2) Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes ✓ No (i) Not necessary for this project (2) 16. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes _./_ No a Not necessary for this project (2) Is the location of all natural and liquid petroleum gas. furnaces, boilers and water heaters indicated on the plan? Yes ✓ No u) Not necessary for this project (2) /18 Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from that association, if required by that association, prior to submitting an applicatti.on for a building permit? Yes / No a Not necessary for this project -Che.e-f- 9 11. S6 ee-t 7 12. 779 he Sap p // el bcfore /nifa/7t7' 13. Shet-r 2, 3 Sheets 2, 3 17. Sheet3 3 (2) 19. Have two (2) complete sets of constructions drawings been submitted with the application? Yes ✓ No (i) Not necessary for this project (2) 20. Is this an application for the placement of a manufactured home? Yes No ✓ If yes, have you specified the size of the unit (min. 20ft x 20ft); live roof load (min.40#); wind design (min. wind speed of 80 mph & 15 lb. wind load); foundation design; method of anchoring? Yes No ,u Not necessary for this project (2) 21. Have you designed or had this plan designed while considering building and other construction code requirements? Yes ✓ No (3) 22. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield Building Department? Yes V No (3) 23. Do you understand that approval for design and/or construction changes are required prior to the application of these changes? Yes / No (A) 24. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit Fee" as well as any "School impact" or "Septic system " fees required, at the time you pick up your building permit? Yes ✓ No (3) 25. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior w receiving a Certificate of Occupancy and occupapcy of the building? Yes ✓ No (3) 26. Are you aware that the person signing the Permit Application whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor" or otherwise, signing the application is the party responsible for the project complying with the Uniform Codes". Yes ✓ No (9) (CONTINUED ON NEXT PAGE) 4 I hereby acknowledge that I have read, understand and answered these questions accurately to the best of my ability. signature �e C ,.. ^' date Phone:S—E000 (days); (evenings) Project Name: Stro o/3 / iaecr/T— Project Address: /.2e /% t/ rr99,-;7` Creek 77-a;/ Notes, farac%ufe, CU 3/63s ((afi`/en e'i;-r-- /nese?) (1) ]f you have answered "No' on any of these questions you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of the permit. (2) If you have answered "Not necessary for this project" on any of the questions and it is determined by the Building Official that the information is necessary to review the application and plans to determine minimum compliance with the adopted codes, please expect the following: A. The application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review. B. Delay in issuance of the permit. C. Delay in proceeding with construction. (3) If you answered "No" to this question the circumstances described irk the question could result in a "Stop Work Order" being issued or a "Certificate of Occupancy" not being Issued. PerApp02.95 Effective August 15, 1995 5 H. Thomas Stroop 129 Battlement Creek Trail Battlement, Mesa Co. 81636 Re: Edward Morris P. E. Professional report Proposed on Proposed construction At 129 Battlement Creek Trail December 18.1995 We will require an engineer on site, Representing Mr. Morris, when the items he designated are done, such as : • Concrete design mix, p.s.i., and maximum slump test. • The back fill compaction of 85%,tests to be made on various lifts, and locations, upon his direction. The 90% compaction at structural bearing sites, with 6" lifts. All tests to be made when and where at his direction, and signed copies sent to Garfield County, Building Official, Don Owens. Also, the engineer will make a final inspection of the final grading, roof drains, water draining away from the building, and send a copy to us. If there needs to be any changes, or on the job additions to the engineered roof trusses, or roof structure , they must be approved by the truss co. engineer, signed copies sent to us, and approved by this office before any additions are made. Copies of concrete, compaction tests, and his final grade inspection, must be submited to this office before a Certificate of Occupation will be issued. No occupancy will be allowed until a C.O. is issued. If you have any questions about the content of this letter, call this office during normal working hours. Signature /r/ , ��cey, / gift er Don Owens H. Thomas Stroop Owner / ontractor Chief Building Official VPI 2 LLC CALVIN BUILDERS LLC 1879 DEER PARK CIRCLE SOUTH GRAND JUNCTION CO 81606 LIC- BONDED- INS. 970-266-0890 CERTIFIED BUILDING LNSPECTOR April 21, 1996 CERTIFIED MAIL Garfield County Building Department & Planning 109 8 Glenwood Springs 81601 RE: Thomas Stroop Job, 129 Battlement Creek Trail Dear Sir : We were engaged to rough in a home at 129 Battlement Creek Trail . For a home owner and a acting general contractor, Thomas Stroop. Our involvement was one of ( labor contract only) . Mr. Stroop was the acting general and coordinator of all work and methods of operations. We complied with labor only. Our concerns are that there are some possible code violations and improper methods of structural construction to the home. We have not worked with your department in the past, and I wish this job not to be our standard of a interdiction to your department. Our concerns are many, The general or Mr. Stroop made many possible poor judgement calls. It is for your department to rectify any possible concerns, and to clearly know that we were only a labor force. and not hired to general the job, or to give structural information. POSSIBLE PROBLEM AREAS: 1.) Truss: Truss were designed by Thomas Stroop, sized improperly to fit baring wall supports. the left front corner is setting on a non - structural 6x6 , that is placed on a continuous footer sized at 16x 8x 24'. the post is resting on only about 4 " of the footer. we suggested that a additional footer be installed to carry the roof load, and the general stated that it is sufficient. 2.) post footings: The front post footing supports the front section of the roof, which is constructed of a 8" pvc pipe that was filled with gravel. again we questioned the generals methods , and he stated he was fully aware of what he was doing and it was not our concern. 3. ) rear deck footing: same methods used on front roof 4.) forced air furnace: Mr. Stroop had a warm air supply vented to the garage !. We informed him that a supply of this nature is clearly against the U>M>C> and that it is a Healthhazard. and possible back wash , for carbon monoxides from his vehicles. He replied mind your own business. 5. ) truss plates: we offered to secure the plates , there were no teco nails on the job. 6.) The list go's on. There are more violations to the U.B.C. I'm that your department will Handel them accordingly. again we were labor sub -contractors only, and wish not to be judge by Mr. Stroop performance. page 2 ** We did volunteer information to Mr. Stroop, in order to try and complete a very satisfactory job, and to possibly avoid these types of problems, some information ,he agreed to and most he just walked away, stating that he was ok with hat he was doing. We could not control the job, or Mr. Stroops commitments, to the way of doing things. If you have any questions or concerns , please call or write. We are sorry that you have to a additional problem placed on your desk. We hope that our next job in your area is smooth and unclouded with this non scene. Sincerely Submitted, Mark Calvin Calvin Builders LLC file : I , LE.. MAYI±E1 l f p riLLY Chir LD CuUN iy 129 Battlement Creek Trail Parachute, CO 81635 April 30, 1996 Mr. Don Owens Garfild County Building Dept. 109 8th Glenwood Springs, CO 81601 Dear Don: I'm sorry Mark Calvin of Calvin Builders tried to put you into our dispute. I know you have enough to do without this kind of thing. As you requested, here are the sheets showing our trusses we engineered by a Colorado certified engineer ... thru our truss supplier, Harbert Lumber. You also requested compaction reports. Two reports from Lincoln Devore (our engineer) are also enclosed. We had full backfill against our permanent wood foundation on two sides of the house ... at the garage and on the street side. The first report shows we had 100% compaction in the garage area. But on the street side, we got only 80% compaction on the first test. But the second report shows 89% compaction on the street side. So our engineers requirements have been met. Hope this information is what you need. If you replied to Mark Calvin by letter, I would appreciate a copy, if possible. Thanks for your help! Yours very truly, H. Thomas Stroop GARFIELD COUNTY Building and Planning 4-24-1996 9 a.m. Visit to job site of Permit #5760 H. Thomas Stroop 129 Battlement Creek Trail Met Mr. Stroop at construction site, to get answers to the complaint of a letter from Mark Calvin, a former employee of Mr. Stroop, copy of letter attached. We went through the items listed by Mr. Calvin as listed below, #1 The trusses were designed by a Colorado Registered Engineer, Redong Yu, 28252. All of the trusses I looked at were stamped by the Mfg. #2 The post footings were designed by his engineer, on a rubble base. #3 The same. #4 Mr. Calvin should know, a fire separation wall between a house and living space, cannot be penetrated with an opening larger than 16 square inches. I showed Mr. Stroop the notation of this on his Plan Review, And on the drawings in red lines. He readily agreed to remove the heat duct and close the hole. #5 I saw no trusses without connection plates. I. saw no other violations. Don Owens Chief Building Official stroop 2 3 #4 109 Sth Street, Suite 303 945-8212/285-7972 Glenwood Springs, Colorado 81601 {.CALVIN BUILDERS L1.,C 187) ID]E II-f,R IAS ;CIRC.➢_.,>h SOUTH GRAND JUNCTION CO 81503 LI[C.- BONDED- ][NS. 970-256-08'90 CERTIFIED BUILDING II T SPEC 1fl O]R April 21, 1996 CERTIFIED MAIL Garfield County Building Department & Planning 109 8 Glenwood Springs 81601 APit RE: Thomas Stroop Job, 129 Battlement Creek Trail Dear Sir : We were engaged to rough in a home at 129 Battlement Creek Trail . For a home owner and a acting general contractor, Thomas Stroop. Our involvement was one of ( labor contract only) . Mr. Stroop was the acting general and coordinator of all work and methods of operations. We complied with labor only. Our concerns are that there are some possible code violations and improper methods of structural construction to the home. We have not worked with your department in the past, and 1 wish this job not to be our standard of a interdiction to your department. Our concerns are many, The general or Mr. Stroop made many possible poor judgement calls. It is for your department to rectify any possible concerns, and to clearly know that we were only a labor force. and not hired to general the job, or to give structural information. POSSIBLE PROBLEM AREAS: L) Truss: Truss were designed by Thomas Stroop, sized improperly to fit baring wall supports. the left front corner is setting on a non structural 6x6 , that is placed on a continuous footer sized at 16x 8x 24'. the post is resting on only about 4 " of the footer. we suggested that a additional footer be installed to carry the roof load, and the general stated that it is sufficient. 2.) post footings: The front post footing supports the front section of the roof, which is constructed of a 8" pvc pipe that was filled with gravel. again we questioned the generals methods , and he stated he was fully aware of what he was doing and it was not our concern. 3.) rear deck footing: same methods used on front roof. 4.) forced air furnace: Mr. Stroop had a warm air supply vented to the garage !. We informed him that a supply of this nature is clearly against the U>M>C> and that it is a Health hazard. and possible back wash , for carbon monoxides from his vehicles. He replied mind your own business. 5.) truss plates: we offered to secure the plates , there were no teco nails on the job. 6.) The list go's on. There are more violations to the U.B.C. I'm that your department will Handel them accordingly. again we were labor sub -contractors only, and wish not to be judge by Mr. Stroop performance. page 2 ** We did volunteer information to Mr. Stroop, in order to try and complete a very satisfactory job, and to possibly avoid these types of problems, some information ,he agreed to and most he just walked away, stating that he was ok with hat he was doing. We could not control the job, or Mr. Stroops commitments, to the way of doing things. If you have any questions or concerns , please call or write. We are sorry that you have to a additional problem placed on your desk. We hope that our next job in your area is smooth and unclouded with this non scene. Sincerely Submitted, Mark Calvin Calvin Builders LLC file : H. Thomas Stroop 129 Battlement Creek Trail Battlement, Mesa Co. 81.636 Re: Edward Morris P. E. Professional report Proposed on Proposed construction At 129 Battlement Creek Trail December 18.1995 We will require an engineer on site, Representing Mr. Morris, when the items he designated are done, such as : • Concrete design mix, p.s.i., and maximum slump test. • The back fill compaction of 85%,tests to be made on various lifts, and locations, upon his direction. The 90% compaction at structural bearing sites, with 6" lifts. All tests to be made when and where at his direction, and signed copies sent to Garfield County, Building Official, Don Owens. Also, the engineer will make a final inspection of the fmal grading, roof drains, water draining away from the building, and send a copy to us. If there needs to be any changes, or on the job additions to the engineered roof trusses, or roof structure , they must be approved by the truss co. engineer, signed copies sent to us, and approved by this office before any additions are made. Copies of concrete, compaction tests, and his final grade inspection, must be submited to this office before a Certificate of Occupation will be issued. No occupancy will be allowed until a C.O. is issued. If you have any questions about the content of this letter, call this office during normal working hours. Signature Don Owens H. Thomas Stroop Owner / Contractor Chief Building Official stroop Jdb Q17896 Truss T2 Truss Type ROOF TRUSS Qty 2 Ply 1 • g17896/stroop res. U586033 'Anderson Components (Lindon) 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:56:22 1995 Page 1 2-0.01 5-0-2 10-1-0 10-1-0 2-0-0 5-0-2 5-0-14 20 4x4 = 7.00 [12 45 in 3x4 3x4 cn 2 44 `4 14.4„..00#0./.7..............::68:-.--M 1 3x4 2x4 11 4,21 5-0-2 1 -y D I 5-0-2 5-8-14 Plate Offsets (X,Y): (3:0-1-8,0-1-8], [6:0-2-4,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lac) Udell PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) 0.02 7/6 999 M20(20ga) 149/110 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) 0.04 7/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.01 6 n/a SCOL 10.0 Code UBC -94 Min Length/LL dell = 240 Weight: 59 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or5-11-0 on centerpudin spacing, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD 1-7:5-6-10, 6-7:6-3-0. REACTIONS (Ibsrsize) 1=828/0-3-8, 6=627/0-3-8 Max Horz 1=823(load case 3) Max Uplift 1=-63(load case 4), 6=438(load case 3) DEC 08 1995 FORCES ........0.... ,.„ TOP CHORD 1-2=-779, 2-3=422, 3-4=29, 4-5=0, 5-6=26 — BOT CHORD 6-7=387, 1-7=0 0 111 WEBS 2-7=385, 3-7=-146, 3-6=-372, 4-6=-266-Act?'«A 11 � eG •G till •� NOTES " Cr e 1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, i• using 10.0 p.s.f. tap chord dead load and 10.0 p.s.f bottom chord dead load, 0.0 miles from hurricane oceanline, j • 28252 • on a category! enclosed building, of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber Increase = 1.33, Plate Increase = 1.33. Both end verticals are exposed. r • •,• 2) SIMPSON 1-12.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connector 1 �. It et joint(s) 1, Two each connectors al joint(s) 6. „0. "..... �.�e('.4Q ' LOAD CASE(S) Standard111; SS(Qrf(��-t� AWARNINO - Ver fy design parameters and READ NOTES ON TRIS AND REVERSE SIDE BEFORE USE. Design valid lar use only with Milek connectors. lhk design Is based only upon parameters shown, and h lot an Individual building component In be Installed and loaded vertically. Applicability of deslpn parameters and proper Incorpoialbn of component k responsibility of building designer - not truss designer_ Bracing shown Is for lateral support of Individual web members only. Addllbnal temporary bracing to Insure stability during construction k the responsibility of the erector. Additional permanent bracing of the overall structure Is the IesponsIblllly al the building designer. For genial guldonce regarding lobrkolbn, quaill!y control, storage, delivery, erection and bracing, consult 051-B11 Duality Standard, DSB419 Bracing Specification, and H11.91 MITek Industries, Inc. Handling Imlolllnq and Bracing Recommendation available iram lust Peale Instil ule, 593 D'Onoirio Drive, !A, Olson, WI 53719. Job Q17896 Truss T4 Truss Type SCISSOR Anderson Components (Lindon) Ory 2 Ply 3 g17896/slroop res. U586034 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:56:36 1995 Page 1 -2-0-01 3-5-11 6-9-13 10-1-0 13-4-3 2-0-0 3-6-11 3-3-3 3-3-3 3-3-3 4x7 11 5 7.00 12 3x4 3x4 16-7-5 20-2-0 122-2-01 3-3-3 3-6-11 2-0-0 4 6 3x5 3x5 7 5x6 %5 5x6 � 8 i'll, 12 • 13 8x8 = 11 1 3x5 3x5 10 1 5x5:-...-- 5x5 3x4 11 9 3x4 11 4.21 072- 3-6-11I i 10-1-0 1 13-4-3 I 15-7-5 I 20-2-0 1 -1 3-6-11 3-3-3 3-3-3 3-3-3 3-3-3 3-6-11 Plate Offsets (X,Y): [2.0-0-0,0-1-81 (4:0-1-8,0-1-8], (5:0-0-0,0-2-12], (6:0-1 8,0-1-Bj, f8:Q-0-0,0-1 8], (10:0-2-0,0-1-12], (14:0-2-0,0-1-121 LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1,00 Rep Stress tncr NO Code UBC -94 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2X6DFNo.2 WEBS 2 X 4 SPF Stud/Std "Except' 14-22X4 SPF No.2, 12-52X4 SPF No.2 10-82X4 SPFNo.2 CS! TC 0.72 BC 0.96 WB 0.89 REACTIONS (lbs/size) 19113/0-3-8, 9=9113/0-3-8 Max Horz 1=532(load case 3) Max Uplift 1=-1519(Ioad case 4), 9=-1519(load case 4) DEFL (in) (roc) I/deft Vert(LL) 0.12 12 999 Vert(TL) 0.18 12 999 Horz(TL) 0.16 9 n/a Min Length /LL dell = 240 PLATES GRIP M20(20ga) 149/110 Weight: 134 (lbs) BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. FORCES TOP CHORD 1-2=-7754, 2-3=-7199, 3-4=9514, 4-5=9211, 5-6=9211, 6-7=-9514, 7-8=7199, 8-9=7754 BOT CHORD 9-10=0, 10-11=6590, 11-12=8709, 12-13=8709, 13-14=6590, 1-14=0 WE6S 2-14=7265, 3-14=-3279, 3-13=2676, 4-13=121, 4-12=394, 5.12=8956, 6-12=-394, 6-11=121, 7-11=267G ?J0=0 79, -�10=7265 NOTES 1) 3 -ply truss to be connected together with 10d nails as follows: Top chords connected with 1 row(s) at 12 inches o center. Bottom chords connected with 1 row(s) at 12 inches on center. Webs connected with 1 row at 6 Inc center. 2) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, using 10.0 p.s.f. top chord dead load and 10.0 p.s.f bottom chord dead load, 0.0 miles from hurricane oceanline, on a category! enclosed building, of dimensions 45.0 by 24,0 with exposure D (ASCE 7-93), Lumber Increase 1.33, Plate increase = 1.33. Both end verticals are exposed. 3) Special hanger or connection required to distribute the bottom chord uniform load into all plies. 4) SIMPSON HUS26 recommended fo support span carried at 24" o.c. along bottom chord. LOAD CASE(S) 1) Lumberincrease=1.00, Plate Increase=1.00 Continued on page 2 AWARNINU -Verify deign paromelen and READ NOTES ONMON AND REVERSE SEDC BEFORE USE - Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and h lot on Individual butlding componenl to be installed and loaded vertically. Applicability o1 design parameters and proper Incorporation of component h responsibility of building designer - not truss designer. Bracing shown h for lolelal support o1 Individual web members only. Additional temporary bracing to Insure stability during construction h the responsiblflly of the elector. Additional permanent bracing of the overall structure h the Iespanslblilly al the building designer. For general guidance regarding fabrication, quality contlot, storage, delivery. erec}lon and btacIng, consult own Ouafryy Standard, DSI.e9 Bracing Specification, and HIB -91 Handling !mingling and Iracing P.comrnendallon avalkabte born Truss Place Institute, SIM D"Onofrlo Or lye, Madison, WI53719. SteWlro MITek Industries, Inc. -Job Truss Truss Type Qty ply 617896 74 SCISSOR 2 3 817896/slroop res, U586034 nderson Components (Lindon .300 s Jun 20 1995 MiTek industries, Inc, Thu Dec 07 11.56:36 1995 Page 2 LOAD CASE(S) Uniform Loads (lbs per ft) Vert:2-3=100.0, 3-4=100.0, 4-5=-100.0, 5-6=-100,0, 6-7=100.0, 7-8-100.0, 9-10=796.9,10-11=-796.9, 11-12=-796.9, 12-13=796.9, 13-14=-796.9, 1-14=-796.9 Concentrated Loads (lbs) Verf:2=200.0, 8=-200.0 DEC 08 1995 W..ARNINO - Verify de BORA parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITeI connectors. this design is based only upon parameters shown, and Is for an Individual building component lo be Installed and loaded vertically. Applicability of design parameters and propel Incorporation o1 component Is eesponslblllly or building designee - not buss designer. Bracing shown Is for Iareeol support of Individual web members only. Addlllonal temporary bracing to Insula stability during conslwcllon Is the responsibility of the erector. Addllbnol permanent bracing or the overall structure k the responstbllIy a1 the buBdtng designer. Far general guidance regarding Iobeloollon, guollly control. storage, dellvery, erecllon and bracing, consult civ -aa qualify Standard, DSS -99 EacinQ Speclilcallan, and HIR -91 HpndlFng Installing and &acing Rpcommendatlonavalkrble morn truss Flare InSIIIuI e, 563 D'Onoetlo Orlve, Madison, W153719. MITok Induatrlea, Inc. Job al 7896 -Anderson Truss T5 Truss Type SCISSOR Qty 2 Ply 1 g17896/stroopres. 0586035 Components (Lindon) 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:56:43 1995 Page 1 I-2-0-01 5-2-4 I 10-1-0 1411-12 20.2-0 I X22-2-01 2-0-0 5-2-4 4-10-12 4-10-12 5-2-4 2-0-0 7.00 12 4x4 = - 4 3x4 3x4 3 5 tn 3x5 i 017 cs? 4. 166....3X65 9 /I Jo 00 JY 6x8 = a co 3x5% 3x5 1 7 2x4 11 2x4 11 421 6 ` 5-2-4 1 1 0 14.11-12 20-2-0 � 5-2-4 4-10-12 410-12 5-2-4 Plate Offsets (X,Y): (3:0-1-8,0-1-8j, (5::0-1-8,0-1-8j ' LOADING (pst) TCLL SPACING 2-0-0 CS/ DEFL (in) (roc) 1/defl PLATES GRIP 40,0 TCOL 10.0 Plates Increase 1.00 Lumber Increase 1.00 TC 0.68 BC 0.48 Vert(LL) 0.06 9/8 999 Vert(TL) 0.09 9/8 999 M20(20ga) 149/110 BCLL 0.0 Rep Stress lncr YES WB 0.72 Horz(TL) 0.08 7 n/a BCDL 10.0 Code UBC-94 Min Length /LL deft = 240 Weight: 100 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-5-6 on center pudin spacing, BOT CHORD 2 X 4 SPF No.2 except end verticals..' WEBS 2 X 4 SPF Stud/Std BOT CHORD 1-10:6-3-0, 9-10:6-3-0, 8-9:6-3-0, 7-8:6-3-0. REACTIONS (lbs/size) 1=1393/0-3-8, 7=1393/0-3-8 Max Harz 1=542(load case 3) Max Uplift 1=161(load case 4), 7=-161(load case 4) DEC 0 8 1995 FORCES TOP CHORD 1-2=1342, 2-3=-1150, 3-4=4213, 4-5=-1213, 5-6=1150, 6-7=1342 BOT CHORD 7-8=0, 8-9=1053, 9-10=1053, 1-10=0 ...•..App.. k ret WEBS 2-10=1041, 3-10=-560, 3-9=63, 4-9=733, 5-9=63, 5-8=-560, 6-8=1041 NOTES 14' jl-,!fir 1'81 1 L) •' 1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, i V :• - �/ �.Oc<i iI. using 10.0 p.s.f. top chord dead load and 10.0 p.s.f bottom chord dead load, 0.0 miles from hurricane oceanline, i on a categoryI enclosed building, of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber Increase = i 28252 : 3 1.33, Plate Increase = 1.33. Both end verticals are exposed. %' 2) SIMPSON 1-12.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connector Ij . atjoint(s) 1, 7. I• III! LOAD CASE(S) Standard [J . %% SSIONALE '\'�_ f A WARNING . Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for . __ use only wllh Fillet h llek connectors. This design based only upon parameters shown. and lot an Individual building component to be InsIolled loaded and vertically. Applicability of design parameters and proper incorporation of component h responsiblIlly of building designer - not truss h designer. Bracing shown lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction k the retnonsIblllly the of erector. Additional permanent bracing of the overall sI,uciute h the responsibility of the building designer. For general guidance regarding fabriallon, doroge, gutsily control delivery, electron and bracing, consult 051-88 QualPy Standard. DSB-89 Spacing Speelacallon, and NIS-91 MITek Industries, Inc. Hondting Installing and Irocing Recommendation avollabre from buss Male Institute, 583 D'Onoelo Drive, Madison. W153710. Job ,! • Q17896 Truss T6 Truss Type DBL. FINK Qty 2 Ply 1 g17896/stroop res. U596036 Anderson Components (Lindon) 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:56:49 1995 Page 1 2-0-0I 5-2-4 10-1-0 14-11-12 20-2-0 -2 -OI I X22 2-0-0 5-2-4 4-10-12 4-10-12 5-2-4 2-0-0 7.00x12 4 4 3x4 3x4 z 3 5 in, rn 3x4 2 3x4 6 (91 1 11 10 9 8 7 2x4 11 3x4 = 3x8 = 3x4 = 2x4 11 - 3x4 = 5-2-4 10-1-0 14-11-12I 20-2-0 I 5-2-4 4-10-12 4-10-12 5-2-4 Plate Offsets (X,Y): 13:0-1-8,0-1-81 15:0-1-8,O-1-81 18:0 -1 -120 -1 -BJ, (11:0-1-12,0-1-8J LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (roc) I/dell PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) 0.04 9/8 999 M20(20ga) 149/110 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) 0.06 9/8 999 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.01 7 n/a BCDL 10.0 Code UBC -94 Min Length /LL dell = 240 Weight: 110 (lbs) LUMBER BRACING TOP CHORD 2X4 SPF No.2 TOP CHORD Sheathed oro -2-6 on centerpurlin spacing, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2X 4 SPF Stud/Std BOT CHORD 1-11:6-3-0, 10-11:6-3-0, 9-10:6-3-0, 8-9:6-3-0, 7-8:6-3-0. WEBS 1 Row atmidpt 3-10, 10-4, 10-5 REACTIONS (lbs/size) 1=1393/0-3-8, 7=1393/0-3-8 Max Horz 1=5378oad case 3) DEC O8 1995 Max Uplift 1=-161(load case 4), 7=-161(load case 4) As` FORCES Jr~kt TOP CHORD 1-2=-1342, 2-3=-832, 3-4=-754, 4-5=-754, 5-6=-632, 6-7=-1342 BOT CHORD 7-8=0, 8-9=719, 9-10=719, 10-11=719, 1-11=0 1 WEBS 2-11=859, 3-11=-371, 3-10=-109, 4-10=270, 5-10=-109, 5-8=371, 6-8=859 i NOTES • • 1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, i• 20252 • using 10.0 p.s.f. top chord dead load and 10.0 p.s.f bottom chord dead load, 0.0 miles from hurricane oceanline, IF ' : on a category I enclosed building, of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber Increase = f. - 1.33, Plate Increase = 1.33. Both end verticals are exposed. ffl •. 2) SIMPSON H2.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connector atjoint(s) 1, 7. �•,• • t 'OA,: • . , .. • .. • \Q�Q`' .0 �' 9SIONALBACD. —. LOAD CASE(S) Standard "`•+.. •=-" Ms WARNING - Volta de.lgn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design yak/ Ice use only with MIIek 0 connectors. This design h based only upon parameters shown. and for an individual building component 10 be __Y Inslolled and boded vertically. ApplIcablllly of design pummeled and propel incorporol bn of component Is responsibility of building destine, - not Russ designer. Bracing shown I for lateral support of Indivbuot web members only. Addllbnal temporary bracing to Insure sloblllly during consimcllon 0 the de ponsibility of the erector. Addllbnal permanent bracing of the overall structure k Inc responsibility of the bullgnw building ded. For general guidance regarding fabrication, auallly conlrol. storage, delivery, erecl Ion and bracing, consult 051.00 Quality Standard. 056.09 Bracing Specification, and 111991 MITek Industries, Inc. Handling Installing and 0mcing Recommendation avalbble from num Plate Inslllule. 583 D'Onolrb Drive, Madison, WI 53719. Job Tmss Truss Type Qty Ply Q17896 T9 SCISSOR 11 1 g17896/stroop res. U58fi037 ,ando,<.,,, r,,.,,.,,,,,e„1, n :...4,,..1, �I -2-13-°I 4-8-13 1 9-4-8 2-0-0 4-8-13 4-7-12 2x4 3x6 6.00r1z 14-0-4 .duu s dun Cu 7335 Mf l ek lndustnes, Inc. Thu Dec 07 11:56:57 1995 Page 1 18-8-0 23-3-11 4-7-12 5x6 11 5 4-7-12 4-7-12 1 28-0-8 130-0-8 4-8-13 2-0-0 6x10 7-0-11 11 8x10 = 12 10 3x4 r 3x4 3.00 12 14-0-4 7-0-11 6-11-9 1 20-11-13 6-11-9 1 6x10 28-0-8 7-0-11 1 Plate Offsets (X, Y): (1:0-1-5,0-0-i4], (5:0-0-0,0-2-4], (9:0-1-5,0-0-14], (11:0-0-0,0-3-6] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 CSI Plates Increase 1.00 TC 0.79 Lumber Increase 1.00 BC 0.72 Rep Stress ;nor YES WB a 77 Code UBC -94 DEFL (in) (!oc) 1/deft Vert(LL) 0.41 11/10 605 Vert(TL) 0.6211/10 537 Horz(TL) 0.46 9 n/e Min Length / LL deft = 240 PLATES GRIP M20(20ga) 149/110 Weight: 100 (lbs) LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF Sfud/Std'Except* 11-5 2 X 4 SPF No.2 OTHERS 2X 4 SPF Stud/Std WEDGE Lett: 2 X 4, Right_ 2 X 4 REACTIONS (lbs/size) 11865/0-3-8, 9=1865/0-3-6 MaxHorz 1=121(load case 3) Max Uplift 1=-199(load case 4), 9=-199(load case 4) BRACING TOP CHORD Sheathed or 2-3-7 on center purlin spacing. SOT CHORD 1-12:6-3-0, 11-12:6-3-0, 10-11:6-3-0, 9-10:6-3-0. FORCES TOP CHORD 1-2=-4896, 2-3=-4558, 3-4=-4558, 4-5=-3402, 5-6=-3402, 6-7=-4558, 7-8=-4558, 8-9=-4896 BOT CHORD 9-10=4380, 10-11=3991, 11-12=3991, 1-12=4380 WEBS 2-12=-183, 4-12=360, 4-11=-864, 5-11=2566, 6-11=-864, 6-10=360, 8-10=-183 NOTES 1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds al 25.0 feel above ground level, using 10.0 p.s.f top chord dead load and 10.0 p.s-f bottom chard dead load, 0.0 miles from hurricane oceanline, an a category) enclosed building, of dimensions 45-0 by 24.0 with exposure D (ASCE 7-93). Lumber Increase = 1.33, Plate Increase = 1.33. Both end verticals are exposed. 2) SIMPSON H2.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connector atjoint(s) 1, 9. DEC 0 8 1995 LOAD CASES) Standard WARNING - Verify der jpi parameter, and RI AD NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mi1ek conneclois. thio design is based only upon parameleis shown, and h for an Individual building component to be lnsrolled and horded vertically. Applicability of design paiamelers and proper Incorporation or componenl h responslblllly of bullding designer • not truss designer. Bracing shown is tor lolerol suppoiI of Individual web members only. Addttbnot lemporaiy bracing to Insure slabflly during construction Is the responsibility or the erector. Additional permanent bracing of the overall structure h the responsibility of the bullding designer. For general guidance regording labricaf on, quallsy control. storage, delivery, erection and bracing. consul/ OSTd56 guallly Slondord, DSB-69 Bracing Specification, and H16-91 Handling Installing and gracing Recant myndalIon available from truss Prole Insflfule, 5113 D'Onohlo Drive, Madison, WI 53710, 1 tiliTsk Industries, Inc. Job - Qi7896 Truss T Truss Type SCISSOR Qty 11 Ply 1 g17896/sfroopres, U586024 Anderson Components (Lindon) 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:55:07 1995 Page 1 I-- 2-0-0 4-8-13 9-4-8 14-0-4 18-8-0 23-3-11 28-0-8 30-6-8 t t 1 t 2-0-0 4-8-13 4-7-12 4-7-12 4-7-12 4-7-12 4-8-13 2-6-0 6.00{12 5x6 II 5 3x4 jjj 3x4 2x4 ; 4 1 6 2x4 ; 3x6 5 3x6 Tq r 3 2:e • 78 11 8x10= (DI, 12 10 I. B4 o / 3x4 = 3x4 = IT 0 9 6x10 6x10 3.00 p 7-0-11 14-0-4 20-11-13I 28-0-8 7-0-11 6-11-9 6-11-9 7-0-11 Plate Offsets (XX: (1:0-1-5,0-0-14), (5:0-0-0,0-2-4),19:0-1-5,0-0-14],(11:0-0-0,0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udell PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.79 Vert(LL) 0.41 11/10 805 M20(20ga) 149/110 TCDL 10.0 Lumberincrease 1.00 BC 0.72 Vert(TL) 0.62 11/10 537 BCLL 0.0 Rep Stress Thor YES WB 0.77 Horz(TL) 0.46 9 We BCOL 10.0 Code UBC-94 Min Length /LL dell = 240 Weight: 100 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 2-3-7 on center purlin spacing. BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 1-12:6-3-0, 11-12:6-3-0, 10-11:6-3-0, 9-10:6-3-0. WEBS 2 X 4 SPF Stud/Std 'Except" 11-52X4 SPF No.2 OTHERS 2X4 SPF Stud/Std WEDGE Left: 2 X 4, Right: 2 X 4 DEC 08 1995 REACTIONS (lbs/size) 1=1865/0-3-8, 9=1915/0-3-8 �•...>� Max Harz 1=-132(load case 2) �.%%% Max Uplift 1=-195(load case 4), 9=210(load case 4)1 FORCES ,REGfs ' ! • riff sr' • fe Il TOP CHORD 1-2=-4896, 2-3=-4558, 3-4=4558, 4-5=-3402, 5-6=-3402, 6-7=-4558, 7-8=-4558, 8-9=4896 i %' '•Ir, VO,• BOT CHORD 9-10=4380, 10-11=3991, 11-12=3991, 1-12=4380 % e WEBS 2-12=183, 4-12=360, 4-11=-864, 511=2566, 6-11=864, 6-10=360, 8-10=-183 f• 28252 e• •NOTES - level,•• •It 1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above t y ground II using 10.0 p.s.f. top chord dead load and 10.0 p.s.f bottom chord dead load, 0.0 miles from hurricane oceanline, A •" e` 4 ' rt on a category! enclosed building, of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumberincrease = (. frig 2" 1,33, Plate Increase = 1.33. Both end verticals are exposed. rk `�• t�)pNAL Gam?• 2) SIMPSON H2.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connector �‘‘NtN„''.0.• � atjoint(s) 1, 9. LOAD CASE(S) Standard AN/ARM/NG - Verify design parameters and READ NOTES ON TRIS AND REVERSE SIDE BEFORE. USE. Design valid for use onty with Mllek conneclos,. This design is based only upon paromelers shown. and Is for an Individual building component lo be Installed and boded vedlcolly. Appllcablllly ol design parameters and propel Incolposalbn of component is responslblllly of building designer - nol puts deslgnel. Bracing Chown k for bleral support of individual web members only. Addllbnol lempolary bracing lo Insure stability dueng construction k the responsibility 01 the erector. Addllbnol permanent bracing of the ovela% structure k the responslblllly of the bullding designer. For general guidance regordlno fabrication, quality conlml. .storage, delivery, erection and btocing, consul! OST-BB Oualfy Standard OSB•Be Bracing Specification, and 14111-9I MITek Indu.Llee, Inc. Handling Inslalllnq and Bracing Recommendation ovallabe from Truss Male Irrdllule.583 D'Onolrlo Ddve, Mndlson, WI 53719. Job • 017896 Truss 710 Truss Type SCISSOR Qty 11 Ply 1 817896/stroop res. U586025 Anderson Components (Lindon) 3.300 s Jun 20 1995 MiTek tndustnes, Inc. Thu Dec 0711:55:16 1995 Page 1 -2-0-0I 4-8-13 I 9-4-8 I 14-0-4 18-8-0 23-3-11 28-0-8 30 I l 2-0-0 4-8-13 4-7-12 4-7-12 4-7-12 4-7-12 4-8-13 2-6-0 6.00 12 5x6 it 5 3x4 . ii 3x4 2x4 ; 4 1 6 2x4 s ro 3x6I 3x6 4 cq 23 LI/ 8 11 8x10 = `I 12 10`x I� 03x4 3x4 % 3X4 o 9 6x10 6x10 3.000-2 7-0-11l 14-0-4 20-11-13 28-0-8 I 7-0-11 6-11-9 6-11-9 7-0-11 Plate Offsets (X, Y): (1:0-1-5,0-0-14j (5:0-0-0,0-2-4),(9:0-1-5,0-0-141,(11:0-0-0,0-3-8) LOADING (psi) SPACING 2-0-0 CSI DEFL (in) (Ioc) I/deft PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.79 Vert(LL) 0.41 11/10 805 M20(20ga) 149/110 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) 0.62 11/10 537 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.46 9 n/a BCDL 10.0 Code UBC-94 Min Length /LL deft = 240 Weight: 100 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 2-3-7 on center puffin spacing. 807 CHORD 2 X 4 SPF 2100F 1,8E BOT CHORD 1-12:6-3-0, 11-12:6-3-0, 10-11:6-3-0, 9-10:6-3-0. WEBS 2X 4 SPF Sfud/Std "Except" 11-52 X4SPF No,2 OTHERS 2 X 4 SPF Stud/Std WEDGE Le/t2X4,Right:2X4 DEC 08.1995 `4%.t.\�..\, REACTIONS (lbs/size) 1=1865/0-3-8, 9=1915/0-3-6 O� • E(j(S • t1,t Max Herz 1=-132(load case 2) = " • , i.eA 1i Max Uplift 1=195(Ioad case 4), 9=-210(load case 4) 0 . • •3 I•%,... FORCES i 'e I% r! TOP CHORD 1-2=-4896, 2-3=4558, 3-4=4558, 4-5=3402, 5-6=3402, 6-7=4558, 7-8=4558, 8-9=4896 i BOT CHORD 9-10=4380, 10-11=3991, 11-12=3991, 1-12=4380 0 28252 WEBS 2-12=-183, 4-12=360, 4-11=-664, 5-11=2566, 6-11=864, 6-10=360, 8-10=-183 • rf NOTES '••Qi'•' FII ,Q•, 1) This truss has been designed for the wind loads generated by 80.0m.p.h. winds at 25.0 feet above ground level, y•• • ••';<vf 0� • ...... using 10.0 p-s.f top chord dead load and 10.0 p.s.f bottom chord dead load, 0.0 miles from hurricane oceanline, I1 VG�� 114r��At-�- on a category 1 enclosed building, of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber Increase = 1.33, Plate Increase = 1.33. Both end verticals are exposed. 2) SIMPSON H2.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connector atjoint(s) 1, 9. LOAD CA SE(S) Standard A WARNING - Verljg design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. oma.• Design valid for use only with MIT'S connectors. The design Is based only upon parameters shown, and S for an Individual building component to be Installed and loaded verlbal Applicability of design pommels¢ and proper Incorporation of component respotlbsty of building designer - not Buss B designer. Bracing shown forr blerol support of Individual web members only. Additional temporary bracingg lo insure stability during condmc lion the responsibility of the erector. Addllbnat permanent bracing of the overall structure is the respontlblllty of the building designer. For general guidance nce regarding fabrication, quality control, storage, delivery, erection and bracing. consult OST-8B Quality Standard, OSB-69 Bracing Sp cIlcatlan, and HI11-91 MITek Induatrlos, Inc. HandlingInstalling and Bracing Recommendation available 11om truss nate Ingllule.5S3 D'Onollo Dive, Madison. W153719. Job 017896 Truss T11 Truss Type SCISSOR Qty 2 Ply 1 g17896/stroop res. U586026 Anderson Components (Lindon) 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:55:23 1995 Page 1 4-8-13I 9-4-8 i 14-0-4 18-8-0 23-3-11 28-0-8 I ____I 4-8-13 4-7-12 4-7-12 4-7-12 4-7-12 4-8-13 5x6 11 - 6.00I12 4 - 3x4 41/0003:4 3 5 ao 2x4 ; "2x4 = 24111.7....imik6 ,,.�; '- ro 8x10 = v1 1D . 10 8 OI .! 3x4 = 3x4 c Io 1 6x10 6x10 z 3.00 P 7-0-11 14-0-4 20-11-13 28-0-6 1 7-0-11 6-11-9 6-11-9 7-0-11 Plate Offsets (X,Y): [1:0-1-5,0-0-141, [4:0-0-0,0-2-41, [7:0-1-5,0-0-141 (9:0-0-0,0-3-81 LOADING (psi) SPACING 2-0-0 CSI DEFL (in) (hoc) I/deft PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0.79 Vert(LL) 0.41 9/8 805 M20(20ga) 149/110 '! TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) 0.62 9/8 537 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.46 7 n/a BCDL 10.0 Code UBC-94 Min Length /LL deft = 240 Weight: 94 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Sheathed or 2-3-7 on center purlin spacing. BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 1-10:6-3-0, 9-10:6-3-0, 8-9:6-3-0, 7-8:6-3-0. WEBS 2X 4 SPF Stud/Std *Except* 4-92X4SPF No.2 OTHERS 2 X 4 SPF Stud/Std DEC 08 1995 WEDGE Left: 2 X 4, Right: 2 X 4 REACTIONS (lbs/sire) 1=1665/0-3-8, 7=1665/0-3-8 -�a MaxHorz 1=105(load case 2) ,"r".o.i�;•1 Max Uplift 1=-136(load case 4), 7=-136(load case 4) �- PQM :�i:1• FORCES ... •- 1 f). ' '� TOP CHORD 1-2=-4896, 2-3=-4558, 3-4=-3402, 4-5=-3402, 5-6=-4558, 6-7=-4896 i C) . '<`� •,, r'9 BOT CHORD 7.8=4380, 8-9=3991, 9-10=3991, 1-10=4380 / •% WEBS 2-10=183, 3-10=360, 3-9=-864, 4-9=2566, 5-9=-864, 5-8=360, 6-8=183 i • n • NOTES � :' ••• 1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, fl _' using 10.0 p.s.f top chord dead load and 10.0 p.s.fbotom chord dead load, 0.0 miles from hurricane oceanline, I •' <G �Y'� ,'. an a category) enclosed building, of dimensions 45.0 by 24.0 with exposure 0 (ASCE 7-93). Lumber Increase = Ii M O • 9.6 <5(> �..;, 1,33, Plate Increase = 1.33. Both end verticals are exposed. SSl01VALE_ 2) SIMPSON H2.5 connectors recommended to conned truss to bearing walls due to uplift as follows: One connector V1/44..s.,+..-.4...- at joint(s) 1, 7. LOAD CASE(S) Standard PeinSi011IMMIlinnea A WARNING - Verlfg design parameters' and READ NOTES ON THIS AND REVERSE SWE BEFORE USE. ��.. Design vafor useeonly with Ml 1pk connectors. This design hers an only upon parameters shown. and h lot Individual of building romper to be and boded vara Icallys Applicability of design pals and IAmapolnal sanp -nt designde proper o, lot de:gnsibr. Gla on gel ere t la lotelddtttolol perp of Int brach web me mbar! only. tuppot m t nocomponentraciIs to !flume lof stability buibling designer not'the � ru Lure Is thl temponsry bracing b Iusure sgCurio general gut k ice responsibility of the elector. Additional permanent braclnp of Ile overall structure h the responsibility of Ile building designer. For panoral guidance reaord'mg lobllcal ion. quaely conllol. storage, delfvery, erection and blaring, consult 0S1-68 Qualify Slondatd, DSB-139 'racing Specification. and NIB-01 MITek Industries, Inc. handling Inrlolllna and 'racing R•com m•ndallon available limn truss Plate Institute. 583 O'Onotrb Odea, Matlkon. W153719. Job 417696 Truss T12 Truss Type FLAT Qty 2 Ply 1 017896/stroop res. U586027 Anderson Components (Lindon) 2-10-11 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:55:33 1995 Page 1 2-8-15 8-4-5 6.p0 12 14-0-4 19-8-3 25-1-13 25R-9 28-0-8 1 2-8-150-1-12 11 5-5-10 I I 1 5-7-15 5x6 II 5-7-15 5-5-10 0-1-122-8-15 - 5 5x5 = 4x7 = 4x6 =1.1e 4x6 = 4x7 = 5x5 = 2 3 - 4 6 7 8 p 4-0-14 Gi r — ce' a to \WI VI 12 m 8x10 = 4 N 13 11 B. 1 14 5x6 = 5x6 = 10 9 2x4 11 6x8 = 6x8 = 2x4 11 3.00P-2 1 2-10-11 8-4-5 I 14-0-4 I 19-8-3 25-1-13 28-0-8 2-10-11 I I 1 5-5-10 5-7-15 5-7-15 5-5-10 2-10-11 Plate Offsets (X,Y): (2:0-0-0,0-1-81 (3:0-1-12,0-144 (4:0-0-0,0-2-8], (5:0-0-0,0-2-4], (6:0-0-0,0-2-8], (7:0-1-12,0-1-8], (6:0-0-0,0-1-8], (10:0-2-0,0-2-41 (11:0-2-0,0-1-12],[12:0-0-0,0-3-8],(13:0-2-0,0-1-12J, (14:0-2-0,0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (roc) 1/dell PLATES GRIP TOLL 40,0 Plates Increase 1.00 TC 0,97 Vert(LL) 0.36 12/11 932 M20(20ga) 149/110 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) 0.5412/11 621 BCLL 0.0 Rep Stress (nor YES 14/8 0.94 Horz(TL) 0.27 9 n/a BCDL 10.0 Code UBC-94 Min Length/LL def = 240 Weight: 120 (lbs) LUMBER BRACING TOP CHORD 2X 4 SPF 1650F 1.5E *Except' TOP CHORD Sheathed or 1-11-0 on center purlin spacing, 4-5 2 X 4 SPF 2100F 1.8E, 5-6 2 X 4 SPF 2100F 1.8E except end verticals. BOT CHORD 2 X 4 SPF No.2 *Except* BOT CHORD 1-14:6-3-0, 13-14:6-3-0, 12-13:6-3-0, 11-12:6-3-0, 10-11:6-3-0, 12-14 2 X 4 SPF 1650F 1.5E, 10-12 2 X 4 SPF 1650F 1.5E 9-10:6-3-0. WEBS 2 X 4 SPF Stud/Std *Except* 14-22X4SPF No.2, 12-52X4SPF No.2 10-82X4 SPF No.2, 13-32X4 SPF No.2 11-7 2 X 4 SPF No.2 REACTIONS (lbs/size) 1=1665/0-3-8, 9=1665/0-3-8 DEC 08 1995 Max Horz 1=-456(load case 2) ...s. Max Uplift 1=-136(load case 4), 9=-136(load case 4) R. 0 ‘1. FORCES _.-er TOP CHORD 1-2=-1638, 2-3=-1090, 3-4=-3950, 4-5=-3390, 5-6=-3390, 6-7=-3950, 7-8=1090, 8-9=-1638 -, -eCp selis l• y BOT CHORD 9-10=0, 10-11=1122, 11-12=4078, 12-13=4078, 13-14=1122, 1-14=0 i V: s O ' WEBS 2-14=1854, 3-14=-1684, 7-11=3133, 7-10=1684, 3-13=3133, 4-13=1915, 4-12=-930, 5-12=2458, 6-12=-930, 6-11=1915, i • • 8-10=1854 28252• • i. NOTES % • S •• 1) This truss has been designed 10,0 p.s.f. top chord dead for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, Jt • .,i,using load and 10.0 p.s.fbottom chord dead load, 0.0 miles from hurricane oceanline, t1 '09 '• �Q 4 on a category I enclosed building, _•.• of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber Increase = 11 O� • • ... • �"r 1.33, Plate Increase = 1.33. r\� oth end osed. are 1 SSt� 2) SIMPSON H2.5 connectors ecommended L N= to connect truss to bearing walls due to uplift as follows: One connector _ atjoint(s) 1, 9. LOAD CASE(S) Standard A WARNING - Verily deer parnmerer. and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. was. Design valid lar use only wllh Mitek connectors. This design Is based only upon parameters shown. and Is for an Individual building component to be Inslolled and boded verllcalty. Applicability of design poromelers and proper Incorpo,olbn of component Is responslbllly of building designer - not Truss designer. fist-mina clna shown for lateral support of Individual web members only. Addllbnal temporary bracing to Insure siabillly during constructioH n the r esponslbilily of the erector. Additional permanent bracing of the overall structure 15 the responsibility of the building designer. For general guidance regarding Iabrlcal ion, quollly control, Handling Installing and 'racing Reborn storage, delivery, erection and bracing. consult QST-85 Qualify Standard, 018.9 Bracing Sp.cticatlan, and HIB-91 MITek Induslrisa, Inc. m.ndollon available frpm truss Plate Inslllule, 583 D'Ono•lo Drive, Madison. W153)1 G. Job 017896 Truss T13 Truss Type FLAT qty 2 Ply 1 817896/stroop res. U586028 Anderson � CV Components - 4x6 2x4 (Lindon) 5-6-9 5- 5 10-8-5 14-0.4t 5-0-0 6.00 i17 3-3-15 G = 4x6 = 3 4% 3.300 5x6 �: BGI 12 8x10 s Jun 17-4-3 3-3-15 11 5 IIIIIII� = 17-4-3 20 1995 MiTek fndustnes, Inc. Thu Dec 07 11:55:43 I 22-4-3 22-�-15 28-0-8 5-0-0 0-1-12 5-6-9 4x6 = 4x6 = 4x6 = 6 7 8 1995 Page 1 - tG a o IN 5-6-9 0-1-12 = 4x6 2 Fa a � 4x6: 3,00 13 Fl- 14-0-4 1110la 1 11 11 4x6 `.. /IIIIIII� // .. 1 14 11 5x10 = 5-8.5 I 10-8-5 10 5x10 = 2x411 22-4-3 28-0-8 9 1 5-8-5 5-0-0 3-3-15 3-3-15 5-0-0 5-8-5 Plate Offsets (X,Y): [2:0-2-0,0-1-8], [3:0-2-0,0-1-81 (4:0-0-0,0-2-8], [5:0-0-0,0-2-4J, (6:0-0-0,0-2-8],(7:0-2-0,0-1-8J, (8:0-2-0,0-1-8J, [10:0-2-12,0-2-4), [11:0-2-0,0-1-8],(12:0-0-0,0-3-4],(13:0-2-0,0-1-8], [14:0-2-12,0-2-4J LOADING (pa) TCLL 40.0 TCDL 10.0 BOLL 0,0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1,00 Rep Stress lncr YES Code UBC-94 CS1 TC 0.79 BC 030 WB 0.81 DEFL (in) (foe) !/deft Vert(LL) 0,30 12 999 Vert(TL) 0,44 12 752 Horz(TL) 0.17 9 n/a Min Length/LL dell = 240 PLATES GRIP M20(202a) 149/110 Weight: 120 (lbs) LUMBER TOP CHORD 2 X 4 SPF No.2 `Except` 2-4 2 X 4 SPF 2100F 1.8E, 6-8 2 X 4 SPF 2100F BOT CHORD 2 X 4 SPF No.2 'Except* 12-14 2 X 4 SPF 1650F 1.5E, 10-12 2 X 4 SPF WEBS 2 X 4 SPF Stud/Std `Except` 12-52X4SPF No.2, 14-22X4 SPF No.2 13-3 2 X 4 SPF No.2, 11-7 2 X 4 SPF No.2 10-82X4SPF No.2 REACTIONS REACTIONS (Ibs/size) 1=1665/0-3-8, 9=1665/0-3-8 Max Harz 1=-491(load case 2) Max Uplift 1=149(load case 2), 9=-149(foad FORCES TOP CHORD 1-2=-1610, 2-3=-1746, 3-4=-3619, 4-5=-3400, 5-6=-3400, BOT CHORD 9-10=0, 10-11=1797, 11-12=3741, 12-13=3741, WEBS 2-14=2196, 3-14=-1651, 3-13=2188, 4-13=-1567, 7-11=2188, 7-10r_1651, 8-10=2196 NOTES 1) This truss has been designed for the wind loads generated using 10,0 p.s,f, top chord dead load and 10.0 p.s.1bottom chord on a category I enclosed building, of dimensions 45,0 by 24.0 1.33, Plate Increase = 1,33. Both end verticals are exposed. 2) SIMPSON H2.5 connectors recommended to connect truss at [oinks) 1, 9, LOAD CASE(S) Standard A WARNING - Verify design parameters and REM NOTES ON Design valid for use only with Mlfek conneclo,s. Thls design h based Inslolled and loaded velllcally, ApplicobIlIs ly of design paiamelen and designer. Beacing shownlot bl ewe supper) of Individual web members responslblllly of the erector. Additional permanent bracing of the ovelal regarding lobricalbn, quality control. sloioge, delivery, erection and Handling Insiolllna and Bracing Recommendation available nom Truss BRACING TOP CHORD Sheathed or 2-1-4 on 1.8E except end verticals. BOT CHORD 1-14:6-3-0, 13-14:6-3-0, 1650F 1.5E 9-10:6-3-0. case 3) 6-7=-3619, 7-8=-1746, 8-9=-1610 13-14=1797, 1-14=0 4-12=-684, 5-12=2695, 6-12=-684, 6-11=-1567, by 80.0 m.p.h. winds 8125.0 feet above ground level, dead load, 0.0 miles from hurricane oceanline, with exposure D (ASCE 7-93). Lumber Increase = to bearing walls due to uplift as follows: One connector center puffin spacing, 12-13:6-3-0, 11-12:6-3-0, 10-11:6-3-0, DEC 08 1995 .. %, .�~'{S.G t� •�>, 1B / e f t v > CJ"'� Q` .'. r�/>'. D 1t,, • • 1. l( 23252 e lier . t > 11 '• ee ✓, � • I! 4>'> >> >�, It°AN ` 'kr ,. ‘V 6,'SONALEi*G <�ws. - THIS AND REVERSE SIDE BEFORE USE. _ only upon paramelels shown, and k fol an lndlvual building component to be b propel Incolporolbn of component Is lesponsIblllly of buIIdIng designer - not buss. only. Additional temporary bracing lo Insure slabllty during construction k the slruclu,e k the responslblllly of the building designer. For general guidance bracing, consult OST-88 Quality Standard, DSI-89 Bracing Specification, and HI11-9l UITek Industries, Inc. Role Intl Mule, 583 D'Onolefo Delve. Madlson, WI 53719. Job Q.17896 Truss 714 Truss Type FLAT Qty 2 Ply 817896/sfroop res. U586029 Anderson Components (Lindon) 4 1 4-4-12 4x6 = 2 8-4-3 81715 14-0-4 4-4-12 3-11-8 0-1-12 5-6-5 4x4 = 3 3x8 4 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:55:53 1995 Page 1 3x4 = 5 i 2x4 n 6 19-6-9 191-5 23-7-13 5.6-5 0-1-12 3-11-8 3x8 = 7 1 4x4 = 8 26-0-8 4-4-12 i 4x6 = 9 A 2x4 11 15 4x6 = 14 6x8 3.00 r12 4-4-12 8-5-15 14-0-4 4-4-12 4-1-4 5-8-5 12 6x8 19-6-9 5-6-5 1 11 4x6 = 23-7-13 10 2x4 1t 28-0-8 4-1-4 4-4-12 1:4 Plate Offsets (X,1): 12:0-2-0,0-1 81,13:0-0-0,0-1-81 (4:0 -2-12,0-1-8],17:0-2-12,0-1-81(8:0-0-0,0-1-8],19:0-2-0,0-1-81, 01:0-2-0,0441 (12:0-2-12,0-2-8], (14:0-2-12,0-2-8), [15:0-2-0,0-1-8] LOADING (psf) TCLL 40.0 TCDL 10,0 BCLL 0,0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Mncr YES Code UBC -94 CSI TC 0.99 BC 0.84 WB 0-84 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOF CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std 'Except* 15-22X4 SPFNo.2, 13-4 2 X 4 SPFNo.2 13-72X4 SPFNo.2, 11-92X4 SPFNo.2 REACTIONS (lbs/size) 1=1665/0-3-8, 10=1665/0-3-8 Max Harz 1=513(Ioad case 2) Max Uplift 1=179(Ioed case 2), 10=-179(load case 3) DEFL (in) (lac) !/deft Verf(LL) 0.23 13/12 999 Vert(TL) 0.35 13/12 952 Horz(TL) 0.11 10 n/a Min Length /LL dell = 240 PLATES GRIP M20(20ga) 149/110 Weight: 129 (lbs) BRACING TOP CHORD Sheathed or 2-0-3 on center puffin spacing, except end verticals. BOT CHORD 1-15:6-3-0, 14-15:6-3-0, 13-14:6-3-0, 12-13:6-3-0, 11-12:6-3-0, 10-11:6-3-0. FORCES TOP CHORD 1-2=-1623, 2-3=1289, 3-4=-2093, 4-5=-3543, 5-6=-3543, 6-7=3543, 7-8=-2093, 8-9=4289, 9-10=-1623 BOT CHORD 10-11=0, 11-12=1289, 12-13=2158, 13-14=2158, 14-15=1289, 1-15=0 lac $ Q WEBS 2-15=1911, 3-15=1327, 3-14=1214, 4-14=4337, 4-13=1684, 6-13=-553, 7-13=1684, 7-12=-1337, 8-12=1214, e -1===-1J27, 9-1 1==1911 NOTES 1) This truss has been designed for the wind loads generated by 80.0 m.p,h. winds at 25.0 feet above ground level, using 10.0 p.s.f top chord dead load and 10.0 p.s.fbottom chord dead load, 0.0 miles from hurricane oceanline, on a category! enclosed building, of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber increase = 1.33, Plate Increase = 1.33. Both end verticals are exposed. 2) SIMPSON H2.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connect at joint(s) 1, 10. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with ldrtek connectors. 1hk design Is based any upon parameters shown, and Is lar an individual building component lo be Inslaried and loaded vertically. Applicability of design barometers and propel Incorporation of component is responsibility of bullding designer - not truss designer, BrocIng Shown is for lateral support of Individual web members only. Additional temporary bracing 10 Insure stablIlly during conslrucllon k the responsibility of the erector. Additional permanent bracing of the overall structure h the responsibility al the bulldIng designer. For general guidance regarding fabrication, quality conhol. sloroge, delivery. erection and bracing, consult OS1.88 Quality Standard, DSI419 hocing Specification, and HIB -41 Hondllnq Installing and racing Recommendation available from Ir uss Plate Institute, 583 D'Onofrb Drive- Madison. W 153719. MITek Industries, Inc. Job Q'17896 Truss T15 Truss Type FLAT Qty 2 Ply 1 817896/stroop res. U586030 i i Anderson m to In 4x6 2x4 Components (Lindon) 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:56:02 1995 Page 1 16-10-10 5-9-9I 11-1-14 11- -10 14-0-4 � 16-B-14 22-2-15 I 28-0-8 � 5-9-9 5-4-58-10 2-8-10 9-1212 5-4-5 5-9-9 = 3x5 = x4 = 2x4 11 Jxb = 3x5 = 4x6 -=- 2 3 4 5 6 7 8 9 2 'I lot a o iii:_ 6x8= 12 6x8 16-8-14 = --El P? Io 1 15 n 4x6 = 6x8 I 5-9-9 I 11-3-10 14 = 3.00p 14-0-4 1 = 4x6 = 2x4 22-2-15 28-0-8 10 11 I 5-9-9 5-6-1 2-B-10 2-8-10 5-6-1 5-9-9 Plate Offsets KY):(2:0-2-0,0-1-8j,(9:0-2-0,0-1-8l,(11:0-2-0,0-1-61,(12:0-3-0,0-2-41,(14:0-3 0,0-2-41(15:0-2-0,0-1-8j LOADING (psf) TCLL 40.0 TCDL 10.0 BOLL 0.0 BCDL 100 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress lncr YES Code UBC-94 CS/ TC 0.89 8C 0.71 WB 0.80 DEFL (in) (roc) I/deft Vert(LL) 0.16 6 999 Vert(TL) 0.24 6 999 Horz(TL) 0.06 10 n/a Min Length/ LL defl = 240 PLATES GRIP M20(20ga) 149/110 Weight: 135 (lbs) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF No.2 WEBS 2X 4 SPF Stud/Std *Except* 15-2 2 X 4 SPF No.2, 11-9 REACTIONS (lbs/size) 1=1665/0-18, Max Horz 1=570(load Max Uplift 1=-189(load FORCES TOP CHORD 1-2=-1608, 2-3=1450, BOT CHORD 10-11=0, 11-12=1450, WEBS 2-15=1965, 3-15=4215, NOTES...•.�a' 1) This truss has been designed for the using 10.0 p.s.f top chord dead load on a category! enclosed building, of 1.33, Plate Increase = 1.33. Both end 2) SIMPSON H2.5 connectors recommended atjoint(s) 1, 10. LOAD CASE(S) Standard A WARNING - Verify design Isar¢melere Design valid I01 use only wllh Mllek connectors. Insrolled and boded vernally, Applicability designer. Bracing shown is for lol eral support responsibility of the ereclm. Addllional regarding fabrication. quallly control, storage, Handling Installing and Bracing Becommendollan BRACING TOP CHORD Sheathed or 2-8-4 on centerpurlin spacing, except end verticals. BOT CHORD 1-15:6-3-Q 14-15:6-3-0, 13-14:6-3-0, 12-13:6-3-0, 11-12:6-3-0, 2 X 4 SPF No.2 10-11:6-3-0. 10=1665/0-3-8 case 3) case 2), 10=-189((cad case 3) 3-4=-2151, 4-5=-2577, 5-6=-2577, 6-7=2577, 7-8=-2151, 8-9=1450, 9-10=-1608 DEC O B 1995 12-13=2217, 13-14=2217, 14-15=1450, 1-15=-0 3-14=961, 4-14=-1114, 4-13=822, 6-13=272, 7-13=822, 7-12=1114, 8-12=961, 8-11=-1215, 9-11=1965 —..e .... wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, ll 0r+�7� 1. and 10.0 p.s.f bottom chord dead load, 0.0 miles from hurricane oceanline, � - '" M '', • dimensions 45.0 by 24.0 with exposure D (ASCE 7-93)- Lumber Increase = �, . - r t ' t 1- ' - X11 verticals are exposed. yi : ?.' QG 11 to connect truss to bearing walls due to uplift as follows: One connector to a 28252 ! • tl • : Ir 11111L �cSSIONAk- - 'Gy c.Q. and READ NOTES ON TIIIS AND REVERSE SIDE BEFORE USE. _ Mrs design h based only upon parameters shown, and 8 lot on Individual building component la be �. of design paramelen and propel Ncorporallon of camponenl Is responslblllly of building designer - not Truss of Individual web members only. Additional temporary bracing to Insure slabllity during construction Is the permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance delivery, erection and bracing, consuit GSt-aa Duality Standard, 0$5.8D Bracing SpecIlconon, and HIB'01 MITek Industries, Inc. available horn Truss Male institute, 583 DOnoBlo Drive. Madison. WI53)1 D. 5 Job 017896 Truss T16 Truss Type FLAT Qty 2 Ply 1 817896/stroop res. U586031 Anderson i r N Components (Lindon) 3.300 1 7-1-0 14-0-4 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:56:10 1995 Page 1 1 20-11-8 1 28-0-8 1 7-1-0 6-11-4 6-11-4 7-1-0 4x6 = 3x4 = 3x4 = 2x4 11 3x4 = 4x6 = 2 3 4 5 6 -_ 7 el 8-- w! v s e s B m 1 2x4 I 12 11 10 9 11 4x6 = 3x8 = 3x4 = 4x6 = 2x4 7-1-0 14-0-4 20-11-8 28-0-8 8 8 11 1 1 1 7-1-0 6-11-4 6-11-4 7-1-0 Plate Offsets (X,V): j2:0-2-0,0-1-81 (7:0-2-0,04-8],[9:0-1-12,0-1-81 j12:0-1-12,0-1-8) LOADING (psi) TCLL 40.0 TCDL 10.0 BGLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inv- YES Code UBC -94 CSI TC 0.96 BC 0.77 WB 0.79 DEFL (in) (lac) (/deft Vert(LL) 0.15 10/9 999 Vert(TL) 0.22 10/9 999 Horz(TL) 0.03 8 n/a Min Length /LL deft = 240 PLATES GRIP M20(20ga) 149/110 Weight: 124 (lbs) LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF No.2 WEBS 2X4 SPF Stud/Std *Except• 1-2 2 X 4 SPF No.2, 7-8 2 X 4 12-22X4SPF No.2, 7-9 2 X 4 REACTIONS (lbs/size) 1=1665/0-3-B, 8=1665/0-3-8 Max Harz 1=-621(Ioad case Max Uplift 1=-199(load case FORCES TOP CHORD 1-2=-1596, 2-3=-1539, 3-4=2052, BOT CHORD 8-9=0, 9-10=1539, 10-11=1539, WEBS 2-12=1982, 342=4110, 3-11=661, NOTES 1) This truss has been designed for the wind loads using 10.0 p.s.f. top chord dead load and 10.0 on a category! enclosed building, of dimensions 1.33, Plate Increase = 1.33. Both end verticals 2) SIMPSON H2.5 connectors recommended at kinks) 1, 8. LOAD CASE(S) Standard FIIIIIIIIIIIIIIIIIIIIIIWIIIIIIIIIIMINMINIPIPS A WARNING - Verify design parameters and Design valid for dee only Milek connectors.thisdesign and bad veilIcall Applicability of design designBracht shownIsfor lateral support Individualweb ,esponstblllly of the erector. Additional permanent regarding lobricalbn. quality control. slonoge, delivery. Handling Installing and Pacing Recommendallon BRACING TOP CHORD Sheathed or 2-6-5 on center purlin except end verticals. BOT CHORD 1-12:6-3-0, 11-12:6-2-12, 10-11:6-3-0, SPF No.2 WEBS 1 Row at midpt 2-12, 12-3, 3-11, SPF No.2 DEC 2) 2), B=-199(load case 3) 4-5=-2052, 5-6=-2052, 6-7=-1539, 7-8=-1596 F 11-12=1539, 1-12=0 511=-694, 6-11=661, 6-9=-1110, 7-9=1982 i V; i i generated by 80.0 m.p.h. winds at 25.0 feet above ground level, p.s.fbottom chord dead load, 0.0 miles from hurricane oceanline, 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber increase = tf• are exposed. II -o:." to connect truss to bearing walls due to uplift as follows: One connector 1190 1tt spacing, 9-10:6-3-0, 11-6, 9-6, OF 10^5 ,...‘‘t _Y , ••?et 4, • :.L oO(VG 28252 ••4•,Q.,. S'$/ONAI-eN"XC'` t v....::.<, 8-9:6-3-0. 9-7 sc , ,,3 j' FII • 9 e/ •'O f). • j'_ e• ‘<'C. • ��.. Inc. READ NOTES ON THIS AND REVERSE SIDE BEFORE- USE. k based only upon parameters cwn, and to Individual building component to be IsInslailed paere and proper IA rporation ol component responsibility of bung designer • not truss members only, Additional temporary bracing to Insure eta during generallion Is the bracing of Ins overall sbucIu,e is the responsibility of the building tleslgner. Por general guidance election and bracing. consult 051-a0 Quality Standard. DSI -89 Bracing SpecIbollon, and HIB -91 MITek Induslrloa, available glom Huss Pale institute. 583 D'Onoirb Drive, Madison, WI 53719. Jqb Q17896 Truss T17 Truss Type FINK Qty 13 Ply 1 817896/stroop res. U586032 Anderson Components (Lindon) 3.300 s Jun 20 1995 MiTek Industries, Inc. Thu Dec 07 11:56:17 1995 Page 1 -2-0-0 1 6-7-3 13-0-4 19-5-5 26-0-8 28-0-8 I 2-0-0 6-7-3 6.00 [26-5-1 6-5-1 6-7-3 2-0-0 4x4 = 4 2x4 0 2x4 // 3x4 3x4 3 5 2 6 o r �I oI sr'` Im /1 10 9 8 7 0 6x8 = 3x4 = 3x4 = 6x8 = 3x4 = I 8-8-14 17-3-10 26-0-8 8-8-14 8-6-13 8-8-14 Plate Offsets (X,Y): [1:0-0-0,0-0-5J j7:0 -0-0,0-0-5J LOADING (psi) SPACING 2-0-0 CSI DEFL (in) (lac) 1/deft PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 - Vert(LL) 0.22 9/8 999 M20(20ga) . 149/110 TCOL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) 0.33 9/8 947 BCLL 0.0 Rep Sfresslnc, YES WB 0.48 Horz(TL) 0.07 7 n/a BCDL 10.0 Code UBC -94 Min Length /LLdeft =240 Weight: 88 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-5-8 on center puffin spacing. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. WEBS 2 X 4 SPF Stud/Std Except: 1-10:6-3-0, 7-8:6-3-0. OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row atmidpt 10-4, 4-8 WEDGE Left: 2 X 4, Right: 2 X 4 REACTIONS (lbs/size) 1=1745/0-3-8, 7=1745/0-3-8 Max Hoa 1=113(load case 3) DEC 08 1995 Max Uplift 1=-189(Ioad case 4), 7=-189(load case 4) FORCES /...` TOP CHORD 1-2=-2378, 2-3=-2039, 3-4=-2039, 4-5=-2039, 5-6=2039, 6-7=-2378 `/�. ` 1 BOT CHORD 7-8=2087, 8-9=1450, 9-10=1450, 1-10=2087 >1�• �0'BtI11 WEBS 2-10=492, 4-10=696, 4-8=696, 6-8=-492 — ,'a' ""ObG y"9J aU.. 1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground level, i • • 'a,.‹-� d t,NOTES I. using 10.0 p.s.f. top chord dead load and 10.0 p.s.fbottom chord dead load, 0.0 miles from hurricane oceanline, j • 28252. on a category I enclosed building, of dimensions 45.0 by 24.0 with exposure D (ASCE 7-93). Lumber Increase = - ./ , 1.33, Plate Increase = 1.33. Both end verticals are exposed. r '. e i 2) SIMPSON 1-12.5 connectors recommended to connect truss to bearing walls due to uplift as follows: One connectorfrr '. ; . 1 etjoint(s) 1, 7. t e 1 tt1Oct.�C= LOAD CASE(S) Standard hCSSlONALE: A WARNINO - Verify de.lgn parameters and READ NOTES ON T1115 AND REVERSE SIDE BEFORE USE. mama. Design valid Ilan dee only withMllpk connectors.This designkbased only upon omebs showni shownand Is for IndIVIdUcil building denpebe Installed and ed vertically. Applicability ofd parameters and proper IAco;pola componenth responsibility 01 building designer - nol Iundesigner, Pacing shown to; dlol support of Indioklual web members only. Additional tenpolory bracing to frisuie nobility during construction is the 1 nespondbllily al ?he erecter. Additional permanent bracing of Ira overall structure Is the responslbMlly of lno building tleslger. For general guidance regarding fabrication. conllol. delivery. quality storage, erection and bracing. consult QSl-aa Quality Standard, 098.99 Bracing Specification, and HIB -9I MITek Industries, Inc. Handling Installing and Bracing Recomm.ndalbn available born truss Mote Institute. 533 D'Onohb Drive, Madison. W153719. 1 row mpr z -cz 0 Ci wrnz 1022.111_10) :uoi1ngT.i sT( 0 '"h 0 t R '-r3 II 11 II a M. CS )-r• cT to • N r1 7 O R O Cr: I N• m v+ r• • rr ;7 v,rt,R R 0 N- D rt 3 "V ID 't (D fD X O n n v ~0 n 0 0 r-+• 0 0 Q M 0 o 'Y n n rt W • rl• rr 1D rt P. (f 1 1 R o a rn m m • w q, 0 9 n. p 0 •p n rt R a' • CL C rt O N, rt N• 0 1'r Q. Q C▪ l' O 0 o- < S (D 0 • C R 0 `:4WMu VIODNi f o -w '1 v" W 0 CM N G G F O W 0 E F G E CT' 0? V] w H W H rt `-j fD r -1-1G 7 0 G W n 0 apTs lseg tr a• 0 w ✓ n N n G h C o• rn Ir H, oa r. as H. '1 I— H N w F W I-' 0. a... OD Q of ;o zauzoo suaqpnos ]sal, 3a uotalDo7 cn (a 0 n tr V r7 O O a rJ• rt In (D rt 5 C rt 7 (D anTeA soaoosd n n n —3 ro 0 -1✓ 0) 0 0 R C_.. '-, 'D ::0 '-3 n r rt ro Cr) ro Q. 0, R Q (D :uoileatfroads L 0 7 w• rr n `Tisza aaao �uaivaT�aeg dooags suwogy R 0 (D v 0 0y tee, 0 rt 4- 4 South side of breakfast nook at final subgrade 89 85 9.8 +-3 116.9 @ 11.9 G Distribution: Key: S ='Standard Proctor C = Cohesive LINCOLN DeVORE, INC. 2 Copies Client M = Modified Proctor NC = Non-Cohesive 1 Copy LD/CS # MM = CE-55 Proctor BC = Base Course Fails Compaction Spec. Fails Moisture Spec. By: !I.e. ----- NOTE: Results indicate in-place densities at the locations and depths identified above. Lincoln DeVore has relied on the contractor to provide uniform moisture content and compactive effort throughout the fill area. Page 1 of 1 DENSITY TEST DeVORE E GRAHDA UHG7 DHO�PEIEsLOR: MGS DAILY REPORT ENGINEERS zm o cm . rt Client IL Thomas Strome Job No. R4'n11—T RQptnr* #') _ Date of Test 3--20-96 Project '129 Battlement Creek Trail Test By LR5 Location _ P. 0. No. Tecr T.rno- 2,J -1,r Nnrinar _ Sand CnnP SnPrifiratinn- Location of Test Compaction coo C)o fD a n .a Moisture Content % Moisture Spec. Proctor Value r-3 co 'C o INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT G RFIELD COUNTY, COLORADO / � St 0 Date Issued/ ..-......tsned Area Permit No AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction .rf ta ve descried structure, the er nit may t en be rev() ed by notice from lb ."o to 1Ls{e-lira M' YBEC ND VOID' mfrarar trinnorrior Use Address o egal Owner . 1 escription ro Contractor 0041ice. Setbacks Front SideSide Rear This Card Must Be Posted So It Ie Plainly Visible From the Street Until Final Inspection. -10 "'i,, , rte INSPECTION RECORD Zoning Roof Covering 0 tie (hr s.( lector (adc�F � .v-sc-o(E_.� Footing i. 2<P -9c /-% Electric-Final(bySTATEins ,1,1641 P )� Foundation iJ,@ f- -' ft, 'L,-/ Plumbing -Underground 1 -,3¢-5 . // , Gas Piping ;7- s 7- 94 /4. ,. Heating Ventilation F?4. cc ;,),c r Frame 3- -- C't 41 r'L--- Plumbing -Rough 57 -PC -11.-' 4 (r se Insulation4 --gyp 3 -%<' „y Drywall '19 - 30 _0,1 / /9-„--,------ Electric-Rough ?=`1-2L>L'''^ (by STATE inspector) Final ] -Th- 97 i} -,..--i- ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. Phone 945-8212 APP RDV Date /a, THIS PERMIT IS NOT TRANSFERABLE 10 9 8th Street, County Courthouse, Glenwood Springs, Colo. DDO NOT DESTROY THIS CARD B ,g IF PLACED OUTSIDE - COVER WITH CLEAR PLASTIC GARFIELD COUNTY Building and Planning 4-30-97 Mr. Thomas Stroop 129 Battlement Creek Trail Battlement Mesa, Co 81636 A Certificate of Occupancy was issued to you on Building Permit #5760, dated March 10, 1997 with a contingency that you erect and maintain a barrier at the door that leads to an unbuilt deck. We have now received complaints that you have removed the barrier prior to finishing the deck. It is required that the agreed upon barrier be replaced and maintained in place until your deck is completed and guard rails installed. Steve Hack Codes Enforcement 109 Sth Street, Suite 303 945-32121285-7972 Glenwood Springs. Colorado 81601