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HomeMy WebLinkAboutPLANS 3 - M19-00104 - Helena - 1693 N 7th E - Helena Dry Fertilizer StoragePROJECT DATA PROJECT NAME: DRY FERTILIZER STORAGE BUILDING PROJECT ADDRESS: HELENA AGRI-ENTERPRISES LLC 4651 N 200 E. SUGAR CITY, ID DETAILED SCOPE OF WORK THE PROPOSED BUILDING IS AN UNHEATED STORAGE WAREHOUSE. THE BUILDING IS USED TO STORE AND HANDLE BULK DRY FERTILIZER. PRODUCT WILL BE RECLAIMED AND SHIPPED OUT IN TRUCKS. THE BUILDING FEATURES INCLUDE CONCRETE FOOTING STRUCTURE WITH TIMBER WALL AND ROOF. THE BUILDING IS EQUIPPED WITH BULK MATERIAL HANDLING EQUIPMENT SUCH AS OVER HEAD BIN CONVEYORS. BUILDING CODE ANALYSIS SUGAR CITY, ID © HE L E N A A G R I - E N T E R P R I S E S L L C SU G A R C I T Y , I D CO V E R S H E E T S AS N O T E D A100.00 7/23/2019JJC JJC SW IFP: 8/07/2019 GENERAL NOTES 1.All exit doors to be openable from the inside without the use of a key or any special knowledge or effort. 2.All exit doors leading to or exiting to the exterior of the building will have lighted exit sign with emergency lighting battery backup. Example of lighting unit - Sure-Lite company part # lpx7orwhdh led exit light with two-head emergency lights. 3.Storage bins used for storing of dry fertilizer in open piles. This area is non habitat and will be accessed using a loader to retrieve the product. It does not present life safety issues from fire or other emergencies. 4.Provide an emergency electrical system that automatically illuminate exit paths and exit discharge area at a level not less than 11 lux. BUILDING CODE DATA TYPE OF CONSTRUCTION: V-B SPRINKLER SYSTEM:NONE OCCUPANCY CLASSIFICATION:S-2 NUMBER OF STORIES:1 AVERAGE BUILDING HEIGHT:28'-0" BUILDING AREA:14,856 SF HELENA AGRI-ENTERPRISES LLC SUGAR CITY, ID _____________________________________________________________________________________ l USE & OCCUPANCY CLASSIFICATION According to the 2015 International Building Code, none of the proposed materials are considered hazardous. MSDS information by the Owner is summarized on Sheet A300. Fertilizer Warehouse: GROUP S-2 IBC SECTION 311.3 _____________________________________________________________________________________ l CONSTRUCTION TYPE Fertilizer Warehouse: TYPE V-B IBC TABLE 601 Fire Resistance Rating Required (X>30)0 IBC TABLE 602 _____________________________________________________________________________________ l ALLOWABLE AREA Building Area: 14,856 sqft As per IBC Section 503, the allowable area of Non-Sprinklered One-Story Group S-2, Type VB building is 13,500 s.f. After frontage increase as per section 506.2, the allowable area is 32,683 sqft. l UNLIMITED HEIGHT Peak Height of Building: 44'-5" Eave Building Height: 16'-0" Height of Equipment: 64;-7" As per IBC SECTION 503.1.1 Building designed to house special industrial processes that require large areas and unusual heights to accommodate special machinery and equipment, are exempt from the height and area limitations of TABLE 503. _____________________________________________________________________________________ l OCCUPANT LOAD CALCULATION * Storage Bins are Non-Habitat area (Occupant Load by Use is ZERO) l MINIMUM EGRESS REQUIREMENTS OCCUPANT LOAD = 31 IBC TABLE 1004.1.1 Minimum Number of Exits for Occupant Load = 2 IBC TABLE 1021.1 Exit Access Travel Distance 300 ft.IBC TABLE 1016.1 _____________________________________________________________________________________ OCCUPANT LOAD Building Area Square Feet Occupant Load Factor Occupant Load Storage Bins*7,480 500 15 Alleyway 5,400 500 11 Loadout 1,820 500 4 Receiving shed 100 100 1 TOTAL 14,800 30 PROJECT TEAM OWNER HELENA AGRI-ENTERPRISES LLC 4651 N 200 E. SUGAR CITY, ID 208-313-4952 PROJECT ENGINEER:REYNOLD FRANKLIN STUEVE CONSTRUCTION LLC. 2201 EAST OAK STREET ALGONA, IA 50511 515-295-3110 BUILDING CONTRACTOR:REYNOLD FRANKLIN STUEVE CONSTRUCTION LLC. 2201 EAST OAK STREET ALGONA, IA 50511 515-295-3110 GEOTECHNICAL ENGINEER:CHRIS PARK, P.E. MATERIALS TESTING INSPECTION 1230 N. SKYLINE DRIVE, SUITE C. IDAHO, FALLS, ID 83402 208-529-8242 MATERIALS HANDLING DOYLE MFG EQUIPMENT SUPPLIER: ENGINEER'S STATEMENT I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Idaho. Print Name:___REYNOLD FRANKLIN___ Date_xx/xx/xxxx___ License #__14862___ VICINITY MAP N EW S SW NE SE NW 68 ' - 0 " 22' - 0"22' - 0"22' - 0"22' - 0"22' - 0" 110' - 0" CL O F C O N V E Y O R 33 ' - 0 " BIN AREA PHASE 1 110'x68' BIN #2 800 TONS UREA @ 48#/CF TRUCK RECEIVING 30'x12' BIN #4 1010 TONS MAP @ 59#/CF BIN #5 1030 TONS AMS @ 60#/CF AREA FOR FOOTINGBIN #1 800 TONS UREA @ 48#/CF FILL KIT BIN #3 800 TONS UREA @ 48#/CF 10'x10' REC. SHED USE AND GROUP CLASSIFICATIONS MATERIAL LISTING YES NO COMBUSTIBLE DUST X EXPLOSIVES X TOXICS X Since the material being stored is non-combustible, the building use and occupancy is classified as Group S-2 as per Section 311.3 of the OBC. There is no storage limits specified in the building code on the quantity of storage of non-combustible materials The following are the definitions as per the IBC; Corrosive. A chemical that causes visible destruction of, or irreversible alterations in, living tissue by chemical action at the point of contact. A chemical shall be considered corrosive if, when tested on the skin of albino rabbits by the methods described in DOTn 49 CFR, Part 173.137, such a chemical destroys or changes irreversibly the structure of the tissue at the point of contact following an exposure period of 4 hours. Explosive. Any chemical compound, mixture or device, the primary or common purpose of which is to function by explosion. The term includes, but not limited to, dynamite, black powder, initiating explosives, detonators, safety fuses, squibs, detonating cord, igniter cord, igniters and display fireworks, 1.3G (Class B, Special). The term “explosive” includes any material determined to be within the scope of USC Title 18: Chapter 40 and also includes any material classified as an explosive other than consumer fireworks, 1.4G (Class C, Common) by hazardous materials regulations of DOTn 49 CFR. Toxic. A chemical falling into the following categories: A chemical that the median lethal dose (LD50) of more than 50 milligrams per kilogram, but not more than 500 milligrams per kilogram of body weight when administered orally to albino rats weighing between 200 and 300 grams each. A chemical that the median lethal dose (LD50) of more than 200 milligrams per kilogram, but not more than 1,000 milligrams per kilogram of body weight when administered by continuous contact for 24 hours (or less if death occurs within 24 hours) with bare skin of albino rabbits weighing between 2 and 3 kilograms each. A chemical that the median lethal dose (LC50) in air of more than 200 parts per million but not more than 2,000 parts per million by volume of gas or vapor, or more than 2 milligrams per liter but not more than 20 milligrams per liter of mist, fume or dust, when administered by continuous inhalation for 1 hour (or less if death occurs within 1 hour) to albino rats weighing between 200 and 300 grams each. SCALE: MATERIAL STORAGE DATA N.T.S. Urea Corrosive:Corrosive to mild steel. Slightly corrosive to aluminum, zinc, or copper. Non-corrosive to glass, 304 or 316 stainless steel. - Not corrosive to living tissue Toxicology:LD50 Oral 5,000mg/kg LD50 Dermal 2,000mg/kg LD50 Inhalation 22 mg/m³ causes mild irritation Remarks:Non Flammable. Material will not burn. Stable under normal conditions of storage and handling. NFPA Fire Rating:Flammability 0 Health 1 Instability 0 Ammonia Sulfate (AMS) Corrosive: Not corrosive Toxicology:LD50 Oral 4.25 mg/kg LD50 Dermal 2,000 mg/kg LD50 Inhalation No Data Available Explosive: Nonexplosive NFPA Fire Rating:Flammability 0 Health 1 Instability 0 Remarks:Not listed in the hazardous materials shipping regulations (49 CFR, Table 172.101) by the U.S. Department of Transportation, or in the Transport of Dangerous Goods (TDG) Regulations Canada. . MAP Corrosive: No Data Available Toxicology:LD50 Oral 2,000 mg/kg LD50 Dermal 5,000 mg/kg LD50 Inhalation No data Available Explosive: This product is not flammable and non explosive NFPA Fire Rating:Flammability 0 Health 1 Instability 0 Remarks:Non Flammable. Stable under normal conditions of storage and handling. © HE L E N A A G R I - E N T E R P R I S E S L L C SU G A R C I T Y , I D CO V E R S H E E T S AS N O T E D A300.00 7/23/2019JJC JJC SW IFP: 8/07/2019 Wind Loads (IBC Section 1609) WIND SPEEDS = 105 MPH BLDG CLASSIFICATION = I EXPOSURE CATEGORY = C IMPORTANCE FACTOR, I = 0.87 Or K = tan2(45+ϕ/2) when α = 0. Horizontal Component = P =P cos αʰα α K = cos αα cos α - cos² α- cos² ϕ cos α+ cos² α- cos² ϕ Dead Loads (IBC Section 1606) 1.Roof Dead Loads Asphalt Shingles = 2.6 psf Underlay Felt = 0.15 psf ½” Sheathing = 1.5 psf TOTAL (along slope) = 4.25 psf Dead Load along Horizontal Projection 9/12 pitch= 15.00/12 x 4.25 = 5.31 psf 4/12 pitch= 12.9/12 x 4.25 = 4.5 psf Design Dead Load on Purlins = 6 psf Design Dead Load on Beams = 10 psf (includes weight of purlins, but excludes beam weight) 2.Floor Dead Loads 6” concrete slab = 75 psf TOTAL = 75 psf Design Dead Load on Floors = 75 psf Live Loads (IBC Section 1607) 1.Catwalk and Handrails and Guards Catwalk Deck Loading (IBC Table 1607.1) Uniform Loading = 40 psf Concentrated Load = 300 lbs Handrails and Guardrails (IBC Section 1607.7) Building Occupancy = S2 Access = For employees to service equipment only. Not for general public. Handrail assemblies to resist 20 pounds per foot load applied in any direction at the top. Handrail assemblies to resist a 200 pound concentrated load applied in any direction at any point along the top. This load need not be assumed to act concurrently with the uniform load stated above. Intermediate rails shall be designed to resist 50 pounds on an area equal to 1 square foot including openings and space between rails. Reactions due to this load not required to be superimposed with the above two loads. When handrails and guard rails are designed in accordance to IBC Section 1607.7 using ASD, allowable stress for the members and their attachments is permitted to be increased by one-third. 2.Roof Live Load Roof Loading (IBC Table 1607.1) Uniform Loading = 20 psf Roof Purlins Area Reduction = None Slope Reduction = 4/12 Pitch R2 = 1 Purlin Loads = 20 x 1 = 20 psf Roof Beams Area Reduction = Area = 22x47= 1034 sf; R1 = 0.600 Slope Reduction = 4/12 Pitch R2 = 1 Beam Loads = 20 x 0.600 x 1= 12 psf Minimum Load = 12 psf Beam Load = 12 psf Snow Loads (IBC 1608) Ground Snow Load = 50 psf - Idaho special area Snow Importance Factor = 0.8 (ASCE 7 Table 1.5-2) Snow Exposure Factor = 0.9 (ASCE 7 Table 7-2) Thermal Factor = 1.2 (ASCE 7 Table 7-3) Slope factor: Does not apply > non-slippery roof Roof Snow Load pf = 0.7 x 50 x 0.8 x 0.9 x 1.2 = 30.24 psf (AS PER ASCE 7-10) Rain Loads (IBC 1611) Building not designed for rain loads because of the steep slope. Flood Loads (IBC 1612) Building is not located in Area of minimal Floor Hazard as per FEMA and hence no flood load is considered in the design of the building. Earthquake Loads (IBC 1613) Ss = 0.451g S1 = 0.159g Site Class = D Fa = 1.439 Fv = 2.165 SMS = 0.649g SM1 = 0.344g SDS = 0.433g SD1 = 0.229g Seismic Importance Factor = 1.0 Seismic Design Category = D Response Modification Factor, R = 6 ½ for Light framed walls sheathed with wood structural panels rated for shear resistance Seismic Response Coefficient, Cs = 0.067 Using Mononobe - Okabe (M-O) equation: kh = SDS/2.5 = 0.433/2.5 = 0.173 kv = 0 BUILDING DESIGN CODES IBC-2015 INTERNATIONAL BUILDING CODE ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE NDS-2015 NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION INTERIOR WALLS MATERIAL γ, pcf ϕ α ka Cos (α)Eq. Fluid Pr. Urea 48 26 0.00 0.390 1 18.74 DAP 58 30 0.00 0.333 1 19 Potash 75 35 0.00 0.271 1 18.97 EXTERIOR WALLS MATERIAL γ, pcf ϕ α ka Cos (α)Eq. Fluid Pr. Urea 48 26 25.75 0.791 0.901 34 DAP 58 30 29.75 0.754 0.868 38 Potash 70 35 34.75 0.703 0.822 41 Special Loads Lateral Loads from Fertilizer Low Weight Fertilizer (Ex. Urea)= 48 pcf and 26 Angle of Internal Friction Medium Weight Fertilizer (Ex. DAP) = 58 pcf and 30 Angle of Internal Friction High Weight Fertilizer (Ex. Potash)= 75 pcf and 35 Angle of Internal Friction Compressibility of fertilizer = 5% to 10% Repose Angle = 2 to 5 less than Internal Friction Angle Use 1 less than internal friction angle Equivalent fluid pressure obtained Using Rankine's Theory Design for Potash product loading for all bins. Design for DAP product loading for all bins. © HE L E N A A G R I - E N T E R P R I S E S L L C SU G A R C I T Y , I D CO V E R S H E E T S AS N O T E D A310.00 7/23/2019JJC JJC SW IFP: 8/07/2019 GENERAL STRUCTURAL NOTES (The following apply unless shown otherwise on the plans) 1.ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2012 EDITION). 2.STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ALL OTHER DISCIPLINES' DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY PROJECT ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 3.DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER. 4.CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 5.ERECTION PLANS AND DETAILS OF SHORING SYSTEMS SHALL BE RESPONSILITY OF THE CONTRACTOR. 6.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 7.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. FOUNDATION AND SLAB NOTES 1.SUB-GRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. 2.ALLOWABLE SOIL BEARING CAPACITY = 4,000 PSF FROM SOILS REPORT , DATED OCTOBER 4, 2018 SOILS REPORT REFERENCE: NATHANIEL D. NOFZIGER, P.E. WESTERN PACIFIC ENGINEERING & SURVEY PIONEER WAY PROFESSIONAL CENTER 1328 E. HUNTER PLACE MOSES LAKE, WASHINGTON 98837 3.OWNER IS RESPONSIBLE TO DO SOIL CORRECTION AS INSTRUCTED BY GEOTECH. ENGINEER. STRUCTURAL STEEL NOTES 1.STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION, PLUS ALL REFERENCED CODES. 2.STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION Fy PLATES, SHAPES, ANGLES, AND RODS A36 36 KSI ANCHOR BOLTS (EMBEDDED IN MASONRY OR CONCRETE)F1554 36 KSI CONNECTION BOLTS (3/4 ROUND, UNLESS SHOWN OTHERWISE)A325 92 KSI CONNECTION NUTS A563 3.ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS USING E70 XX ELECTRODES. ONLY PRE-QUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT CONCRETE MIX DESIGN NOTES 1.ALL CONCRETE SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH F'c = 4000 P.S.I. AT 28 DAYS. 2.THE MAXIMUM WATER-CEMENT RATIO FOR THE MIX SHOULD BE 0.40 TO 0.45. 3.THE MINIMUM CEMENT AND AIR ENTRAINMENT REQUIREMENTS FOR WATER TIGHT CONCRETE IS AS FOLLOWS: 4.MAXIMUM RECOMMENDED SLUMPA SLABS, PAVEMENTS, & FOUNDATIONS 3" BEAMS, WALLS, & COLUMNS 4" MASS CONCRETE 2" A VALUE DOUBLES WHEN HIGH RANGE WATER REDUCER (ASTM C494,TYPE F) IS ADDED. 5.WATER USED IN MIXING CONCRETE SHOULD BE CLEAN AND FREE FROM INJURIOUS AMOUNT OF OILS, ACIDS, ALKALIS, SALT, ORGANIC MATERIALS, AND OTHER SUBSTANCES THAT COULD DAMAGE THE CONCRETE OR REINFORCING STEEL. POTABLE WATER THAT HAS NO PRONOUNCED ODOR OR TASTE CAN BE USED FOR MIXING CONCRETE. 6.READY MIXED CONCRETE SUPPLIER SHALL COMPLY WITH ALL REGULATIONS AND PROCEDURES LISTED IN ASTM C 94-96 "SPECIFICATION FOR READY-MIXED CONCRETE". 7.OWNER WILL EMPLOY INDEPENDENT TESTING AGENCY TO EVALUATE CONCRETE BEING PLACED. QUALITY OF CONCRETE IS TESTED FOR SLUMP AS PER ASTM C143, AIR CONTENT AS PER ASTM C173, COMPRESSIVE STRENGTH AS PER ASTM C31 AND ASTM C39. 8.IF ALTERNATE MIX DESIGN IS USED, THE CONCRETE MIX SHALL MEET THE REQUIREMENTS STATED IN ACI 211.1, PROPORTIONS FOR NORMAL, HEAVYWEIGHT, AND MASS CONCRETE. TYPICAL MIX RATIOS MAXIMUM SIZE OF AGGREGATE, INCHES CEMENT LB/CYD AIR ENTRAINMENT % 11 2"470 5 1"520 6 3 4"540 6 12"590 7 3 8"610 7.5 CONCRETE MATERIALS SPECIFICATION 1.PORTLAND CEMENT: ASTM C 150 TYPE 1 OR 1A 2.AGREEGATES ASTM C 33 3.WATER: ACI 318, SECTION 3.4 4.AIR-ENTRAINMENT:ASTM C260 5.WATER-REDUCING ADMIXTURE:ASTM C494 6.FLY ASH OR OTHER POZZOLANS ASTM C 618 7.DEFORMED REBAR:ASTM A615 #3 AND #4 GRADE 40 OR BETTER #5 TO #8 GRADE 60 OR BETTER #9 TO #11 GRADE 75 OR BETTER STRUCTURAL NOTES FOR CONCRETING 1.CODE PROVISIONS ADOPTED FOR DESIGN IS ACI 318-2008. 2.CONCRETE MIXING, CONVEYING, AND PLACING SHALL MEET THE REQUIREMENTS STATED IN THE THE ACI MANUAL OF CONCRETE PRACTICE (MCP) LATEST EDITION AND THEIR RELATED STANDARDS. 3.MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE AS NOTED, UNLESS OTHERWISE ON THE DRAWINGS: A) CAST AGAINST AND EXPOSED TO EARTH 3" B) TIES, STIRRUPS AND SPIRALS FOR BEAMS AND COLUMNS 1.5" C) WALLS, NO. 6 AND LARGER BARS: 2" NO. 5 AND SMALLER BARS: 1.5" D) SLABS NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 1" 4.CONCRETE SHALL BE POURED AND MAINTAINED ABOVE 50 DEGREES F AND APPROPRIATE CURING METHODS FOR AT LEAST 7 DAYS. 5.PLACE CONCRETE IN CONTINUOUS OPERATION WITHIN PLANNED JOINTS AND SECTIONS. 6.CONSOLIDATE PLACED CONCRETE USING MECHANICAL VIBRATING EQUIPMENT, HAND RODDING AND TAMPING, SO THAT CONCRETE IS WORKED AROUND THE REINFORCEMENT AND OTHER EMBEDDED ITEMS AND INTO THE FORMS. 7.ALL MONOLITHIC SLABS SHOULD BE FINISHED WITH A LONG HANDLED BULLFLOAT. ALL EXTERIOR SLABS INCLUDING APPROACHES AND WALKWAYS SHOULD BE BROOMED FINISH FOR A UNIFORM AND SKID-RESISTANCE SURFACE. 8.ALL HOT WEATHER CONCRETING SHOULD BE AS PER ACI 305 SPECIFICATIONS. 9.ALL COLD WEATHER CONCRETING SHOULD BE AS PER ACI 306 SPECIFICATIONS. 10.REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI 315 AND ACI 318. 11.WHEN REBARS ARE SHOWN CONTINUOUS, LAP SPLICE SHALL BE 30 TIMES THE DIAMETER OF THE REBAR. DO NOT LAP MORE THAN 50% OF REBAR IN ANY GIVEN ZONE UNLESS NOTED IN THE DRAWING. 12.LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 2'-0" MINIMUM UNLESS NOTED IN THE DRAWING. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR 2'-0" MINIMUM. 13.NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 14.SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE UTILITY DRAWINGS FOR ALL UNDERGROUND LINES AND THEIR LOCATIONS. SEE ELECTRICAL DRAWINGS FOR ALL GROUNDING LOCATIONS AND GROUNDING DETAILS. 15.EPOXY_GROUTED ITEMS INTO CONCRETE NOT SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH HS_200 SOLID BOND EPOXY BY ANCHOR_IT FASTENING SYSTEMS OR EQUIVALENT. INSTALLATION SHALL IN STRICT ACCORDANCE WITH I.C.B.O. REPORT FOR THE ANCHOR. HOLE SIZE SHALL BE 1/8" LARGER THAN BAR, ROD OR BOLT SIZE. Use of USP and Simpson Products with Paslode Positive placement Nails™ 1.PASLODE POSITIVE PLACEMENT NAILS™ ARE ACCEPTABLE SUBSTITUTES FOR SPECIFIED NAILS FOR USP’S AND SIMPSON FACE MOUNT HANGERS, HURRICANE/SEISMIC ANCHORS, CLIPS, AND STRAPS. 2.PASLODE POSITIVE PLACEMENT NAILS™ ARE LISTED IN ICBO EVALUATION REPORT 5179. 3.ONLY NAILS WITH FULL VALUE NAIL CONVERSION SHALL BE USED AS SHOWN IN TABLE BELOW. FULL VALUE NAIL CONVERSION USP/Simposn Listed Nails ITW Paslode Installed Nails Allowable Load Adjustment Factor 16d common 0.162 x 2-1/2"1.0 10d common 0.148 x 2-1/2"1.0 8d common 0.131 x 2-1/2"1.0 10d x 1-1/2 0.148 x 1-1/2"1.0 8d x 1-1/2 0.131 x 1-1/2"1.0 © HE L E N A A G R I - E N T E R P R I S E S L L C SU G A R C I T Y , I D CO V E R S H E E T S AS N O T E D A400.00 7/23/2019JJC JJC SW IFP: 8/07/2019 NOTES FOR DIMENSION LUMBER AND SHEATHING 1.ALL DIMENSION LUMBER ARE DESIGNED AS PER NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION, 2005 EDITION. 2.ALL MEMBER SIZE GIVEN IN THE CONSTRUCTION DRAWINGS ARE NOMINAL SIZE. 3.LUMBER SHALL CONFORM TO THE REQUIREMENTS OF US PRODUCT STANDARD PS2070. LUMBER SHALL BEAR THE GRADE MARK AND TRADE MARK OF THE APPROPRIATE GRADING ASSOCIATION. LUMBER SHALL BE SOUND AND THOROUGHLY SEASONED WITH MOISTURE CONTENT LESS THAN 19%. DESIGN GRADE OF LUMBER ARE: A.STUDS WALLS: #2 OR BETTER B.PURLINS :#2 OR BETTER 4.ALL STUDS SHALL HAVE NO SPLITS LONGER THAN THE DIMENSION OF THE WIDER FACE. 5.ALL PLATES IN CONTACT WITH THE FOUNDATION SHALL BE PRESERVATIVE TREATED. 6.ALL PLYWOOD SHALL BE 48" X 96" IN SIZE AND IDENTIFIED WITH APPROPRIATE GRADE TRADE MARK OF THE AMERICAN PLYWOOD ASSOCIATION. MINIMUM GRADE C-D GROUP 1 EXTERIOR PLYWOOD. STRUCTURAL NOTES FOR GLULAMS, LVL'S, AND ROOFING DIAPHRAGMS 1.ALL STRUCTURAL GLULAM LAMINATED TIMBER SHOULD BE AITC APPROVED WESTERN SPECIES TYPE. ALL TIMBER MEMBERS SHOULD BE STRAIGHT, FREE OF ANY BENDS AND TWISTS. THE ALLOWABLE TOLERANCE FOR MANUFACTURING OF GLULAM BEAMS SHALL BE AS SPECIFIED BY ANSI A190.1. 2.CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL NECESSARY BRACING, BRIDGING, TEMPORARY SUPPORTS, AND ANCHORAGES NECESSARY FOR ERECTION OF THE TIMBER MEMBERS. 3.ALL GLULAM BEAMS ARE SURFACED TO AN INDUSTRIAL FINISH STANDARD. ALL GLULAM BEAMS USED FOR ROOF SUPPORT SHALL HAVE A NOMINAL 3500' RADIUS CAMBER. ALL STRUCTURAL GLULAM LAMINATED TIMBER MEMBERS ARE DESIGNED FOR DRY SERVICE CONDITION WITH MOISTURE CONTENT LESS THAN 16%. IF WET SERVICE CONDITION SHOULD BE PRESENT, NOTIFY ENGINEER ON RECORD IMMEDIATELY. 4.CONNECTORS FOR WOOD CONSTRUCTION SHALL BE SIMPSON OR APPROVED EQUAL. SIMPSON OR USP STRUCTURAL CONNECTORS DESIGNATIONS FOR CONNECTORS ARE SHOWN ON THE PLAN. CONNECTORS SHALL BE INSTALLED PER MANUFACTURERS REQUIREMENTS. CUSTOMS BUILT CONNECTORS ARE SHOWN WHERE SIMPSON HANGERS ARE NOT APPLICABLE. ALL CONNECTORS SHOULD BE CORROSION RESISTANT FOR FERTILIZER CHEMICALS. STAINLESS STEEL CONNECTORS, Z-MAX COATED OR GALVANIZED CONNECTORS ARE RECOMMENDED. 5.ALL PURLINS REQUIRE 1" MINIMUM BEARING LENGTH. ALL ROOF BEAMS REQUIRE A BEARING LENGTH OF 6". BEARING ACROSS FULL BEAM WIDTH IS REQUIRED. ALL FRAMING LUMBER SUCH AS HEADERS, PLATES, STUDS, PURLINS, RAFTERS, ETC., SHALL BE DOUGLAS FIR LARCH SAWN LUMBER #2 OR BETTER GRADE WITH MOISTURE CONTENT LESS THAN 19%. 6.ALL LAMINATED VENEER LUMBER (LVL) SHALL BE 1¾" THICKNESS, 2.0 E. ALL LVL MEMBERS SHALL HAVE EVENLY COATED SEALANT TO PROTECT FROM MOISTURE, UV RADIATIONS, DAMAGES FROM SPLITS, CUPPING, AND WARPING. ALL LVL WILL HAVE A MINIMUM BEARING OF 2". 7.ROOFING PLYWOOD SHALL BE 15/32" APA SHEATHING, STRUCTURAL 1 SPECIES, PS I-83, EXPOSURE 1 PLYWOOD BOUNDED WITH EXTERIOR GLUE. AT DIAPHRAGM EDGES, SHEETS SMALLER THAN 24" SHALL BE FULLY BLOCKED AT ALL EDGES AND NAILED AT 6" O.C. WITH 8d COMMON NAILS UNLESS NOTED OTHERWISE. 8.CONTRACTOR SHALL BE FAMILIAR WITH THE NAILING SCHEDULE SHOWED IN THE GENERAL NOTES. WHERE NOT SHOWN OTHERWISE ON PLANS, ALL NAILING SHALL FOLLOW THIS SCHEDULE. ADHESIVES SHALL NOT BE USED IN PLACE OF NAILS OR SCREWS . STRUCTURAL NOTES FOR TIMBER TRUSSES 1.ALL FABRICATED TRUSSES SHALL COMPLY WITH THE REQUIREMENTS OF AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC), TRUSS PLATE INSTITUTE (TPI), AND INTERNATIONAL BUILDING CODE (IBC). IN CASE ON CONFLICTING VALUES, THE MORE CONSERVATIVE VALUE SHALL BE USED. 2.ALL NECESSARY BRACING, BRIDGING, TEMPORARY SUPPORTS, AND ANCHORAGES NECESSARY FOR ERECTION OF THE TIMBER TRUSSES ARE RESPONSIBILITY OF THE CONTRACTOR 3.TRUSS MANUFACTURER SHALL PROVIDE DETAIL SHOP DRAWINGS AND ERECTION DRAWINGS FOR FIELD PLACEMENT OF TRUSSES. 4.CONNECTORS FOR WOOD CONSTRUCTION SHALL BE SIMPSON OR APPROVED EQUAL. SIMPSON OR USP STRUCTURAL CONNECTORS DESIGNATIONS ARE SHOWN ON THE DRAWINGS. ALL CONNECTORS SHALL BE INSTALLED AS PER MANUFACTURERS REQUIREMENTS. 5.ALL CONNECTORS SHOULD BE CORROSION RESISTANT. STAINLESS STEEL CONNECTORS SHALL BE USED WHERE INDICATED. ELSEWHERE USE Z-MAX PROTECTIVE COATING OR GALVANIZED CONNECTORS. 6.ALL FRAMING LUMBER SUCH AS HEADERS, PLATES, STUDS, PURLINS, RAFTERS, ETC. SHALL BE SAWN LUMBER #2 OR BETTER GRADE WITH MOISTURE CONTENT LESS THAN 19%. 7.ROOFING PLYWOOD SHALL BE 15/16" APA SHEATHING, STRUCTURAL 1 SPECIES, PS I-83, EXPOSURE 1 PLYWOOD BOUNDED WITH EXTERIOR GLUE. 8.AT DIAPHRAGM EDGES, SHEETS SMALLER THAN 24" SHALL BE FULLY BLOCKED AT ALL EDGES AND NAILED AT 6" O.C. WITH 8d COMMON NAILS UNLESS NOTED OTHERWISE. 9.CONTRACTOR SHALL BE FAMILIAR WITH THE NAILING SCHEDULE SHOWED IN THE STRUCTURAL NOTES. WHERE NOT SHOWN OTHERWISE ON PLANS, ALL NAILING SHALL FOLLOW THIS SCHEDULE. ADHESIVES SHALL NOT BE USED IN PLACE OF NAILS OR SCREWS. NOTES ON ROOFING SHINGLES 1.BEFORE THE ROOF COVERING IS INSTALLED, HAVE THE DECK INSPECTED TO VERIFY THAT IT IS NAILED AS SPECIFIED ON THE DRAWINGS. 2.APPLY A SINGLE LAYER OF ASTM D 226 TYPE II (#15) FELT. 3.SECURE FELT WITH LOW-PROFILE, CAPPED-HEAD NAILS OR THIN METAL DISKS ("TINCAPS") ATTACHED WITH ROOFING NAILS. 4.FASTEN AT APPROXIMATELY 6 INCHES ON CENTER ALONG THE LAPS AND AT APPROXIMATELY 12 INCHES ON CENTER ALONG TWO ROWS IN THE FIELD OF THE SHEET BETWEEN THE SIDE LAPS. 5.WEAVE UNDERLAYMENT FELT ACROSS VALLEYS. DOUBLE-LAP UNDERLAYMENT FELT ACROSS RIDGES (UNLESS THERE IS A CONTINUOUS RIDGE VENT). LAP UNDERLAYMENT FELT WITH MINIMUM 6-INCH LEG "TURNED UP" AT WALL INTERSECTIONS; LAP WALL WEATHER BARRIER OVER TURNED-UP ROOF UNDERLAYMENT. 6.INSTALL WEATHERING GRADE ASPHALT SHINGLES (#250) WITH TOUGH FIBERGLASS MAT CORE AS PER MANUFACTURE'S INSTALLATION SHINGLES SHOULD ALSO HAVE A CLASS "A" FIRE RATING. 7.ASPHALT SHINGLE SHALL BE RATED FOR BASIC WIND SPEED OF 90 MPH OR HIGHER AND CONFORM TO ASTM D 3161, OR AS AN ALTERNATIVE, DETERMINED IN ACCORDANCE WITH ASTM D 6381 OR ASTM D 7158 AND UL 2390. SHINGLES SHALL BE WARRANTED FOR A MINIMUM OF 25 YEARS BY THE MANUFACTURER. NOTES ON VINYL SIDING 1.ALL EXTERIOR SIDING IS DUTCHLAP VINYL SIDING WHICH HAVE EXCEPTIONAL UV, CORROSION AND CHEMICAL RESISTANCE. VINYL SIDING SHALL ALSO HAVE EXCELLENT ABRASION RESISTANCE INCLUDING RESISTANCE TO IMPACT AND HAIL. 2.VINYL SIDING MEET THE REQUIREMENTS OF THE ASTM D3679–STANDARD SPECIFICATION FOR RIGID POLY(VINYLCHLORIDE) (PVC). 3.VINYL SIDING SHALL BE INSTALLED BASED, ON ASTM D4756, STANDARD PRACTICE FOR INSTALLATION OF RIGID POLY(VINYLCHLORIDE) SIDING AND SOFFIT, THE STANDARD METHOD FOR INSTALLATION OF VINYL SIDING AND SOFFIT. ADDITIONALLY, IT IS RECOMMENDED THAT INSTALLERS REVIEW LOCAL BUILDING CODES AND MANUFACTURERS’ LITERATURE FOR VARIATIONS THAT MAY APPLY TO SPECIFIC PRODUCTS AND/OR GEOGRAPHIC AREAS. INSTALLERS SHALL ALSO VERIFY MANUFACTURE'S INSTALLATION PROCEDURE AND INSTALL SIDING TO MEET THE STRINGIEST REQUIREMENT OF THE ABOVE. 4.VINYL SIDING HAS ALWAYS BEEN DESIGNED AS AN EXTERIOR CLADDING, NOT A WATER-RESISTIVE BARRIER. VINYL SIDING IS DESIGNED TO ALLOW THE MATERIAL UNDERNEATH IT TO BREATHE; THEREFORE, IT IS NOT A WATERTIGHT COVERING. 5.STYROFOAM WEATHERMATE™ PLUS HOUSEWRAP MEETING THE REQUIREMENTS OF ICC-ES REPORT NER 640 IS SPECIFIED IN THE DRAWINGS AS THE WEATHER BARRIER MEMBRANE. 6.INSTALL WEATHER BARRIER MEMBRANE AS PER MANUFACTURER'S INSTALLATION PROCEDURE. 1.Common or box nails may be used except where otherwise stated. 2.Nail spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) at intermediate supports except 6 inches (152 mm) at all supports where spans are 48 inches (1219 mm) or more. Nails for wall sheathing may be common, box or casing. 3.Common or deformed shank. 4.Common. 5.Deformed shank. 6.Corrosion-resistant siding or casing nails 7.Fasteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on centers at intermediate supports. 8.Corriosion-resistant roofing nails with 7/16-inch-diameter (11 mm) head and 1 1/2-inch (38 mm) length for 1/2-inch (13 mm) sheathing and 1 3/4-inch (44 mm) length for 25/32-inch (20 mm) sheathing. 9.Corriosion-resistant staples with nominal 7/16-inch (11 mm) crown and 1 1/8-inch (29 mm) length for 1/2-inch (13 mm) sheathing and 1 1/2-inch (38 mm) length for 25/32-inch (20 mm) sheathing. 10.Panel supports at 16 inches (406 mm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked.] Casing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports. 11.Panel supports at 24 inches (610 mm). Casing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports. NAILING SCHEDULE CONNECTION NAILING NAIL SIZES Penny Wt.Length, in Box Nail Diameter, in.Common Nail Diameter, in. 8d 21 2"0.113 0.131 10d 3"0.128 0.148 16d 31 2"0.135 0.162 © HE L E N A A G R I - E N T E R P R I S E S L L C SU G A R C I T Y , I D CO V E R S H E E T S AS N O T E D A410.00 7/23/2019JJC JJC SW IFP: 8/07/2019 EXISTING ARCHITECTURAL CLASS "A" SHINGLES (TYP) VINYL SIDING WITH VINYL T-MOULDING (TYP) EQUIPMENT BY DOYLE EQUIPMENT BY DOYLE TRANSLUCENT PANEL EXISTING ARCHITECTURAL CLASS "A" SHINGLES (TYP) VINYL SIDING WITH VINYL T-MOULDING (TYP) EQUIPMENT BY DOYLE 6' CONCRETE WALL EQUIPMENT BY DOYLE TRANSLUCENT PANEL SCALE: NORTH ELEVATION 3/32" = 1'-0" SCALE: SOUTH ELEVATION 3/32" = 1'-0" DATE:DESIGN: REVISIONS: CHECKED:DRAWN BY: SHEET NO. CO P Y R I G H T © AC A D D W G F I L E : SC A L E : 22 0 1 E . O a k S t r e e t A l g o n a , I o w a 5 0 5 1 1 P h o n e : ( 5 1 5 ) 2 9 5 - 3 1 1 0 F a x : ( 5 1 5 ) 2 9 5 - 2 0 0 2 HE L E N A A G R I - E N T E R P R I S E S L L C SU G A R C I T Y , I D EL E V A T I O N S AS N O T E D A600.00 7/23/2019JJC JJC SW IFP: 8/07/2019 16'x16' BI-FOLD DOOR 3068 WALKDOOR W.D. AWNING EXISTING BUILDING ARCHITECTURAL CLASS "A" SHINGLES (TYP) VINYL SIDING WITH VINYL T-MOULDING (TYP) EQUIPMENT BY DOYLE EQUIPMENT BY DOYLE 16'x16' BI-FOLD DOOR 3068 WALKDOOR 6' CONCRETE WALL 16'x16' BI-FOLD DOOR 3068 WALKDOOR W.D. AWNING EXISTING BUILDING ARCHITECTURAL CLASS "A" SHINGLES (TYP)VINYL SIDING WITH VINYL T-MOULDING (TYP) EQUIPMENT BY DOYLE EQUIPMENT BY DOYLE 3068 WALKDOOR W.D. AWNING SCALE: EAST ELEVATION 1/8" = 1'-0" SCALE: WEST ELEVATION 1/8" = 1"-0" DATE:DESIGN: REVISIONS: CHECKED:DRAWN BY: SHEET NO. CO P Y R I G H T © AC A D D W G F I L E : SC A L E : 22 0 1 E . O a k S t r e e t A l g o n a , I o w a 5 0 5 1 1 P h o n e : ( 5 1 5 ) 2 9 5 - 3 1 1 0 F a x : ( 5 1 5 ) 2 9 5 - 2 0 0 2 HE L E N A A G R I - E N T E R P R I S E S L L C SU G A R C I T Y , I D EL E V A T I O N S AS N O T E D A601.00 7/23/2019JJC JJC SW IFP: 8/07/2019