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HomeMy WebLinkAboutApplication- PermitNo. 7462 GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 Stb. Street, Suite 303 Glenwood Springs, CO 81601(970) 945-8212 Job Address t 1(i CL aa(c)) R * CK CJ • V ( (toso Nature of Work Building Permit Use of Building_ S+t ronc Owner ag.SL L I }% %` Contractor LJ( t7 Amount of PermitS <3 / (1. (, 9 Date 2,- 1 ' O( ) 19(OM c14,r : aao. l,/ Pew e:W375 1 'TELEPHONE: (970) 9454212 GARFIELD COUNTY BUILDING PERMIT APPLICATION GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO Applicant to complete numbered spoon only. INSPECTION LINE: (970) 945-9159 PERMIT NO. PARCEL/SCHEDULE NO. 1OB ADDRESS: 3/7rr c_ IL 271. 2, rLc- fl) 4'1637 I LOT 140. BLOCK 140. SUBDIVISION/EXEMPTION 2 —Jeff- %luse "°°.t°°,3/9r C2 7 ? b W76 -ell nociiy22_ 3 `°m'"` °' 0tvAteit 4 l—AST Wilt am -it ''°°'PO 130.X '779 l>i/�e b,. Cb svi����jy/A_ "" 5 `axna IQ rt. aF "YV 1C OV eV Frwwr ! O y /2 t C/ /?Fr No°MOORS/ 6 // ueB00BUODBIO Re1SOA%.�-t- 7 nzeomewors .$ 14 8 al.. OP WORN, rn a*oomoN o.,LTUAn0N [WOVE DRIMOVE 9 �waAae DA ES 000091E CAIVOAT: MWaB 000UBIB 10 00MtwAY PilNir DE, EMI BLM1.AOB 0YPOBAL WPM) [Bina PLAN VALMAON OP MOM. 1 /,3, D 00 ADJUSTEDVALUATION:I 90,611) it V it VEOAL CONDEMNS. NOTICE A SEPARATE ELECTRICAL PERMIT IS REQUIRED AND FUST BE ISSUED BY THE STATE OF COLORADO. TIES THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 110 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 110 DAYS AT ANY TIME AFTER WORK 1S COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMB4ED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HE HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTTER STATE OR LOCAL LAW REGULATING CONSTTRUCTION OR THE PERFORMANCE OF CONSTRUCT] �y Date J -2 ii -CCI., rCoonactor FLAN CHECK FEL4 -Y/ 320 4y PERMIT' FEE' (, - i 9 3 .7 5 - TOTAL FEE: Q / DATE PERMIT ISSUED: / (/ / 4 • t, Q OCC: GROUPr CONST: J ZONING: SETBACKS: • Sip[ eo or authorized agent bayingg�. and .�..- (/ ilt° .I%//._.' ell toad notice above. is Vii/ % ._ HOME: ISDS NO. & FEE: Building Dept. Approval/Date +'L' Dept. a . PERMISSION I5 HEREBY GRANTED TO THE APPLICANT AS DETAILED ON PIANS AND SPECIFICATIONS SUBMITTED TO IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30 COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRU THE COUNTY AND THAT THEN AND THERE R SHALL BECO THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFI CORRECTION OF ERRORS 114 SAID PIANS, SPECIFICATIONS VIOLATION OF THIS CODE OR ANY OTHER ORDINANCE OR THE REVIEW OF THE SUBMITTED PLANS AND SPEC RESPONSIBILITIES OR LTABRXI ES BY GARFIELD COUNTY DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE OF THE OWNERS INTEREST. OariOtmoo3 IPA I HERRBY ACKNOWLEDGE \ f` AGREEMENT CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS REVIEWED BY THE BUBDINGDEPARTMENT. IGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY 01 CRS AS AMENDED. THE SKATER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT PULLY AND USE OF THE ABOVE DESCRIBED STRUCTURE, TIE PERMIT MAY THEN BE REVOKED BY NOTICE FROM AND VOID. 1I0148 AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN TION OF THIS JURISDICTION. p cvn NA) ckit aid ONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBIISTY FOR THESE ITEMS 1 IMPLEMENTATION DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED a BE CO • ER AND IN SUPPORT VE READ AND UNDERSTAND THE AGREEMENT ABOVE. 300(1,41 Lwt The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector. 2. A permanent address assigned by the Garfield County Building Department posted where it is readily visible from an access road. 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing. 4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot & cold running water, all floors and walls finished and a privacy door. 5. All steps inside or outside over three (3) steps must have handrails. All balconies or decks over 30" high mush have guardrails constructed to meet all 1994 UBC requirements. 6. Outside grading done to where water will detour away from the building. 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e., weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATION PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a Certificate of Occupancy for the dwelling under building permit # c:/cbw/final.wpd Date ti Silos? 1(9 ? Qin... 2tC Ybo (too = 4 Igo foo.00 Fa = Li 95. ?s f.c T6t4C 4, $ 1 y.6 9 kavAtfy ipt;-r z_ 4S-05 Ft- • •)oo FT 4, PItote&4y Z[pie Rio Blanco County Planning Department P.O. Box 599 Meeker, CO 81641 Colorado Division of Wildlife 50633 Highway 6 & 24 Glenwood Springs, CO 81601 947-2920 AT & T Cable Services 1605 Grand Avenue - Glenwood Spmgs, CO 81601 945-7292 Colorado State Forest Service 222 S. 6th Street, Room 416 Grand Junction; CO 81501 (970) 248-7325 Mesa County Planning Department P.O. Box 20000 Grand Junction, CO 81502 244-1636 Western Slope Gas Company Attn: Right of Way Section P.O. Box 840 Denver, CO 80201 Town of Silt Fire Department Send reviews to Burning Mountain Fire District Address c GecPtech September 7, 1999 Jeff Haase 3198 County Road 226 Rifle, Colorado 81650 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com Job No. 199 627 Subject: Observation of Backhoe Pits, Proposed Steel Building, 3198 County Road 226, Rifle, Colorado Dear Mr. Haase: As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. observed the backhoe pits at the subject site on August 16, 1999 to evaluate the soils exposed for foundation support. The findings of our work and recommendations for the foundation design are presented in this report. The work was done in accordance with our agreement for geotechnical engineering services to you, dated August 9, 1999. The proposed building will be 1 story of steel frame metal skin construction. Ground floor will be slab -on -grade. The building site is relatively flat and appeared to have been previously leveled by cutting up to 4 feet in the southwest portion and filling up to 4 feet in the northeast portion. At the time of our visit to the site, pits had been excavated near the northwest corner (Pit 1) and the southeast corner (Pit 2) of the proposed building. The subsoils encountered below about 1/ foot of silty sand and gravel fill consist of 2 to 3 feet of sandy clay overlying claystone bedrock. The pits were dug to about 61/2 feet below the existing grade. Results of swell -consolidation testing performed on samples taken from the site, shown on Fig. 1, indicate low to moderate compressibility under loading and wetting. Both the clay and claystone showed a low expansion potential when wetted. No free water was encountered in the pits and the soils were moist. Considering the conditions exposed in the pits and the nature of the proposed construction, spread footings placed on the undisturbed natural soil or bedrock designed for an allowable soil bearing pressure of 2,000 psf should be adequate for support of the proposed steel building. Footings placed entirely on the claystone bedrock can be designed for a bearing pressure of 3,000 psf. The exposed soils and bedrock tend to expand when wetted and there could be some post -construction movement of the foundation if the bearing soils become wet. To mitigate the potential expansive subgrade, we recommend the footings be designed to impose a minimum dead Toad of 500 psf. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed bedrock or soils and existing fill in footing areas should be removed and the bearing level extended down to the undisturbed natural material. Exterior footings should be provided with adequate soil cover above their bearing elevations for frost protection. Structural fill placed within floor slab areas can consist of the on-site soils compacted to at least 95% of standard Proctor density at a Jeff Haase September 7, 1999 Page 2 moisture content near optimum. Backfill placed around the structure should be compacted and the surface graded to prevent ponding within at least 10 feet of the building. The recommendations submitted in this letter are based on our observation of the soils exposed within the pit excavations and do not include subsurface exploration to evaluate the subsurface conditions within the loaded depth of foundation influence. This study is based on the assumption that soils beneath the footings have equal or better support than those exposed. The risk of foundation movement may be greater than indicated in this report because of possible variations in the subsurface conditions. In order to reveal the nature and extent of variations in the subsurface conditions below the excavation, drilling would be required. It is possible the data obtained by subsurface exploration could change the recommendations contained in this letter. If there are any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Louis E. Eller 0N\1gi1111B!((ry(y4 •0REG/8j`/4 Rev. by: DEH__ 24443 • 94,- (11 •ee LEE/ksm90�� .......••w��� attachment H -P GEOTECH Compression — Expansion % Compression — Expansion 1 0 1 2 3 Moisture Content = 10.9 percent Dry Density = 112 pcf Sample of: Sandy Clay From: Pit 1 at 1.5 Feet Expansion upon wetting 0.1 0 1 0 10 APPLIED PRESSURE — ksf 100 Moisture Content = 12.2 percent Dry Density = 122 pcf Sample of: Claystone Bedrock From. Pit 2 at 3.5 Feet Expansion upon wetting 01 1 0 10 APPLIED PRESSURE — ksf 100 199 627 HEPWORTH — PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Fig. 1 GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION 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 the completed check list at time of application for a permit. 1 1. Is a site plan included that indicates the distances of the proposed building or addition to operty lines, other buildings, setback easements and utility easements? 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 subject property and adjacent properties), streams or water courses? Yes d'0 3. Does the site plan indicate the location and direction of the County or private road accessing t e property? 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 tgn? 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 W/fr 6. Do the plans indicate the size and location of ventilation openings for the attic, roofjoist ss and soffits? 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 •sdloads? Does the plan include a building section drawing indicating foundation, wall, floor and roof truction? Does the building section drawing include size and spacing of floor joists, wall studs, ceiling sess, roof rafters or joists or trusses? 10. Does the building section drawing or other detail include the method of positive connection columns and beams? 2 41. 11. 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? 12. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and C . ado Phase II certifications or phase II EPA certification? Yes 13. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Buil_ Code Chapter 37? Yes 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 15. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all hpbitable rooms? Yes 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 specify safety glazing for these areas? No 17. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? Yes 18. Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or enants? No 19. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? If you do not have written permission from the association, do you understand that the plan check fee will not be refunded should the tectural committee deny or reject your building plans? No 3 20. Will this be the only residential, ructure on the parcel? Yes 21. If no -Explain: GAaJ e ve two (2) complete sets of construction drawings been submitted with the application? 22. Is this an application for the p ment of a manufactured home? Yes If yes, have you specified the si''of the unit (min. 20ft. x 20ft.); live roof load (min. 40#); wind design (min. wind speed of 80 mph & 15 Ib. wind load); foundation design; method of anchoring? Yes 23. Have you designed or had this plan designed while considering building and other nstruction code requirements? No 24. Does the plan accurately indicate what you intend to construct and what will receive a final ection by the Garfield County Building Department? No 25. Do you understand that approval for design and/or construction changes are required prior he application of these changes? No 26. 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 it? No 27. Are you aware that twenty four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be called in by 12:00 p.m. the day before; afternoon inspections must be called in by 5:00 p.m. the day before. Failure to give twenty four (24) hour notice for inspections will delay your inspection one (1) day. Inspections are to be called in to 945-9159. Yes No 28. 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 to receiving a Certificate of ccupancy and occupancy of the building? No 4 29. Are you aware that the person signing the -Permit Application, whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor", or otherwise, is the party responsible for the project complying with the Uniform Building Code? No 30. If you are accessing a county road and do not have an existing driveway you will need to acquire a driveway permit from Garfield County Road and Bridge. Their phone number is 945-6111. You will need to show proof prior to the issuance of the building permit. I hereby acknowledge that I have read, understand and answered these questions to the best of my ability. re date Phone 7DN-I 4! Z (days); y�t7 S/76-71(27 (evenings) Project Name: ,¢, -$ e Project Address: 3 i9 t tit 7.2 6 Th PL e en th gY 6S-0 Notes: If you have answered nsie on any of the 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 a permit. If it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, 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, delay in issuance of the permit or delay in proceeding with construction. Per App 02.95 Effective August 15, 1995 5 BUILDING SPECIFICATIONS The structure under this contract has been designed and detailed for the loads and conditions stipulated in the contract and shown on these drawings. Any alterations to the structural system or removal of any component parts, or the addition of other construction materials or loads must be done under the advise and direction of a registered architect, civil or structural engineer. Fast Trac Building Services will assume no responsibility for any loads not indicated. This Fast Trac steel building is designed with Fast Trac Building Services' standard design practices which are based on pertinent procedures and recommendations of the following organizations and codes : — American Institute of Steel Construction Specification for the design fabrication and erection of structural steel for buildings" 9th edition. — American Iron and Steel Institute "Specification for the design of cold formed steel structural members" 1986 edition with 1989 addendum. — Americon Welding Society "Structural Welding Code" AWS D1.1-87 Chapter 2 relating to prequalified complete joint penetration groove welds and chapter 8 part B relation to allowable stresses. — Metal Building Manufacturers Association "Specification for the design fabrication and erection of the structural system" most current edition. Material properties of steel plate and sheet used in fabrication of primary rigid frames and all primary structural framing members (other than cold—formed sections) conform to ASTM A-529 or A-570 or A-572 all with o minimum yield point of 50 KSI. Material properties of cold formed light gage steel members conform to the requirements of ASTM A-570, with a minimum yield point of 57 KSI. High strength bolts and their installation shall conform to ASTM specification A-325 and are designed as bearing type connections with threads included in the shear plane. Tightening of these bolts is recomended by the Turn—of—nut method, per "AISC Specification for Structural Joints." All primary structural members except bolts and fasteners shall receive one coat of Iron Oxide inhibitive primer. Shop and field inspections and associated fees are the responsibility of the contractor, unless stipulated otherwise. CONTRACTOR RESPONSIBILITIES The contractor must secure all required approvals and permits from the appropriate agency as required. Approval of Fast Trac Building Services' drawings and calculations indicate that Fast Trac has correctly interpreted and applied the requirements of the contract drawings and specifications. (Sec. 4.2.1 AISC Code of Standard Practice, 9th edition.) Where discrepancies exist between the Fast Trac structural steel plans and the plans for other trades, the structural steel plans shall govern. (Sec. 3.3 AISC Code of Standard Practice, 9th edition.) Design considerations of any materials in the structure which are not furnished by Fast Trac are the responsibility of the contractor and engineers other than Fast Trac engineering unless specifically indicated. The contractor is responsible for all erection of steel and associated work in compliance with Fast Trac "For Construction" drawings. Temporary supports, such os guys, braces, flashwork or other elements required for the erection will be determined and furnished and installed by the erector. (Sec. 7.9.1 AISC Code of Standard Practice, 9th edition.) It is the contractors responsibility to apply or observe all pertinent safety rules and regulations, as per OSHA standards as applicable. The Contractor is responsible for the verification of all shipments received. Shortages must be reported to Fast Trac Building Services within 48 hours of delivery. This structure indicated and 1994 UN; It is the contr. that these loot_ of the local b.= Specific loads foundation rear 40 P5 Liv 45 P9 80 Mr 22 PS 0 PS; ONE SEISMIC DATA : SEISMIC ZONE : 1) Seismic 2) Rw = 3) Rw 4) Seismic 5) Soil Pro 6) Analysis Engineering S= This certification parts manufactur delivered by Fast; Building Services oc excludes parts s'5 doors, windows, f_" design and erect the building. i DESIGN LOADING designed utilizing the loads piled by the : ORM BUILDING CODE tor's responsibility to confirm comply with the requirements ding department. (See structural calculations and ions.) Live Load Load Reduction Allowed 0 Yes X No Roof Snow Load Wind Load Exposure 5 (If applicable) Dead Load (Metal Bldg. Weight — Purlins, Panels, Etc.) Collateral Load (Ceilings, Sprinklers, Etc.) 'Fiance Factor ( I = ( UNIFORM BUILDING B -one Factor Z= 0.10 CS -I EI E2 E3_ E4 E5 E6 El ES E9 E10 DRAWING INDEX Drawings Cover Sheet Anchor Bolt Setting Plan Anchor Bolt Details Roof Framing Plan Frame Cross Section Sidewall Framing Plan Sidewall Framing Plan Endwall Framing Plan Endwall Framing Plan General Details General Details I.0 ) APPROVED S[*iaCT'PO NC ItD lCaPTIOND a i orrenotai; GARFIELD COUNTY CODE EN NO DEPARTM H By e LD COPY I NO NNT[CflON WnIIOIN *SS PLAN! ON MR Page of • ( Rigid Frames ( Coble Braces nportance Factor = 1.0 e Type = S3 Site Coeff Unknown rocedure = Static Force Procedure ,vers and rac and i as dation of These Drawings are for : ❑ Construction ❑ Not for Construction X Permit Only ❑ Approval * ❑ Other : * Approval orders must be released for fabrication within thirty (30) calendar days after the submittal drawings are issued or they will be subject to any current price increases. Special attention should be given in approving dimensions and/or details. Please verify requested dimensions by indicating 'OK'. DSN: DWN: KAT DWN: KAT APP:,&TS E/i9 REVISIONS DRAWINGS COVER SHEET 151 iSI 96 PROFESSIONAL ENGINEER NO. DATE Jeff Haase 3198 County. Road 226 Rifle, CO 81650 Garfield CTY Colorado Fast Trac Building Services Inc. P.O. Box 729 Littleton, CO 80120 SCALE: NOT TO SCALE DATE: I JOB NO : 8-7-98 98-0041 SHT. NO: CS -1 ANC NOTE: All OUT—TO—OUT OF STEEL OR BOLT PLAN ee Plates 0 100'-0"(U.N.) o Dia— 1/2' ▪ Dia— 3/4" ® Dia= 7/8" FAST TRAC Jeff Haase PROJECT Jeff Haase ANCHOR BOLT PLAN ID 98-0041 DESIGN: 1 DRAFT: CHECK: PROJECT ADDRESS 3198 County Road 226 Rifle, CO 81650 DATE: 1 SHEET El OF 10 Dia= 1/2" r—i 1 0 EW/ L -J SW See Plan DETAIL 0 4" 2" Dia= 3/4" spa f 1/41 /" ,; co L -J 2 1/2' 2 3/4' EW 8" DETAIL A N. Dia= 3/4" EW :1 4" 00% r—, I � 11 2 1/2 la12 3/4 L See Plan DETAIL B Dia= 7/8" 6» SW m 21re 4" 8" See Plan DETAIL C NOTES FOR REACTIONS Building reactions ore based on the following building data: Width (ft) = 40.0 Length (ft) = 60.0 Eave Height (ft) = 12.0 12.0 Roof Slope rise/12 ) = 3.0 3.0 Dead Load (psf ) _ .2 Live Load (psf ) = 40.0 Snow Load (psf ) = 45.0 Wind Speed (mph ) = 80.0 Wind Code = UBC 94 Exposure = B Importance = 1.00 Seismic Zone = B RIGID FRAME REACTIONS (k ) 2 3 DL + CL + LL DL + CL + LL 9.8 19.4 9 9.8 19.4 ANCHOR BOLT SUMMARY Qnt Loc 0 8 Bf 14 ® 8 (IDia) (InJ) Pro Sir?) DJ EW RF 1/2" 2.00 3/4" 3.00 7/8" 3.00 GENERAL NOTES 1. FOUNDATION DESIGN AND CONSTRUC110N ARE NOT THE RESPONSIBILITY OF FAST TRAC STEEL BUILDINGS. 2. THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES ON THE FOUNDATION. 3. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLLERANCE OF +/- 1/8" IN BOTH ELEVATION AND LOCATION. 4. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED A BEARING PRESSURE OF 1125 POUNDS PER SQUARE INCH. DL + WL 2`6 DL 2.5 1M- 1.2 ENDWALL COLUMN REACTIONS(k ) MAXIMUM VERTICAL DL+CO+LL = 12.1 MAXIMUM VERTICAL DL+WL = -1.0 MAXIMUM HORIZONTAL DL+WL = 1.4 BRACING REACTIONS,PANEL SHEAR Bracing (k ) Wall Col Horiz Vert Id Id Reactn Reactn 1 A 2 4 E 2 1.9 '1.0 1.9 1.0 Panel Shear Load at Base Angle (Ib/ft) 20 31 FAST TRAC Jeff Haase PROJECT Jeff Haase ANCHOR BOLT PLAN ID 98-0041 PROJECT ADDRESS 3198 County Road 226 Rifle, CO 81650 DESIGN: I DRAFT: DATE: CHECK: 1 SHEET E2 OF 10 Rik xD 20'-0" 60'-0" OUT -TO -OUT OF STEEL 20'-0" PURLW LAP Rr 1 2'-1 3/41 2'-1 3/4" ROOF FRAMING PLAN 2'-1 20'—o" RF1-1 F1-2 z [F1-2 RF1-1 /47 I2'-1 3/4" E-1 P-3 P-3 ER— P-3 P-3 P-1 P-1 P-1 FR—, P-1 E-3 n RC (20) M NO .I N. 0 NN Nv ROOF MEMBER TABLE MARK PART P-1 P-2 P-3 E-1 E- 2 E- 3 CB -2 8X25Z12 8X25Z14 8X25Z12 8E16 8E16 8E16 0.25_CBL LENGTH 22 -1 1/2 24'-3 1/2" 22'-1 1/2" 19'-11 1/2" 19'-11 1/2" 19'-11 1/2" 28'-1" ROOF SHEETING PANELS: 26 Ga. R Galvalume/Plato FAST TRAC PROJECT Jeff Haase Jeff Haase ROOF FRAMING ID 98-0041 PROJECT ADDRESS 3198 County Rood 226 Rifle, CO 81650 DESIGN: I DRAFT: DATE: CHECK: SHEET E3 OF 10 SPLICE BOLTS Splice Top Of Plate Mork Qnt Typ Dia Len Sp— 1 Sp— 2 4 A325 0.750 2.25 4 A325 0.750 2.25 Bottom Of Plate Qnt Typ Dia Len 4 A325 0.750 2.25 4 A325 0.750 2.25 FLANGE BRACES: Both Sides(U.N.) B xxB():2X1—llength(in), (f) -one side 3 s9© 510„ FB 40'-0" I RIGID FR; FOR 1- -O" PIECE RF1-1 RF1-2 19.0/14.9 14.9/ 9.9 0.188 0.134 Z TABL fin) OyVyUTSIDE1� FLANGE gg3� 5 x 1 /4" LEN Tx 137.1 5 x 1/4" x 25.5 5 x 1/4' x 219.9 99.3 120.6 IINNSIDTE XFLANGE Wx 5 x 5/16jrEN x 120. 5 x 5/16' x 99.4 5x1/4 x1182 3 SP© '0„ 4,' 7 3/an 4 —10 7/8" LEAR +/- 1T—TO—OUT OF STEEL ME ELEVATION AME LINE 2 3 FAST TRAC PROJECT Jeff Haase Jeff Haase RIGID FRAME ELEVATION ID 98-0041 DESIGN: I DRAFT: CHECK: PROJECT ADDRESS 3198 County Road 226 Rifle, CO 81650 DATE: SHEET E4 OF 10 60'-0" OUT—TO—OUT OF STEEL 20'-0" EC -1 GIRT LAPS I RF1-1 12'-0" 41-01.] '-1 3/4+_ 1 —1 3/4" SIDEWALL FRAMING: LINE A 1'-1 ' FL -19A SIDEWALL SHEETING & TRIM: PANELS: 26 Ga. R — Slate Gray I 1 .N- 1 N I I I N I N I .N- N N ^ •.- I I SIDEWALL SHEETING & TRIM: PANELS: 26 Ga. R — Slate Gray 4' '1'-1 3/4' 20'-0" EC -1 i N i N i N i N RAME LINE A RFn Ji MEMBER TABLE FRAME LINE A MARK PART LENGTH DJ -1 DH -1 E-1 E-2 E— 3 G-5 G-6 G-7 G-8 CB -1 8X25C16 8X25C16 8E16 8E16 8E16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 0.25_CBL 11'-3 3/4 12'-0" 19'-11 1/2" 19'-11 1/2" 19'-11 1/2" 3'-9 1/ 16" 4'-122'— 3 1//2" 21'-1 1/2" 23'-2" CONNE FRAME CTION PLATES LINE A 0 ID 1 2 3 4 5 6 7 8 MARK/PART CL—CB el c2 e2 cl CL—G al Id FAST TRAC Jeff Haase PROJECT Jeff Haase SIDEWALL FRAMING ID 98-0041 PROJECT ADDRESS 3198 County Road 226 Rifle, CO 81650 DESIGN: 1 DRAFT: DATE: CHECK: 1 SHEET E5 OF 10 0 60-- Cr OUT—TO—OUT OF CD 20'-0" 0 20'—O" E-1 E-2 G-9 G-7 BA Qc IP EC -1 GIRT LAPS REC 9 J TEEL I RF1-1 1'-1 3/4"+ 1' - 1 3/4" SIDEWALL FRAMING: LINE FL -19A . T IN . T N . T N . T N . T N . T N . 1 N . T cV . I N . T N . T N SIDEWALL SHEETING & TRU PANELS: 26 Ga. R — Slate Gray 20'-0" MEMBER TABLE FRAME LINE E MARK PART LENGTH E-1 E-2 E-3 G-7 G-8 G-9 CB -1 8E16 8E16 8E16 8X25Z16 8X25Z16 8X25Z16 0.25 CBL 197-11 1/2" 191-11 1/2" 19'-11 1/2" 22'-3 1/2" 21'-1 1/2" 21'-1 1/2" 23'-2" 1 RF1-1 1 3/4", 3/4" E e I N cV EC -1 e I N e I N e I N e I N e I N : FRAME LINE E REC 0 CONNECTION PLATES FRAME LINE E CI ID MARK/PART 1 2 3 c1 CL—G k1 FAST TRAC Jeff Haase PROJECT Jeff Haase ID 98-0041 PROJECT ADDRESS 3198 County Road 226 Rifle, CO 81650 SIDEWALL FRAMING DRAFT: 1 CHECK: DATE: 1 SHEET E6 OF 10 DESIGN: 19'-4" 40'-0" OUT—TO—OUT OF Si: BA EC -2 ENDWALL FRAMING: FRAME 0 s r e 0 ." N 'TT r to ENDWALL SHEETING & TRIM: FI PANELS: 26 Ga. R — Slate Gray G- G -2 LINE 1 ^,ME LINE 1 EC -1 e 0 12 ao 0 N BOLT TABLE: FRAME LINE 1 LOCATION QUAN TYPE DIA LEN ER-1—ER-1* Columns 8 A325 3/4" 2 1/4" 2 A325 1/2" 1 1/2" MEMBER TABLE FRAME LINE 1 MARK PART LENGTH EC -1 EC -2 ER -1 G-1 G-2 8X25C16 8X25C12 W8541 8X25Z16 8X25216 10'-9" 15'-7" 20'-7 1/8" 18'-7 1/2" 18'-11 1/2" CONNECTION PLATES FRAME LINE: 1 a ID MARK/PART 1 23 f1 CL—G c1 FAST TRAC Jeff Haase PROJECT Jeff Haase ENDWALL FRAMING ID 98-0041 PROJECT ADDRESS 3198 County Road 226 Rifle, CO 81650 DESIGN: 1 DRAFT: DATE: CHECK: SHEET E7 OF 10 8" Q3" 12 c st a 1 k 10'-4" 40'-0" OUT—TO—OUT OF Si 18'-0" ovar RP��2 st0010111.1.111.1.111111 G— 4W DH -2 G-3 C1 BA 30:1-512:1— EC-1 EC -136 0 (V I14'-0" ENDWALL FRAMING: FRAM: aN 0 wt 'n 1 co t L 0 0 in (n 0 I �n ENDWALL SHEETING & TRIM: F1 PANELS: 26 Ga. R — Slate Gray LINE 4 11-160 4 AME LINE 4 r 0 BOLT TABLE: FRAME LINE 4 LOCATION QUAN TYPE DIA LEN ER-2—ER-2* Columns 8 A325 1/2" 1 3/4" 2 A325 1/2" 1 1/2" MEMBER TABLE FRAME LINE 4 MARK PART LENGTH EC -1 EC -3 ER -2 DJ -2 DH -2 G-3 G-4 8X25C16 8X25C16 W8541 8X25C16 8X25C16 8X25Z16 8X25Z16 10'-9" 13'-4" 20'-7 1/8" 13'-10 1/2" 14'-0" 9'-7 1/2" 1'-9 1/16" CONNECTION PLATES FRAME LINE: 4 a ID MARK/PART 1 2 3 4 5 6 7 f1 CL—CB j1 2 CL—G cl al FAST TRAC Jeff Haase PROJECT Jeff Haase ENDWALL FRAMING ID 98-0041 DESIGN: DRAFT: CHECK: PROJECT ADDRESS 3198 County Road Rifle, CO 81650 226 DATE: SHEET E8 OF 10 BOLT, 0.5' BY 1A (TYP) ENDWAI `WALL WALL SECTION BEL DOOR END E OF RAKEBUILDING GABLANGLE BIP S. A SCREW ROOF PURLIN ENDWALL RAFTER ENDVALL COLUMN s T rteatio B4 ENDWALL RAFTER BOLTS, 0.50' BY LSO' - -- -- TO COLUMN C PIEVALL WALL BLT. 0.5' BY 1'RYP) ••ECTION THRU ENDWALL RAFTER ENDWALL RAFTER BL7 x LS. WIN al io 01 0 0 ,1,11 ........_ RAFTER -�- is PRESENT 0 0 IF SEE ENDWALL DRAWING111 FER B0. DIA AND TYPE. Q RAFTER SPLICE AT SURFACE CHANGE G1 ROOF PURLIN TO INTERDxe FRAME RAFTER EAVE STRUT *12 S D SCREWS MP) DOOR JANE Ra O o �R✓•R CONEC ION P41� 1DOOR yWH 0.50'x125' BOLTS SECTION ELEVATDN L 4 DOOR JAMB TO SAVE STRUT il II WELDED PLATE WALL GIRT :: WALL GIRT TO DOOR JAMB BOLT, 0.5' BY 1A (TYP) ENDWAI `WALL WALL SECTION BEL DOOR COLUMN TO WALL GIRT D 1 CORNER COLUMN TO WALL GIRT PLM ELEVATION © BASE PLATE FOR DOOR JAMB 7-7T TO FRAME COLUMN ELEVATIDN BBB' BY LO' (TYP) ADER TO DOOR JAMB waE BOLT, TYP. Oa, EAVE STRUT RA Ox LD' ANGLE 11I2 S. A SCREV ENDVALL RAFTER 1 8 SAVE STRUT TO ENDWALL RAFTER SECTIGH J 4 EAVE STRUT TO RIGID FRAME SHOP CLAMP ON CABLE COLUN OR RAFTER WEB HILLSIDE VASHER FLAT WASHER CABLE EYEBOLT SLOT IN VEB TO INSERT HILLSIDE VASHER AND EYEBOLT NUT DIAGONAL CABLE, EYEBOLT END VALL PANEL WC NCI BY OTHERS, MUST BE ADEQUATE -s CONCRETE TO SAFELY RESIST THE LOADS F'OUNDATiON IN TIE REACTION REPORT. • SECTION THRU WALL PANEL AND CONCRETE FOUNDATION FAST TRAC Jeff Haase PROJECT Jeff Haase STRUCTURAL DETAILS ID 98-0041 PROJECT 3198 County Road 226 ADDRESS Rifle, CO 81650 DESIGN: DRAFT: CHECK: DATE: SHEET E9 OF 10 O 0 I I O 0 }TDP BOLTS, SEE DRAWING FIR SIZE. —INTERMEDIATE DOLTS, THE NUMBER OF TOP OR BOTTOM BOLTS GREATER THAN FOUR. D—BOTTOM BOTS, SEE DRAWING F'OO SIZE. EXTENSION BEYOND FLANGE IS OPTIONAL, AT TOP I BOTTOM. ©BOLTED END PLATE CONNECTION AT BUILDING PEAK BOLTED END PLATE TDP PLANTE- WED BDTIM nAMFE BOL :1 }TOP KILTS, SEE -'II 0 CRAVING FOU SIZE. -Y0 -INTETDEDIATE DOLTS, THE MAIM OF TOP OR DUTTON DOLTS GREATER THAN FOUR - Y0 0 n-101101BOLTS,I BTS, SEE - OGVOIfi FOR SIZE S FOR RAFTER TO UMN CONNECTION FAST TRAC Jeff Haase PROJECT Jeff Haase STRUCTURAL DETAILS ID 98-0041 PROJECT 3198 County Road 226 ADDRESS Rifle, CO 81650 DESIGN: DRAFT: CHECK: DATE: —1 SHEET E10 OF 10 FRONT RANGE ENGINEERING, INC. SPECIFICATIONS AND GENERAL NOTES FOR RESIDENTIAL AND LIGHT COMMERCIAL FOUNDATIONS SOILS REPORT: A SOILS REPORT FORMS PART OF THIS FOUNDATION PLAN; READ R CAREFULLY. ASK THE ENGINEER ABOUT ANY PART YOU DO NOT UNDERSTAND. CALL THE ATTENTION OF THE ENGINEER TO ANY CHANGES IN SOIL CONDITIONS FROM THAT WHICH ARE DISCUSSED IN THE SOILS REPORT. GENERALLY, AN EXAMINATION OF THE FOUNDATION EXCAVATION BY THE ENGINEER IS REQUIRED PRIOR TO BEGINNING CONSTRUCTION. SITE DEVELOPMENT: ROUGH GRADE TO LEAVE GOOD DRAINAGE DURING AND AFTER CONSTRUCTION. FINAL GRADE AFTER CONSTRUCTION SHALL BE SIX INCHES OF DROP AWAY FROM BUILDING IN THE FIRST TEN FEET. REMOVE TOPSOIL AND ORGANIC MATERIAL FROM WHERE COMPONENTS OF YOUR FOUNDATION AND SLABS WILL GO. IF YOU DISCOVER GROUND WATER, NOTIFY THE ENGINEER. DO NOT BUILD ON FROZEN SOIL OR MUD. SOILS: SOILS ARE A CONSTRUCTION MATERIAL; HOWEVER, WITHOUT PROPER USE, THEY CAN BEHAVE IN UNPREDICTABLE FASHIONS. HERE'S WHAT WE CONSIDER PROPER USE: — FILL AND COMPACT SOFT SPOTS TO THE DENSITY REQUIRED FOR THAT AREA OF THE FOUNDATION. — SOIL UNDER LOAD BEARING COMPONENTS OF THE STRUCTURE, SUCH AS WALLS AND PADS, SHALL BE COMPACTED TO 957. MODIFIED PROCTOR DENSITY. BACKFILL AGAINST FOUNDATION WALLS SHALL BE COMPACTED TO 80% MODIFIED PROCTOR DENSITY. — BACKFILL SHOULD BE MADE IN 6° LAYERS, CALLED LIFTS, WITH EACH UFT PROPERLY COMPACTED TO THE REQUIRED DENSITY, USING THE PROPER COMPACTING EOUIPMENT. FOUNDATION WALLS DESIGNED TO HAVE BACKFILL ON BOTH SIDES SHALL HAVE FILL BROUGHT UP EQUALLY ON BOTH SIDES, RATHER THAN BACKFILLING ONE SIDE PRIOR TO BACKFILUNG THE OTHER. GENERALLY, USE OF A "JUMPING JACK" FOR COHESIVE SOILS (i.e., CLAYEY OR SILTY) OR A VIBRATORY PLATE COMPACTOR FOR GRANULAR SOILS (i.e., SANDY) WILL PROVIDE GOOD RESULTS. THE SOIL SHOULD BE AT THE RIGHT MOISTURE CONTENT; IF IT SEEMS WET OR DRY, NOTIFY THE SOILS ENGINEER FOR ADVICE. CAUTION: USING BOOM MOUNTED COMPACTING EQUIPMENT, SUCH AS A SHAKER HEAD OR "STINGER", OR POUNDING THE SOIL WITH A BACKHOE BUCKET EXERTS A TREMENDOUS FORCE; IF USED TO COMPACT BACKFILL AROUND FOUNDATIONS, WALL FAILURE IS LIKELY. LIKEWISE, AUTOS, TRUCKS, FRONT END LOADERS, ETC., ARE NOT COMPACTING EQUIPMENT, AND IF THEY ARE DRIVEN CLOSE (WITHIN TEN FEET) TO A FOUNDATION WALL, IT IS LIKELY THE WALL WILL BOW AND CRACK. — COMPACTION SHALL BE ACCOMPLISHED SO AS TO FORM A BERM OF DENSE SOIL AGAINST THE SIDE OF THE STRUCTURE TO PROVIDE ADEQUATE LATERAL SUPPORT. EACH UFT IN THE PROCESS SHALL BE FINISHED ALONG THE ENTIRE LENGTH OF THE WALL BEFORE STARTING ON THE NEXT LIFT. DO NOT COMPACT TOO TIGHTLY OR IN SUCH A FASHION THAT WEDGING OCCURS AGAINST THE FOUNDATION WALL OR BOWING AND CRACKING OF THE WALL CAN OCCUR. GENERALLY, FLOOR JOISTS AND SLABS MUST BE IN PLACE PRIOR TO BACKFILLING AGAINST THE FOUNDATION; THE FOUNDATION DESIGN WILL LIST SPECIFIC EXCEPTIONS. BLOCK BETWEEN THE FOUNDATION WALL AND PARALLEL FLOOR JOISTS AT FOUR FOOT CENTERS ALONG FULL HEIGHT FOUNDATION WALLS. — DO NOT ALLOW THE BACKFILL TO BECOME SATURATED WITH WATER AT ANY TIME, DURING OR AFTER CONSTRUCTION. THIS PLACES EXCESSIVE PRESSURE AGAINST THE WALL AND CAN CAUSE CRACKING OR BOWING. — SILL PLATES SHALL BE ANCHORED WITH 1/2" DIAMETER ANCHOR BOLTS AT A MAXIMUM SPACING OF 48 INCHES AND WITHIN 12 INCHES OF PLATE ENDS, UNLESS OTHERWISE NOTED. CONCRETE: CONCRETE SHALL BE A MINIMUM OF 3,000 PSI WITH A MAXIMUM SLUMP OF 4 INCHES FOR WALLS, PADS AND SHALLOW PIERS AND A MINIMUM OF 3,500 PSI WITH A MAXIMUM 4 INCH SLUMP FOR DEEP DRILLED PIERS UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS. SLUMP MAY BE INCREASED TO 6 INCHES WITH POZZOLAN ADDITIVES IF NO ADDITIONAL WATER IS USED IN THE MIX. BEWARE OF CONCRETE TRUCK OPERATORS WHO WISH TO ADD WATER TO THE CONCRETE AT THE SITE TO MAKE IT MORE WORKABLE. ADDITIONAL WATER WILL DECREASE THE: STRENGTH OF THE CONCRETE. THE CONCRETE MUST STAY IN THE FORMS FOR A MINIMUM OF 72 HOURS TO CURE OR BE COVERED WRH CURING SHEETS OR SPRAYED WITH A CURING COMPOUND. THE WATER IN THE CONCRETE IS REQUIRED TO COMPLETE THE CHEMICAL REACTION, AND IF THE CONCRETE IS UNCOVERED T00 SOON AFTER PLACEMENT, ET WILL DRY OUT TO THE DETRIMENT OF THE CONCRETE'S STRENGTH AND APPEARANCE. FOUNDATIONS WHICH HAVE FORMS STRIPPED EARLY END UP WITH AS LITTLE AS HALF STRENGTH OF FOUNDATION WALLS WHICH ARE PROPERLY CURED. SIMILARLY, DO NOT ALLOW THE CONCRETE TO FREEZE DURING THE FIRST SEVEN DAYS. THE WATER WITHIN THE CONCRETE FREEZES AND BECOMES UNAVAILABLE FOR THE CHEMICAL REACTION, POSSIBLY CAUSING A DETRIMENT TO THE CONCRETE'S STRENGTH AND APPEARANCE. EXCEPT IN VERY MASSIVE: STRUCTURES, THE HEAT OF HYDRATION OF CONCRETE IS GENERALLY NOT SUFFICIENT TO PREVENT FREEZING DURING A TYPICAL COLORADO WINTER NIGHT. DO NOT LET THE CONCRETE DROP FARTHER THAN TEN FEET WHEN PLACING R. AVOID DROPPING CONCRETE ON REINFORCING STEEL AS MUCH AS POSSIBLE, AS THIS WILL TEND TO DISPLACE THE STEEL. AFTER PLACEMENT, ROD OR VIBRATE THE CONCRETE TO ELIMINATE JOINTS AND AIR POCKETS, BUT DO NOT CAUSE THE INGREDIENTS TO SEPARATE OR WATER TO POOL AT THE TOP. EXCESSIVE VIBRATION CAN CAUSE DAMAGE TO THE FORMS. DO NOT PLACE STRESS AGAINST CONCRETE FOR AT LEAST SEVEN DAYS AFTER PLACEMENT. USE FORMS WHICH ARE PROPERLY OILED AND BRACED LEAVE THEM IN PLACE UNTIL THE CONCRETE HAS CURED TO THE POINT WHERE R CAN SUPPORT ITS OWN WEIGHT. REMOVE FORMS CAREFULLY SO AS NOT TO DAMAGE THE CONCRETE; PATCH ANY VOIDS WITH A GROUT USING THE SAME MIXTURE AS THE ORIGINAL CONCRETE, BUT WITHOUT THE COARSE AGGREGATE. PUT CONTROL JOINTS IN SLABS AT NO MORE THAN 12 FEET EACH DIRECTION. USE OF POLY FIBER MESH IN SLABS LESS THAN 6" THICK AND WELDED WIRE FABRIC IN SLABS 6" THICK OR GREATER IS RECOMMENDED TO REDUCE SHRINKAGE CRACKING. IF DEEP DRILLED PIERS (CAISSONS) ARE USED IN THE FOUNDATION, A MAXIMUM OF FOUR HOURS BETWEEN THE DRILLING OF THE HOLE AND THE PLACEMENT OF THE CONCRETE IS ALLOWED, WITH LESS THAN ONE HOUR BEING DESIRED. IF GROUNDWATER IS ENCOUNTERED, IMMEIDATE FILLING IS REQUIRED. UP TO FOUR INCHES OF WATER IS AUTHORIZED IN CAISSON HOLES PRIOR TO CONCRETE PLACEMENT; DEEPER WATER MUST BE PUMPED OR OTHERWISE FORCED OUT. STEEL: REINFORCING STEEL IS GRADE 60, UNLESS OTHERWISE CALLED OUT ON THE PLANS. STEEL SHALL BE FREE OF RUST, DIRT, OIL, SCALE, OR ANYTHING ELSE WHICH WILL IMPAIR ITS ABILITY TO ADHERE TO CONCRETE. ALL REINFORCING STEEL SHALL BE SECURELY TIED AT ALL INTERSECTIONS AND SUPPORTED TO PREVENT DISPLACEMENT DURING CONCRETE PLACING OPERATIONS. STEEL MUST NOT BE ANY CLOSER THAN THREE INCHES TO SURFACES WHICH WILL BE EXPOSED TO EARTH AND 2 INCHES FROM OTHER SURFACES. SEE THE REINFORCEMENT DETAILS FOR ADDITIONAL PLACEMENT REQUIREMENTS. OVERLAP AND TIE SPLICES 18 INCHES. BEND AND TIE CORNER 24 INCHES. PLACEMENT OF REINFORCING STEEL ACCORDING TO THE DESIGN IS IMPORTANT IN ORDER TO ALLOW THE STEEL AND CONCRETE TO WORK TOGETHER TO DEVELOP MAXIMUM STRENGTH. LIABILITY: ALL DESIGN AND CONSTRUCTION REPRESENTS COMPROMISE. THIS FOUNDATION DESIGN HAS BEEN ACCOMPLISHED WITH ECONOMY, CONSTRUCTIBILITY, AND RELIABILITY AS PRIMARY CONSIDERATIONS AND REFLECTS THE CURRENT STANDARDS OF PRACTICE IN THE FRONT RANGE AREA. IT HAS NOT BEEN DESIGNED TO WITHSTAND EVERY CONCEIVABLE EVENT WHICH MIGHT OCCUR, AS THAT WOULD RENDER THE FOUNDATION EXCEPTIONALLY DIFFICULT TO BUILD AND EXCEEDINGLY EXPENSIVE. LIKEWISE, THE DETAILS ARE NOT INTENDED TO PROVIDE STEP-BY-STEP INSTALLATION INSTRUCTIONS; THE UNIFORM BUILDING CODE PROVIDES OTHER INFORMATION NEEDED FOR FOUNDATION CONSTRUCTION. A WORKING KNOWLEDGE OF THE CODE AS WELL AS PRACTICAL EXPERIENCE IN LOCAL FOUNDATION CONSTRUCTION PRACTICES (IN THE SPECIFIC TYPE OF FOUNDATION BEING BUILT) IS REQUIRED TO COMPLETE THE FOUNDATION. IF YOU OR ANY MEMBER OF THE CONSTRUCTION TEAM HAS ANY QUESTION ABOUT ANY PORTION OF THIS FOUNDATION DESIGN, YOU MUST CONTACT THIS OFFICE TO RESOLVE THE SITUATION PRIOR TO PROCEEDING WITH CONSTRUCTION. WHILE THE DESIGN OF THIS FOUNDATION SHOULD PROVIDE A STRUCTURE WHICH WILL FUNCTION WELL FOR THE LIFE OF THE BUILDING UNDER NORMAL CIRCUMSTANCES, UNFORESEEN EVENTS, SUCH AS FLOODING, EXCEPTIONAL LOADS, OR EVEN IMPROPER CONSTRUCTION NOT NOTICED DURING BUILDING CAN CAUSE PROBLEMS. THEREFORE, FOR CIRCUMSTANCES WHICH OCCUR WHICH ARE BEYOND THE CONTROL OF FRONT RANGE ENGINEERING, INC., THE LIMITS OF LIABILITY EXTEND TO THE FEE RENDERED FOR THE PROFESSIONAL SERVICES PROVIDED. ERRORS OR OMMISSIONS ON THE PART OF THIS COMPANY OR ITS EMPLOYEES MUST BE BROUGHT TO OUR ATTENTION PROMPTLY FOR RESOLUTION. PAWN WN ;3s as SIM. laai3131g 1;163. 267 N. Washington Street Monument, CO 80132 719-488-2145 PROJECT: SHEET: OF: DRAWN BY: DATE: CHECKED BY: DATE: OWNER/BUILDER IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS PRIOR TO SETTING FORMS. ANY DISCREPANCIES WITH ITEMS ON THE PLAN. OWNER/ BUILDER MUST CONTACT FRONT RANGE ENGINEERING. FRONT RANGE ENGINEERING IS NOT RESPONSIBLE FOR FOUNDATION DIMENSIONS AFTER THE CONCRETE HAS BEEN POURED. JEFF HAASE OO COUNT U T Y ROAD 226 V1MFUI COLORADO LOO RADOO MILNER OM MI - W A A 40•S0 40*SO PAD PAD 8' REINFORCED CONCRETE STEM WALLIS 1l A A 40S0 40.SO PAD PAD 6O'_O• OWNER/BUILDER IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS PRIOR TO SETTING FORMS. ANY DISCREPANCIES WITH ITEMS ON THE PLAN. OWNER/ BUILDER MUST CONTACT FRONT RANGE ENGINEERING. FRONT RANGE ENGINEERING IS NOT RESPONSIBLE FOR FOUNDATION DIMENSIONS AFTER THE CONCRETE HAS BEEN POURED. JEFF HAASE OO COUNT U T Y ROAD 226 V1MFUI COLORADO LOO RADOO 17. DETAIL A NOT TO SCALE Foundation Design SCALE: 3/32" = I'-0" JOB NO: 99716 DATE: SEPTEMBER 24, 1999 NOTES: 1. THE SPECIFICATIONS AND SOILS REPORT ARE PART OF THIS DESIGN. 2. PLACE SLAB OR OTHER SUITABLE LATERAL. RESTRAINT IN ADDITION TO FLOOR JOISTS AND SUBFLOOR PRIOR TO BACKFILLING, 3. PLACE AND COMPACT BACKFILL. IN LIFTS ALONG ENTIRE LENGTH OF WALL. SEE SPECIFICATIONS. 4. WALL THICKNESSES SHOWN ARE NOMINAL. 5. REFER TO DETAIL SHEETS FOR REINFORCEMENT AND ADDITIONAL INFORMATION. 6. FOOTER, PAD AND PIER SIZES SHOWN ARE MINIMUM AND MAY BE UP SIZED AS DESIRED. X16" WIDE BY 4" THICK MINIMUM UNREINFORCED CONCRETE LEVELING COURSE IS OPTIONAL UNDER -WALLS WITHOUT FOOTERS. 7. LOAD BEARING COMPONENTS SUSCEPTIBLE TO WEATHER SHALL BE FINISHED TO A MINIMUM OF 30" BELOW AND 6" ABOVE FINISHED GRADE:. 8. IF WALL HEIGHTS EXCEED 4 FEET OR IF UNFORESEEN CONDITIONS ARISE, CONTACT ENGINEER. 9. PADS 18" SO THRU 22" SQ ARE 7.5" THICK, PADS 24" SQ THRU 34" SQ ARE 9.5" THICK AND PADS 36" SQ THRU 54" SQ ARE 11.5" THICK. SEE DETAIL SHEET FOR ADDITIONAL INFORMATION. 10. BLOCK-OUTS FOR BEAM POCKETS AND DOORWAYS MAY BE REQUIRED. SEE ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE. DESIGN: 2,000 PSF (HP GEOTECH) .ithil 267 Washington Street Monument, CO 80132 719-488-2145 PROJECT: AS NOTED SHEET: OF: DRAWN BY: JAIL DATE: 24 SEPT 99 CHECKED BY: DATE: 1 (4)-#4/60 VERTICAL REBAR BENT UP FROM CONCRETE PAD (3" FROM FACES OF PILASTER) tel, Pe' PILASTER SIZE PER FND PLAN Po.; ;D /sr. _ /— REINFORCED CONCRETE /l FROST WALL 1 #4/60 HORIZ REBAR -1-1 T---- 1 1 I I #4/60 REBAR 10 ON CENTER EACH WAY CENTER BOLT PATTERN • •1 I I L 1/2 SO SQ PAD I SIZE PER FND PLAN PLAN VIEW VI • r (4)-#4/60 VERTP REBAR BENT UP r CONCRETE PAD --- 4" OR 6" SLAB (MAY BE PLACED MONOLITHICALLY WITH FROST WALLS) #4/60 REBAR 1 10 ON CENTER EACH r ITi- PILASTER (4)-#4/60 VERTICAL SIZE PER REBAR BENT UP FROM FND PLAN CONCRETE PAD STANDARD REINFORCEMENT DETAILS Not to Scale REINFORCED CONCRETE FROST WALL FINISHED GRADE - OM PILASTER SIZE PER FNPLAN #g/60 REBAR 1 ON CENTER EACH WAY VIEW A -A PER #4/60 HORIZ REBAR FINISHED GRADE SO PAD SIZE PER FND PLAN VEW B -B in J2214211 11421A.4 12111121-tilialat 341 Front Street Mo 71 9 488- 21 45132 PROJECT: SHEET: CALCULATED BY: CHECKED BY: OF: DATE DATE