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DESIGN CRITERIA Code: Location: Jurisdiction: Occupancy Category. Floor Uwe Loads Roof Live Loads: Wind: Seismic: GENERAL CONDITIONS AND REQUIREMENTS International Building Code (IBC). 2009 Edition Parchall, CO Grand County Mechanical Access Mechanicd Equipment Ground Snow, Pg Snow Exposure. Ca Snow Importance Thermal Factor. Ct Flat Root Snow. Pf Velocity (3 sec. gust) Exposure Wind Importance Internal Pressure Coefficient Component /Cladding Component /Cladding loads Spectral Response S. Spectral Response S1 Site Class Spectral Response SDS Spectral Response SDI Selemlc Importance Seismic Design Category Force Resisting System(s) Response Coeff. CS Analysis Procedure Design Base Shear 75 pet uniform Noted on drawings 70 pet (el. 9176' -6') 1.0 1.0 1.0 70 pef 90 mph C 1.0 ±0.18 ±30.4 psf at enclosed walls ±51.9 pet at enclosed roots ±43.0 psi at roof overhangs for other areas are subject to review 0.267 g 0.065 g B 0.178 9 0.043 g 1.0 Steel OMRF Equivalent Lateral Force Cs x W 1. The use of these drawings constitutes a contractual agreement between the Contractor and the Owner. Thus, these Contract Documents take precedence over trade practices and third party specification.. 2. The term Engines shdl be taken to mean the Structural Engineer of Record. Third part entitles are specifically noted as 'Professional Engineer, 'Contractor'e Engineer; Designer; etc. 3. Contractor is responsible for obtaining access to all codes, standards specifications, reports, third party literature, etc. referenced In these documents. 4. Contractor shall field measure and verify all existing conditions and dimensions at job site. In the event that existing conditions or dimensions wry from those shown on the drawings, Contractor shall notify the Engineer so proper adjuatmente can be made. 5. Contractor shall check and verify all dimensions and other Information shown on structural drawings with those shown on non - structural drawings. Including architectural and other disciplines. Contractor shall notify the Engineer of any dlscrepanclea between structural and non - structural drawings. or within structural drawings Where euch discrepancies occur, the most stringent requirements shall govern unless written clarification Is obtained from the Engineer. 6. All Contractors, Subcontractors, Fabricators, Suppliers and other Jobslte personnel shall of all times comply with the Occupational Safety and Health Administratlon `OSHA) Standards - 29 CFR, Parts 1910 Occupational Safety and Health Standards) and 1926 ('Safety and Health Regulation, for Constriction ). 7. Drawings represent a finished product. and do not address the means and methods necessary to complete the construction. During erection of the structure, the Contractor shall be responsible for temporary bracing to withstand all loads to which the structure may be subjected. Including lateral loads. stockpiles of materials and equipment. Such bracing shall be left In place as long as required for safety. and until all structural framing and diaphragms are In place with connections complete. 8. The term provide' as used herein shall mean that Contractor shall furnish and Install sold item, Including all construction. equipment, materials, etc., for a complete, finished Installation. 9. Installation of proprietary products shalt comply with all manufacturers specifications and recommendations, unless noted otherwise. Product substitutions shall be subject to Engineers review. 10. Detaile noted 'typical' apply to all comparable conditions. Where no specific details are shown, construction shall conform to the comparable work defined elsewhere on the project. 11. Deviations from these Contract Documents are not permitted. unless coordinated with the Architect or Engineer. 12. Third Party Quality Control: Contractor shall provide Engineer with copies of all third party structural field observation reports and test results immediately upon receipt. 13. Third Party Engineered Systems: All references to 'Professional Engineer' or 'P.E' shall be taken to mean a Professional Engineer currently registered In the project's Jurisdiction with experience In the specific discipline of the engineered system. 14. Construction documents are copyrighted and shall not be reproduced without written authorization from the Engineer. 15. Iteme requiring review by the Engineer, such as shop drawings. product substitutions, requests for field obeervatlons, etc., shall be brought to the Engineers attention with sufficient notice to allow the Engineer a reasonable review period. 16. The Engineer's scope of services does not Include design and /or analysis of conditions resulting from Contractor errors or changes, nor does It include review of reissued submittals that were originally rejected. in these cases, the Contractor shall be subject to reimbursing the Owner for additional services incurred by the Engineer. 17. Structural drawing. are not stand -alone documents and are intended to be used In conjunction with Civil. Architectural. Mechanical and Electrical drawings, plus all drawings from other disciplines. Structural materials that are used in non - structural applications are subject to the Structural General Note,. The Contractor shall coordinate ail requirements of the Contract Documents Into the Work 18. Coordinate size and location of all openings. biodrouts, floor depressions, curbs, etc. with Civil, Architectural, MechanIcal, Electrical drawings, etc. as applicable, and reinforce these Items as shown on the Structurd drawings, or as required by Code. Holes, notches, blockouts etc. are prohibited In structural members unless specifically shown on the drawing, or coordinated with the Engineer. 19.0o not scale drawings. 20.See architecturd drawing, for non- etructurd partitions. Non - structural partition shall be Installed with slip connections that permit framing live load deflections of L/240. 21. %here discrepancies exist among Drawings, General Notes and Specifications, the most stringent requirements shall govern. 22.These General Notes provide supplemental information to that presented In the Specifications. See Specifications for additional information and requirements. FOUNDATION 1. See Geotechnical Report Number DN44,981 -125, dated June 25, 2010, prepared by CTL Thompson, Inc., for additional information and requirements. 2. Assumed sell capacities for use with mlcropiles: Maximum end bearing = 75,000 pef. Maximum side friction in bedrock formation = 6,000 pef. 3. A Geotechnical Engineer must be present while microplee are being drilled to determine bedrock elevation, and to review placement of reinforcement. Concrete shall be placed as soon as as possible after pier excavation Is complete, but not until approval by Geotechnical Engineer. 4. The center of micropile shall not deviate from the required position by more than 1 l/2' and mlcroplles shall not be out of plumb by more than 1 to 100. All mlcrapile excavations shall be dean and dewatered before placing concrete. If this Is not possible, concrete shall be tremied below the standing water. Any casing used during the drilling shall be pulled as concrete is being placed. 5. No concrete shall be poured In excavation containing water or on frozen ground. 6. Backfill shall be placed against both sides of walls simultaneously. Use only hand - operated tools for compaction adjacent to foundation walla. Do not bac ttl until building walls have cured a minimum of 7 days. 7. Refer to Geotechnical Report, Architectural Drawings and /or Civil Drawings for complete site grading, drainage, subgrode preparation and engineered fill requirements. Slope exterior grades away from foundation In all directions. All roof downspouts and drains shall discharge well beyond the limits of all backfill, and not be allowed to pond adjacent to the building. 8. At slabs -on -grade, locate slip joints at all partitions in accordance with Geatechnlcal Report. 9. Slabs -on -grade shall be isolated from foundation with 1/2' expansion Joint material. CONCRETE 1. Material and workmanship shall be In accordance with the requirements of 'Building Code Requirements for Reinforced Concrete' (ACI 318, latest edition), and 'Specifications for Strucutral Concrete' (ACI 301, latest edition). 2. Concrete shall have a minimum compressive strength (fc) at the age of 28 days as follows: All slabs 4000 psi All foundation walls 4000 pal All micropiles 5000 pal Concrete exposed to freeze -thaw cycles shall have an air content of 4-6X. Concrete shall be normal weight (145 pct), unless noted otherwise. 3. All cement used In foundations shall conform to ASTM C 150 Type II. 4. All concrete shall have a minimum cement content of 470 lbs. per cubic yard, unless noted otherwise. Cement shall consist of no more than 20% fly ash. 5. Calcium Chloride shall not be added to concrete. 6. Reinforcing bare shall be deformed bars and shall conform to ASTM A 615, Grade 60. unless noted otherwise. All stirrups and column ties shall conform to ASTM A 615, Grade 40. Weldable reinforcement shall conform to ASIA A 706, Grade 80. 7. Reinforcing bars shall be detailed on the shop drawings in accordance with the American Concrete institute 'ACI Detailing Manual' (ACI SP -66, latest edition), unless noted otherwise. 8. Welded wire fabric shall conform to ASTIR A 185, shall lap a minimum of one full mesh plus 2 Inches at side and and laps, and Mall be securely wired together. unless noted otherwise. 9. Cant -in -place steel anchor bolts shall conform to ASTM F 1554, Grade 38, unless noted otherwise. 10. Bar bending details and placing drawings shall be In accordance with the 'Manual of Standard Practice for Detailing Reinforced Concrete Structures' (ACI 315, latest edition). 11. Bar supports, chairs, spacer. and rebar positioners shall be used to place all bare in the exact location specified on the drawings. Wire adequately at intersections to hold bars firmly In position while concrete is placed. 12. Bar supports, chairs and spacers which rest on or against an exposed surface shall be hot - dipped galvanized. 13. Continuous bare Mall lap and dowels shall protect adequately to provide a Class B splice. but not less than 12 Inches, unless noted otherwise. 14. Stirrups, ties, footing dowels and cantilevered reinforcement shall terminate in a standard hook at the free end(s) of the bar, unless noted otherwise. 15. Where lap splice locations of horizontd bare are not spedflcdly noted on the drawings, lap splices are to be staggered. 16. Concrete cover for reinforcement shall be as follows, subject to the tolerances of ACI 117, unless noted otherwise: A. Concrete poured against earth 3' B. Concrete poured In forms but exposed to weather or earth (1.) #5 bars or smaller 1 1/2' (2.) Bars larger than #5 2' C. Columns, girders and beams (principal reinforcement, ties and stirrups) 1 1/2' D. Robe and walls 3/4' 17. See architectural, mechanical and electrical drawings for additional openings. depressions, curbs, floor finishes, Inserts and other embedded Items. 18. When other reinforcing is not required by the drawings. (2) #5 ban shall be located at all sides of, and adjacent to, every opening that exceed, 24' In either direction. Extend ban 24' beyond each side of opening. 19.Unleee noted otherwise, di concrete slabs are to be reinforced with W.W.F. 606 - W1.4xW1.4. centered In slab depth. 20. Where welded reinforcement or deformed bar anchors are Indicated on the drawings, steel specifications and welding shall conform to the 'Structural Welding Code - Reinforcing Steel' (AWS D1.4, latest edition) of the American Welding Society. GENERAL NOTES MASONRY 1. Material and workmanship shall be In accordance with the requirements of the 'Building Code Requirements for Masonry Structures' (ACI 530, latest edition). and the 'Specification for Masonry Structures' (ACI 530.1, latest edition). 2. All masonry block units shall be lightweight (105 pcf) and conform to AST I C 90, with a minimum net area compressive strength of 1900 psi. 3. Mortar for all masonry wails shall conform to ASIA C 270, Cement -Lime Type S. with a minimum compreaaln strength of 1800 pal at the age of 28 days. 4. All grout shall attain a minimum compressive strength (re) of 3000 pal at the age of 28 days. Grout shall be proportioned by volume and shall haw sufficient water added to produce consistency for pouring without segregation. A. Coarse grout shall be composed of one part portiand cement, 2 1/4 to 3 parte sand. and 1 to 2 parts pea grovel. B. Fine grout shall be composed of one part portland cement, and 2 1/4 to 3 parts sand. 5. All masonry shall develop 1500 psi ultimate compressive strength (fm) at the age of 28 days. Compressive strength shall be verified by prism tests In accordance with Chapter 17 of the International Building Code. 6. Reinforcing steel shall be deformed bare conforming to ASTM A 615, Grade 60. unless noted otherwise. 7. Minimum horizontal reinforcing shall be Dur- o-Wail '#9 gage Ladur -Type bed joint reinforcing of 16' c.c., or approved equivalent, and shall conform to ASTM A 82. 6. Reinforcing steel lap splices shall be as follows: 29' for /4 bars, 45' for #5 bare and 65' for #6 bars. unless noted otherwise. For Grade 40 bare, lap splices are permitted to be two-thirds of the above lengths. 9. Shop Drawings. Contractor shall submit shop drawings for steal reinforcement showing each piece, Its size, length and location. Include wall elevations and /or sections howing proposed splice locations and lap lengths. 10. Vertical cells to be grouted shall have a vertical alignment to maintain a continuous unobstructed call area not leas than 3'4' for 6' units 5'x5' for 8' unite, and 9'x5' for 12' units. 11. Reinforcing steel shall be In place and Inspected before grouting starts. All debris and mortar shall be cleaned out before pouring grout. Cleanout openings shall be located at the bottom of all cells to be filled of each pour of grout In excess of five feet in height. Reber poslaoners shall be used at top and bottom of reinforcing bars and at apacings not to exceed 10' -0' when grout pour is in excess of five feet in height. 12. When a foundation dowel does not line up with the vertical core to be reinforced, it shall not be bent over, but shall be grouted into a core in direct vertical alignment, even though It Is an adjacent cell to the vertical wall reinforcing. 13. Celle containing reinforcement shall be solidly filled with grout In lifts not to exceed 6' -0' and pours not to exceed 24' -0'. Pours shall be stopped 1 1/2' below the top of a course to form o key at pour joints. Grout shall be consolidated at time of pouring by mechanical vibration and then reconsolidated by again vibrating within 5 to 8 minutes of initial consolidation. 14. Where other reinforcing is not required by the drawlnps, locate (2) #5 bars at all sides of, and adjacent to, every opening which exceeds 24 in wither direction. Extend bare 24' beyond each side of the opening. 15. All interior masonry partitions shall be reinforced with /4 vertical bars at 8' -0' o.c.. with slip joints at 4' -0' 0.0. maximum, unless noted otherwise. 16. Bond beams are required at top and bottom of all openings (continued 2' -6' beyond each side of opening), along all diaphragms, at top of wall and at 8' -0' o.c. max. Reinforce with (2) #5 unless noted otherwise. Bars to be continuous around corners. 17. Grout solid all cells and courses a distance of 24' below and 12' each side of all beam reactions and concentrated loads, unless noted otherwise. 18. Vertical control joints shall be located within 16' of corners and at 20' -0' o.c. max. Control joints shall not be located within 16' of openings STRUCTURAL STEEL 1. All detailing, fabrication and erection shall conform to American institute of Steel Construction Specifications for Structural Steel Buildings' (RISC 360) and the 'Code of Standard Practice for Steel Buildings and Bridges' (AISC 303), latest editions. All bolting shall conform to the Research Council on Structural Connections 'Specification for Structural Joints Using AS1M A325 or A490 Bolts' (RCSC A.1), latest edition. 2. All steel shall conform to the following ASTM standards, unless noted otherwise: All steel not otherwise shown ASTM A 36 W and VAT shapes AS11A A 992 Steel Tubing ASTM A 500, Grade B Steel Pipe AS1M A 53 (Type E or 5), Grade B 3. Structural steel bolts shall conform to ASTM A 325, heavy hex. Nuts shall conform to ASTM A 563, heavy hex. Washers shall conform to ASTM F 436. Bolted assemblies shall be 3/4'11 unless noted otherwise. 4. Bolted connections shall be snug tight, unless noted otherwlee. 5. All welding shall conform to the American Welding Society 'Structural Welding Code' (AWS D1.1), latest edition. Welding shall be performed with E70xx electrodes unless noted otherwise. 6. All steel shall receive one shop coat of fabricators standard primer, such as Tnenec 10-99 or Rust-Oleum 1069 red metal primer, except at areas to be field welded. 7. Areas within 2 Inches of field welds shall not be painted until after welding. Field welds, bolt heads, nuts all other surfaces not shop pointed, and all surfaces that become abraded during shipping and erection shall be field painted Immediately after erection. 8. Shop connections shall be welded unless noted otherwise. 9. All welding shall be done by certified welding operators, who each have In their possession current evidence of passing the American Welding Society Standard Qualifications Tests' as detailed In ANS D1.1. Welding certificates shall be submitted to the Engineer for each welder before field welding commences. 10. Weld sizes not otherwise shown shall be minimum continuous 5/16 Inch fillet welds. 11. Heat - Induced field fabrication (including, but not limited to, holes, coping and trimming of steel members) shall be prohibited unless specifically coordinated with Engineer. 12. The Engineer shall be notified whenever base metal discontinuities, fit -up and alignment problems, field welding problems, or member length or hole alignment Issues are Identified during erection of the building. Written clarification must be obtained before proceeding with field modification. of the structural steel. 13. Non - shrink grout shall conform to ASTM C 1107, with a minimum ultimate compressive strength of 5.000 psi at the age of 28 days. 14. Substituted beam connections shall be subject to review by Engineer. Shear connection, shall conform to Part 10 of the AISC 'Steel Construction Manual; latest edition. Moment connections shall conform to Part 12. All substituted connections must develop the full capacity of the connections specified on the structural drawings. 15. Grating shall be welded rectangular design, steel. Main bars to be 1' x 3/16', spaced at 1 3/16' center to center. Cross bare are to be spaced at 4' o.c. Grating to be fastened to each steel support beam with 3/16' x 1' fillet weld at 24' o.c. 16. Stair treads shall conform with grating requirements, unless noted otherwise. Use checkerpiate nosing. SUBMITTALS 1. General Contractor shall check and stamp all shop drawings before submitting to Engineer. Unchecked submittals and /or submittals that substantially deviate from the Contract Documents will be returned without review. 2. As a minimum, shop drawings shall include comprehensive layouts, member sizes. fabrication requirements and connections as required to demonstrate a complete understanding of the structural system to be constructed. Refer to individual material general notes for additional requirements. 3. Product catalog pages and reproductions of Contract Documents do not demonstrate the required understanding of the structural Intent, and will be retumed without review. 4. General Contractor shall submit shop drawings and proprietary documentation in a timely manner to permit minimum ten working days for review by Engineer. Contractor Shall coordinate construction schedule to account for correction of errors and reaubmlttale, If required. 5. Engineer's review of shop drawings does not relieve Contractor of responsibility to follow all requirements of the Contract Documents. 6. General Contractor shall submit In writing any requests to modify the Contract Documents. Such requests shall not be considered accepted until they have been specifically addressed by the Engineer. Shop drawings alone do not constitute 'In writing'. unless specific proposed changes are clearly identified. Proposed changes shall be coordinated by the individual initiating the change. INSPECTOR AND SPECIAL INSPECTION 1. All Inspection shall conform to the requirements of Section 109 of the International Building Code. All Special Inspection shall conform to the requirement. of Section 1704 of the intemational Building Code. 2. The owner Is required to employ Inspectors and special Inspectors. who shall submit copies of all reports to the owner, architect, structural engineer. and the Building Department. Upon completion of their scrape of work, the inspectors and special inspectors shall submit a final signed report stating whether the work was, to the best of their knowledge. In conformance with the approved set of Contract Documents and the applicable workmanship provisions of the Building Code. 3. Inspectors and special Inspectors shall be qualified person(s) who demonstrate competence In their respective two of construction to the satisfaction of the Building Official. 4. The General Contractor shall coordinate with Inspectors and special Inspectors to Incorporate the inspection schedule into the overall project construction schedule. 5. Special Inspection la required for, but not limited to, the following types of work. Refer to the project specifications and the IBC for additional Information regarding testing and inspection requirements. Soil preparation Table 1704.7 Drilled piers / mlaopiles. Table 1704.9 Structural concrete Section 109.3.1, Section 109.3.2, Table 1704.4 Structural masonry Table 1704.5.1 Structural steel fabricator Section 1704.2 Structural steel construction Section 109.3.4, Table 1704.3 6. The Engineer of Record shall not be considered a Special inspector. 7. The Engineer of Record shall be provided Jobelte access to conduct quality assurance. This drawing together with any and all additions, correc- tions, changes and alterations thereof is the property of Climax Molybdenum Co. and is furnished on the express condition that it shall not be reproduced, copied, lent, or disposed of directly or indirectly, nor used for any other purpose than for which it is specifically furnished without prior written consent of said Climax Molybdenum Co. REFERENCE DRAWINGS DESCRIPTION OF REVISION f 2 3 4 5 DATE BY SCALE PLOT SCALE INVERT OF SCALE COMPUTER FILE: .DWG PAPER SIZE D ENGINEER: DRAWN BY: CHECKED BY: APPROVED BY: APPROVED BY: DATE CLIMAX MOLYBDENUM COMPANY 19302 COUNTY ROAD No. 3 PARSHALL, CO (303) 569 -3221 SHEET No. NO. 6931 ERE MIMI 1 MEI 2 ELI 132 4 126085 2236 221114 2502 a RE ON= - 188U68 DATE 26 -18-10 06-2-10 06 -9)-10 all -01-10 08 -16-10 11-09 -10 u -29-I0 12 -17 -10 12-12 -11 05-08-1 DESCRIPTION Par ND 1119 I MOM 2 1 921911 ION MRS EMU, Bin= 699 a 4 WED 911t0iCi BAUR & ASSOCIATES CONSULTING ENGINEERS 2551 31st Soto Boulder, CO 80301 103- 444 -9121 (4 303 - 415 -1070 i1) a.jcbaur.com ISVISIOnt sesa Ma at on a tea toe geo p r r� and m Oaks eaa N snot a b b err contras= bo a mans curs nr at PROJECT: LLE BLAKER f .134D078ON p L 117302 COUNTY RD. NO. 3 PAR81ALL CO DATE: 08±88: CRECEED: 00 -Is-10 NE8 RW // OREE TIME M�y � �� Ci.1QAL NO1E8 PROWL' 110. NOTED IODEE I DRAWING N0. T1.1 HENDERSON MILL SITE LIME SLAKER PROJECT DWG No. REV. Let.