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Home My WebLink AboutB16-1129 000-000-000MZGreen. SECTION 101.3.1 MEASURES 2013 CALGREEN RESIDENTIAL MANDATORY MEASURES �• `®1y:I (Includes significant changes from 2010 CALGREEN) 2013 CALGREEN CODE Effective January 1, 2014 2013 CALGREEN REQUIREMENTS AND CHANGES FROM 2010 CALGREEN Expands the scope of CALGreen to include ALL low-rise, high-rise, and hotel/motel buildings of Group R occupancy. Storm Water _ Drainage and NO CHANGE FROM 2010 CALGREEN 4.106.2 Projects which disturb less than one acre of soil and are not rt of a larger common Retention During Pa rg plan of development shall manage stone water Construction drainage during construction. NO CHANGE FROM 2010 CALGREEN 4.106.3 Grading and Paving Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings. NEW EXCEPTION: Revision provides an exception for additions and alterations not altering the drainage path. 1sion 4.2 - ENERGY EFFICIENCY. REVISED: Energy efficiency requirements for low-rise residential (Section 4.201.1) and high-rise residential/hoteVmotel 4.201.1/ Scope (Section 5.201.1) are now in both residential and nonresidential chapters of CALGreen. 5.201.1 REVISED: Standards for residential buildings do not require compliance with levels of minimum energy efficiency beyond those wired by the 2013 California Energy Code joode reference date updated from 2010 to 20131. NEW: Relocates all definitions to Chapter 2. Other chapters include only defined terms and a reference to Chapter 2. REVISED: Modifies "residential budding" to include low-rise residential buildings' and 'high-rise residential buildings. - 202 Definitions REVISED: Clarifies "low-rise residential building" as a Group R occupancy that is 3 stories or less and deletes reference Water Conserving to one- or two-family dwellings or townhouses. t,pter 3 GREEN BUILDING NEW: Defines 'high-rise residential building' as a Group R occupancy that is 4 stories or greater in height and Fittings NEW: Clarifies that mandatory measures in Chapter 4 apply to additions or alterations of residential buildings and 301.1.1 Additions and specifies that requirements only apply to the specific area of the addition or alteration. alterations NEW: Adds a note directing code users to review Civil Code, Section 1101.1 et seq., regarding mandatory replacement of non-compliant plumbing fixtures. L-ow-Ris - and 4.303.1.4.3 Metering Faucets: 5 0.25 gallons per cycle High -Rise NEW: Clarifies that CALGreen may apply to either low-rise or high-rise residential buildings or both. 301.2 Residential NEW: New 'banners' ILR] and [HR+] asidentifying provisions applying only to low-rise or high-rise residential structures. Standards Buildings respectively. Storm Water _ Drainage and NO CHANGE FROM 2010 CALGREEN 4.106.2 Projects which disturb less than one acre of soil and are not rt of a larger common Retention During Pa rg plan of development shall manage stone water Construction drainage during construction. NO CHANGE FROM 2010 CALGREEN 4.106.3 Grading and Paving Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings. NEW EXCEPTION: Revision provides an exception for additions and alterations not altering the drainage path. 1sion 4.2 - ENERGY EFFICIENCY. REVISED: Energy efficiency requirements for low-rise residential (Section 4.201.1) and high-rise residential/hoteVmotel 4.201.1/ Scope (Section 5.201.1) are now in both residential and nonresidential chapters of CALGreen. 5.201.1 REVISED: Standards for residential buildings do not require compliance with levels of minimum energy efficiency beyond those wired by the 2013 California Energy Code joode reference date updated from 2010 to 20131. NO CHANGE FROM 2010 CALGREEN Automatic irrigation system controllers for landscaping provided by the builder and installed at the time of final inspection shall comply with Irrigation the following: 4.304.1 Controllers 1 - Controllers shall be weather- or soil moisture -based controllers that automatically adjust irrigation in response to changes in plant watering needs as weather or soil conditions change. 2 - Weather -based controllers without integral rain sensors or communication systems that account for rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controller(s). PAGE 1 REVISED: 20% reduction of water use are now prescriptively designated within CALGREEN text REPEALED: Prescriptive and performance methodology. Tables 4.303.1 and 4.303.2. NEW: Plumbing fixtures and fittings shall comply with the following: Water Conserving 4.303.1.1 Waters Closets: 5 1.28 gal/flush 4.303.1 Plumbing Fixtures 4.303.1.2 Urinals: 5 0.5 gal/nush 4.303.1.3.1 Single Showerheads: 5 2.0 gpm @ 80 psi and Fittings 4.303.1.3.2 Multiple Showerheads: combined flow rate of all showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gpm @ 80 psi or only one shower outlet is to be in operation at a time 4.303.1.4.1 Residential Lavatory Faucets: 5 1.5 gpm @ 60 psi 4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas of Residential Buildings: 5 0.5 gpm @ 60 psi 4.303.1.4.3 Metering Faucets: 5 0.25 gallons per cycle 4.303.1.4.4 Kitchen Faucets: 5 1.8 gpm @ 60 psi: temporary increase to 2.2 gpm allowed but shall default to 1.8 gpm REVISED: Specifies that plumbing fixtures and fittings shall be installed in accordance with the California Plumbing Code. Standards for REVISED: Relocates provisions for multiple showerheads to Section 4.303.1.3.2. 4.303.2 Plumbing Fixtures and Fittings REPEALED: Table 4.303 "Standards for Plumbing Fixtures and Fixture Fillings." Code users are directed, in Section 4.303.2, to the California Plumbing Code for applicable reference standards. NO CHANGE FROM 2010 CALGREEN Automatic irrigation system controllers for landscaping provided by the builder and installed at the time of final inspection shall comply with Irrigation the following: 4.304.1 Controllers 1 - Controllers shall be weather- or soil moisture -based controllers that automatically adjust irrigation in response to changes in plant watering needs as weather or soil conditions change. 2 - Weather -based controllers without integral rain sensors or communication systems that account for rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controller(s). PAGE 1 64/Green,2013 CALGREEN RESIDENTIAL MANDATORY MEASURES 4 . (Includes significant changes from 2010 CALGREEN) ' 2013 CALGREEN CODE Effective Januafy 1, 2014 SECTION MEASURES 2013 CALGREEN REQUIREMENTS AND CHANGES FROM 2010 CALGREEN REVISED: Specifies the areas needing rodent proofing are sole/bottom plates. 4.406.1 Rodent Proofing Annular spaces around pipes, electric cables, conduits, or other openings in sole/bottom plates at exterior walls shall be dosed with cement mortar, concrete masonry or a similar method acceptable to the enforcing agency to prevent passage of rodents. NO CHANGE FROM 2010 CALGREEN Recycle and/or salvage for reuse a minimum of 50% of the nonhazardous construction and demolition waste in accordance with either Section 4.408.2, 4.408.3 or 4.408.4; OR meet a more stringent local construction and demolition waste management ordinance. Construction Waste Documentation is required per Section 4.408.5. 4.408.1 Reduction of at least Exceptions: 60% 1 - Excavated sol and land -clearing debris. 2 - Alternate waste reduction methods developed by working with local enforcing agencies if diversion or recycle facilities capable of compliance with this item do not exist or are not located reasonably close to the jobsite. 3 - The enforcing agency may make exceptions to the requirements of this section when isolated jobsites are located in areas beyond the haul boundaries of the diversion facility. Construction Construction Waste NO CHANGE FROM 2010 CALGREEN 4.408.2 management Plan 9 Submit a construction waste management plan meeting Items 1 through 5 in Section 4.408.2. Plans shall be updated as necessary and shall be available for examination during construction. Waste Management NO CHANGE FROM 2010 CALGREEN 4.408.3 Company Utilize a waste management company, approved by the enforcing agency, which can provide verifiable documentation that diverted construction and demolition waste materials meet the requirements in Section 4.408.1. 4.408.4 4.408.4 Generate a total combined weight of construction and demolition waste disposed in landfills that is equal to or less than Waste Stream 4 pounds per square -foot of the building area. 4.408.4.1 Reduction NEW: Adds Section 4.408.4.1 to acknowledge a high-rise residential compliance attemative. Alternative 4.408.4.1 [HR+) Generate a total combined weight of construction and demolition waste disposed in landfills that is equal to or less than 2 pounds per square -foot of the building area. • r0.4.41 Operation and NO CHANGE FROM 2010 CALGREEN Maintenance Manual At the time of final inspection, a manual, compact disc, web -based reference or other media acceptable to the enforcing agency which •ivision 4.S - ENVIRONMENTAL QUALITY covers 10 specific subject areas shall be placed in the building. NO CHANGE FROM 2010 CALGREEN 4.503.1 General Any installed gas fireplace shall be a direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with U.S. EPA Phase II emission limits where applicable. Woodstoves, pellet stoves and fireplaces shall also comply with all applicable • • •UALITY local ordinances. Covering of Duct (POLLUTAN T CONTROL) Openings and a NO CHANGE FROM 2010 CALGREEN Protection of At the time of rough installation, during storage on the construction site and until final startup of the heating, cooling and ventilating 4.504.1 Mechanical equipment, all duct and other related air intake and distribution component openings shall be covered. Tape, plastic, sheetmetal Equipment During or other methods acceptable to the enforcing agency to reduce the amount of water, dust and debris entering the system may be used. Construction NO CHANGE FROM 2010 CALGREEN Adhesives, sealants and caulks used on the project shall meet the requirements of the following standards unless more stringent local or regional air pollution or air quality management district rules apply: 1 - Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers, and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable, or SCAQMD Rule 1168 VOC limits, as shown in 4.5D4.2.1 Adhesives, Sealants Tables 4.504.1 or 4.504.2, as applicable. Such products shall also comply with Rule 1168 prohibition on the use of certain toxic and Caulks compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and trichloroethylene), except for aerosol products as specified in Subsection 2 below. 2 - Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (n units of product, less packaging, which do not weigh more than 1 pound and do not consist of more than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including prohibitions on use of certain toxic compounds; of the California Code of Regulations, Title 17, commencing with Section 94507. PAGE 2 64,/GreenG 2013 CALGREEN RESIDENTIAL MANDATORY MEASURES (includes significant changes from 2010 CALGREEN) ocb�an+vxrryo^ cacrvon^k�� 2013 CALGREEN CODE Effective January 1, 2014 SECTION •ivision 4.5 - MEASURES ENVIRONMENTAL •UALITY 2013 CALGREEN REQUIREMENTS AND CHANGES FROM 2010 CALGREEN (POLLUTANT CONTROL NO CHANGE FROM 2010 CALGREEN Architectural paints and coatings shall comply with VOC limits in Table 1 of the Air Resources Board Architectural Suggested Control Measure, 4.504.2.2 Paints and Coatings as shown in Table 4.504.3, unless more stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for the specialty coatings categories listed in Table 4.504.3 shall be determined by classifying the coating as Flat, Nonflat, or Nonflat-High Gloss coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37, of the 2007 California Air Resources Board, Suggested Control Measure, and the corresponding Flat, Nonflat, or Nonflat-High Gloss VOC limit in Table 4.504.3 shall apply. NO CHANGE FROM 2010 CALGREEN Aerosol Paints and Aerosol paints and coatings shall meet the Product -Weighted MIR Limits for ROC in Section 94522(a)(3) and other requirements, including 4.504.2.3 Coatings prohibitions on use of certain toxic compounds and ozone depleting substances, in Section 94522(c)(2) and (d)(2) of the California Code of Regulations. Title 17, commencing with Section 94520; and in areas under the jurisdiction of the Bay Area Air Quality Management District shalt additionally comply with the percent VOC by weight of product limits of Regulation 8, Rule 49. NO CHANGE FROM 2010 CALGREEN All carpet installed in the building interior shall meet the testing and product requirements of one of the following: 1 - Carpet and Rug Institute's Green Label Plus Program 4.504.3 Carpet Systems 2 - California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers' Version 1.1, February 2010 (also known as Specification 01350.) 3 - NSF/ANSI 140 at the Gold level 4 - Scientific Certifications Systems IndoorAdvantageTM Gold 5.504.3.1 Carpet Cushion NO CHANGE FROM 2010 CALGREEN All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute's Green Label Program. 4.504.3.2 Carpet Adhesive NO CHANGE FROM 2010 CALGREEN All carpet adhesives shall meet the requirements of Table 4.504.1. REVISED: Compliance rate of resilient flooring is increased from 50% to 80%. Related changes are made for Tier 1 and Tier 2 resilient flooring measures. Where resilient flooring is installed, at least 80% of floor area receiving resilient flooring shall comply with one or more of the following: 1 - VOC emission limits defined in the Collaborative for High Performance Schools (CHPS) High Performance Products 4.504.4 Resilient Flooring Database. Systems 2 - Products compliant with CHPS criteria certified under the Greenguard Children & Schools program. 3 - Certification under the Resilient Floor Covering Institute (RFCI) FloorScore program. 4 - Meet the California Department of Public Health, 'Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers; Version 1.1, February 2010 (also known as Specification 01350.) NO CHANGE FROM 2010 CALGREEN FOR 4.604.6. Referenced Table 4.604.6 has been'revised to delete obsolete compliance dates. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as speed in the Air Resources Board's Air Toxics Control Measure for Composite Wood Composite Wood (17 CCR 93120 et seq.), on or before the dates speed in those sections as shown in Table 4.504.5. Documentation is required per 4.504.5 Products Section 4.504.5.1. Definition of Composite Wood Products: Composite wood products include hardwood plywood, particleboard, and medium density fiberboard. "Composite wood products" do not include hardboard, structural plywood, structural panels, structural composite lumber, oriented strand board, •ivision 4.5 - ENVIRONMENTAL •UALITY glued laminated timber, prefabricated wood 1 -joists, or finger -jointed lumber, all as speed in CCR, Title 17, Section 93120.1(a). (INTERIOR MOISTURE• • Concrete Slab NO CHANGE FROM 2010 CALGREEN 4.505.2 Foundations Concrete slab foundations or concrete slab -on -ground floors required to have a vapor retarder by the California Building Code, Chapter 19, or the California Residential Code, Chapter 5, respectively, shall also comply with this section. NO CHANGE FROM 2010 CALGREEN A capillary break shall be installed in compliance with at least one of the following: 1 - A 4 -inch (101.6 mm) thick base of 1/2 -inch (12.7 mm) or larger dean aggregate shall be provided with a vapor retarder in direct 4.505.2.1 Capillary Break contact with concrete and a concrete mix design which will address bleeding, shrinkage and curling shall be used. For additional information, see American Concrete Institute, ACI 302.2R-06. 2 - Other equivalent methods approved by the enforcing agency. 3 - A slab design speed by a licensed design professional. PAGE 3 J C4,/Green.. ,. 2013 CALGREEN RESIDENTIAL MANDATORY MEASURES (Includes significant changes from 2010 CALGREEN) 2013 CALGREEN CODE Effective January 1, 2014 SECTION 4.5 - MEASURES ENVIRONMENTALDivision •UALITY 2013 CALGREEN REQUIREMENTS AND CHANGES FROM 2010 CALGREEN (INTERIOR MOISTURE• -• NO CHANGE FROM 2010 CALGREEN Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19% moisture content Moisture content shall be verified in compliance with the following: 1 - Moisture content shall be determined with either a probe -type or a contact -type moisture meter. Equivalent moisture verification methods may be approved by the enforcing agency and shall satisfy requirements in Section 101.8. 4.505.3 Moisture Content of 2 - Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade -stamped end of each piece to be Building Materials verified. 3 - At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing. Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to enclosure in wall or floor Division 4.5 - ENVIRONMENTAL QUALITY cavities. Manufacturers' drying recommendations shall be followed for wet -applied insulation products prior to enclosure. (INDOOR AIR QUALITY & EXHAUST) NO CHANGE FROM 2010 CALGREEN Each bathroom shall be mechanically ventilated and shall comply with the following: 1 - Fans shall be ENERGY STAR compliant and be ducted to terminate outside the budding. 2 - Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidity control. 4.506.1 Bathroom Exhaust a) Humidity controls shall be capable of manual or automatic adjustment between a relative humidity range of less than 50% to a Fans maximum of 80%. b) A humidity control may be a separate component to the exhaust fan and is not required to be integral or built-in. Note: For CALGreen a "bathroom" is a room which contains a bathtub, shower, or tub/shower combination. Fans are required in each -ENVIRONMENTALI Division 4.5 • bathroom. • •- •NMENTAL COMFORT) 4.507.1 4.507.1 Reserved REPEALED: Section 4.507.1 Openings (for whole house fans) has been repealed. There is no substitute language. NO CHANGE FROM 2010 CALGREEN Heating and air conditioning systems shall be sized, designed, and equipment selected using the following methods: 1 - The heat loss and heat gain is established according to ANSUACCA 2 Manual J - 2004 (Residential Load Calculation), ASHRAE Heating and Air handbooks or other equivalent design software or methods. 4.507.2 Conditioning 2 - Duct systems are sized according to ANSVACCA 1 Manual D - 2009 (Residential Duct Systems), ASHRAE handbooks or other System Design equivalent design software or methods. 3 - Select heating and cooling equipment according to ANSVACCA 3 Manual S - 2004 (Residential Equipment Selection) or other equivalent design software or methods. Exception: Use of alternate design temperatures necessary to ensure the system functions are acceptable. NO CHANGE FROM 2010 CALGREEN HVAC system installers shall be trained and certified in the proper installation of HVAC systems and equipment by a recognized training or certification program. Examples of acceptable HVAC training and certification programs include but are not limited to the following: 702.1 Installer Training 1 - State certified apprenticeship programs. 2 - Public utility training programs. 3 - Training programs sponsored by trade, labor or statewide energy consulting or verification organizations. 4 - Programs sponsored by manufacturing organizations. 5 - Other programs acceptable to the enforcing agency. 702.2 Special Inspection NO CHANGE FROM 2010 CALGREEN Special inspectors must be qualified and able to demonstrate competence to the enforcing agency in the discipline in which they are inspecting. NO CHANGE FROM 2010 CALGREEN 703.1 Documentation Documentation of compliance shall include, but is not limited to, construction documents, plans, specifications, builder or installer certification. inspection reports, or other methods acceptable to the local enforcing agency. Other spec documentation or special inspections necessary to verify compliance are specified in appropriate sections of CALGreen. Acknowledgement: This document is an updated version of an original checklist prepared by the California Building Industry Association for summarizing the 2010 CALGreen's mandatory measures for low-rise residential structures. This checklist includes CALGreen provisions effective January 1, 2014, covering all residential buildings and notations for sections revised or updated for the 2013 CALGreen. Note: This document is only a summary of the mandatory measures in the 2013 CALGreen. Users should refer to the most recent version of the 2013 CALGreen code for additional details aril W1111 le requireurenls. PAGE 4 PERMIT C I G iANDALL ENGINEERING .5448 Merrill Mill Road Mariposa, CA 95338 Phone: 209-966.4844 1 e SHEET _ OF �Z JOB NO. _ I rrx%! (A DATE: SLy (,p C-1 r C•IVII- gTFOF CA�IFO 1J ; i�lEt ►�. �� fel Lol..r-- MAY 2 4 20161 � I �1.vjxs�.O_ , CIA.- COUNTY DEVELOPMENT SERVIC T° I " el �G \6 VIEWED FOR goo E COM PLIAN �\�* o 22 BY = 1101 , 0�t 0 � RECEIVED ��/-l[co 1,71 MAY 2 6 20MV BU77E COUNTY DD,9 ®� J WILDING' PLANNING itIVECDr��_ JUN ON' 20,, m Ll i YAM � f •a y�rffe'v Y M - • - .• •'• 5/24/2016 Design Maps Summary Report ZMS Design Maps Summary Report User -Specified Input ReportTitle LUNDBERG BINS Tue May 24, 2016 20:38:48 UTC BUTTE COUNTY Building Code Reference Document ASCE 7-10 Standard 13UILDINDIVISION (which utilizes USGS hazard data available in Z0008) ®� N ��7I®� Site Coordinates 39.49860N, 121.74371W APPROVED Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.604 g SMS = 0.795 g SDS = 0.530 g S1 = 0.270 g SMI = 0.502 g SDI = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 0.H 0.90 0.2 0.65 0.56 0+ 0.48 M 0.40- 0.32- 0.24-- 0.16-- 0.08 .400.320.240.160.08 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) Design Response Spectrum 0.54 0.49-- 0.42-- 0.3c .480.420.36 CP M 0.30 0.24- 0.19-- 0.12-- 0.0G .240.180.120.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGAM, TL, CRS, and CR1 values, please view the detailed report. httpJ/ehp2-earthquake.wr.usgs.gov/designm aps/us/sum mary.php?tem plate= mi ni mal&latitude=39.4986&longitude=-121.7437&siteclass= 3&riskcategory=0&editi... 1/2 C I A c� r - 4— r • r - , - • _ ^ '' FOUNDATION NOTE. - . • - - •, ., � .- T , ... - � ' + + � � W FOR PROPER CATWALK SUPPORT - ^ Y + -_ - J - • • , • ' a. r. _ i 'HALL INSTALLATION THE CENTERLINE OF � Z _. THE SILOS MUST BE HALF WAY k +�. - • ' !. , • ' -.� a r ._ v'Z Z BETWEEN TWO ANCHOR BOLTS 1sV DETAIL 1 1 o w - - • • t Q �� .r e 3/4"(19]•F1554 GR. 36 `' , L � —_ ,4 OF SILOS F _ 'RECOMMENDED ANCHOR 'BOLTS ti� ti� J� + ,, ✓ r7 Q ANCHOR BOLT) `ANCHOR BOLT Co �� ( �� _, Ay(20 REQ'D) (NOTrFURNISHED)' r OF SILO Al OF SILO 02 v / ANCHOR "BOLT ORIENTATION t r . _ /� • \ \ - (FDR MULTIPLE SILO INSTALLATION TO BE A .�'• , INSTALLED WITH CATWALKS) A, V t r 9 C° l6,, SECTION A—A a \ t I + STIFFENER r pGl I BASEPLATE -i 6,9 pAs z, `� ANCHOR BOLT DETAIL fn s• II' •' `F-. -BUTTE COUNTY STIFFENER?,BUILDING DIVISION..`-," USE SILO , ®�E ,. WALL CORRUGATIONPR � DETAIL 1 {.� ;' ;� •' ` E .� ," _/ i STIFFENER BASEPLATE^ .! , :- r ' o' , 3332ESZ1 LOADING INFORMATION DEFINITION US UNITS 'METRIC_ UNITS SILO DEAD LOAD 10.4 KIPS 4.721 MTON SILO FLOOR LOAD 1,040 PSF 5,076 KG/M ' +,a� OVERTURNING MOMENT DUE TO SEISMIC 1,436 FT -KIPS 1,947 KN -M �REC [19] DF1554 GR 36,•, OVERTURNING MOMENT DUE TO WIND X233 FT -KIPS 316 KN -M. RECOMMENDED ANCHOR BOLTS SEISMIC BASE SHEAR. PER BASE PLATE 15 KIPS. 5.11 KN • ��' �-O c +"2 �, + (20 REQ'D) (NOT FURNISHED) .�-p,� WIND .SHEAR. PER BASE PLATE 0.65 KIPS 2.87 KN ' CC47370 s LOAD PER STIFFER (DEAD+ROOF LVE+GRAIN) 14.99 KIPS 66.67 KN * o: Dec. 31, - * SEISMIC COMPRESSION PER STIFFENER 9.57 KIPS 42.58 KN s -2 Q ANCHOR BOLT PLAN uPLFr ENSION PER STIFFENER WIND) 1.24 KIPS 5.51 KN .CIVIL e� - _ - ' lFOF CAV" " •F VERTICAL LOAD AROUND CIRCUMFERENCE I 3,228 LB LIN FTI 47:11 KN/M l .. .. SCAFCO Grain Sydama Company 5400E 9rPO A- s venue SVukon°, WA 99211-11B21S.1213, UUSA 6HALVSYST®BmMPANY NOTE - Tet 309-314-1571 • icc 509-514-9139 • m iIOSCAFCOs • n ,SCAFW.mm 1. FINAL DRAWING — FOR CONSTRUCTION. FOUNDATION PLAN FOR S63025ESCDO1 2. ALL SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT .NOTICE. FOR GRUBER MANUFACTURING #64762 3. DESIGN OF THE FOUNDATION, REINFORCEMENT AND MATERIALS_ IS,THE RESPONSIBILITY OF OTHERS. 4. THE FOUNDATION DESIGN SHALL BE BASED ON SITE SOILS AND OTHER LOCAL CONDITIONS. BY DATE DRAWING NO.: REV. 5. THE ANCHOR BOLT EMBEDMENT END CONDITION AND EMBEDMENT DEPTH TO BE DETERMINED BY A CML ENGINEER. 4WqNDBY 16DATE6. ANCHOR BOLTS MUST BE PLACED ACCURATELY TO MAINTAIN SILO'ROUNDNESS. ANCHOR BOLT PLACEMENTFP3O25ESCD-64762 MUST. BE VERIFIED BY A LICENSED SURVEYOR OR OTHER QUALIFIED INDMDUAL TO ENSURE PLACEMENT IS JD 16MAR16CORRECT. FAILURE TO ENSURE PROPER.ANCHOR BOLT•PLACEMENT MAY CAUSE SILO DAMAGE. REV. BY DATE DESCRIPTION OF CHANGEMH 16MAR16 AMIE 3/18" - 1'' SHEEP: 1 OF 1 wJ evuao ®n ouwmoe eooa SAE.GBADE'1,2 BOLT YOROUE VALUES DU18:' m IOROUE (84•Lfi) [0-40 8/18' (6] 221 [25] 3/8* 16.83 392 [4{33 7/19' III] 628 [713 1/Y [13] 988.[1062] 1 1/2'112 1/2' [714) [,_,j28 1/8' 98 1/4' 36 ROOF 22 GA ROOF SUPPORT Fe 164 �i (i) ILRKi7 D00yJ \_DErAj A 30 [9144 ) HOMMAL DETER E8 1/4' E1B83)j� GA10P IS W TRAPEZOIDAL NSPECRON 3G I., [7861 2195 2 m O -16M GA ':6QlrE Q z �. m z e 16M GA G \ fI' I. GA ■ 1 -14M CA SPDCE TOP 1BGA 212387 7 N ®j (1) 2123 = ` 14M GA BOT 94 1/8' 5 20GA 212395 4 200A 212385 1 .[2390] 218824 T 7H GA -BOT. 9 ii/79' (249] 10830 /// (i) ILRKi7 D00yJ \_DErAj A 30 [9144 ) HOMMAL DETER E8 1/4' E1B83)j� IS W TRAPEZOIDAL NSPECRON RECOMMENDED ANCHOR BOLTS =.3/4' [22] F1554 GR 36, 20 REO'D STIFFENER CONNECTION, DETAILS DRAWING NUMBERS I....,.E/TM32 D.....E/M-M INTQI z �. h N z Z ■ TOP 1BGA 212387 7 6 20GA985 2123 (1) 2123 = 5 20GA 212395 4 200A 212385 3 IBCA 212381 T 2 1BOA 212368 BOTTOM 140A 212478 7H GA -BOT. 9 ii/79' (249] 10830 /// (i) ILRKi7 D00yJ \_DErAj A 30 [9144 ) HOMMAL DETER MODEL SB3025ESCDOI (SEISMIC CATEGORY D) CAPACITY: 19,271 CU. FT. (546 CU. M.) RECOMMENDED ANCHOR BOLTS =.3/4' [22] F1554 GR 36, 20 REO'D STIFFENER CONNECTION, DETAILS DRAWING NUMBERS I....,.E/TM32 D.....E/M-M IIL...E/M-MB-HO/125 14 GA X 42 2/3' X 116' OUTSIDE STIFFENED WALL SHEET ABOVE DOOR 19 'GA X 42 2/3' X 97 1/4' SHORT OUTSIDESTIFFENED I� WALL SHEET R.H.) i I 14 GA 42 2/3' X'41' 3 SHORT OUTSIDE STIFFENED WALL SHEET (R.H.) .8 GA X 41' X 18 2/3'_ RAISED WALK-IN SHEET SILL SHEET USE 3/8' X 1 1/4' HH BOLTS W/SW GRADE 8.2 (2 0389) /,TO FASTEN WALK-IN DOOR TO SILO WALL �1 19 GA X 42 2/3' X 97 1/4' SHORT OUTSIDE STIFFENED WALL SHEET (LH.) 14 GA X 42 2/3' X 41' SHORT OUTSIDE STIFFENED WALL SHEET (L.H.) t _- WALK-IN DOOR (211157A) DETAIL A i NOTE. ORENTATION �+y {Qapy' q yyq n � \� TYPICAL WALLSHEET �,�r�� v_ - EXTERNALLY ST6•FT?IED �� y \ 0 oo VIEW FROM D750)E THE BM U lV 11gg ®� 1 INSIDE - 0 IDP or 960 SILO WALL �, gg $ A NIX HUT" WALISHEEF P I LU I11I HEX HEAD BOLT (20) STIFFENERS, ARE \J WSW GRADE 8.2 TO BE INSTALLED Z pp LOWER / OUTSIDE THE SILO WALL 2 0 N -<' s t3 19 WAL SHEEN 75 U g N0 W"�T PLAN VIEW N N N N� i Z O D SHOWING EXTERNAL STIFFENERS z z HORIZONTAL SEAM - (n n m C� NOTES: 00 N K (S 1. TOP WALL SHEETS ARE PUNCHED 0 3 1/8' [79] O.C. AT THE TOP OF THE SHEET ZSo ESS)p�yp („[ m AND 0 9 3/8' [238] O.C. AT THE BOTTOM. IT. pp 2. UPPER WALL SHEET RING ALWAYS OVERLAPS THE WALL SHEET RING BELOW ,o • �Q0 �y y G 3. BOTTOM RING OF WALL SHEETS HAS INWARD FLANGE. N 4. • INDICATES SPLICE PLATE (SEE CHART FOR PART NO.). UA7370 m8 f+ S. TO PREVENT STRIPPING OW THE SEALING WASHER FROM THE ROUT HEAD. ;Dec. 31. 20;7 {r (n o g ALWAYS DRIVE THE NUT (INSTEAD OF THE BOLT) TO FASTEN CONNECTIONS. aa1'1 Y, rc n 6 HORIZONTAL-WALLSHEET CONN[_ N `PT CIVIL P2 8. HORIZONTAL SEAMS - USE 3/8'.X. 1' [70: X.25j GR. 82 BOLTS (290103). qrP OF CN B : 7. HORIZONTAL SEAMS -. ALL BOLT SPACING IS 0 9 3/8' [238] O.C., g 0 �! Y e EXCEPT THOSE MARKED 0; BOLT SPACING IS 0, 3 1/8' [79] O.C. P@. 3 8. VERTICAL SEAMS - USE 3/8' X-1' [10 X.25] GR. 8.2 BOLTS (290103). _ SPECIFICATIONS SUBJECT TO CHANGE WITHOUT PRIOR NOTICE GRAIN BIN DESIGN Calculate Seismic Loads for IBC 2006 Conditions 1CRY I Rlchvele, CA ZJp.Code I ! 95974 Description Equation value. Ss. Spec, Resp. Acct (Short) y = Sum Sum A SI Spec: Resp. Acc. (One Sec) 0.271 Soil Factor, F; Site coefficient 1.318 SWI Factor F, Site Coefficient 1;958 Sm- s%D-WdMCa,Sp- Ftt*A&-(S 16 0.796. SMI s%e,np,d NCE, a- Ai, sin. mrm acct 0.604 . SDS=213SUS a%o.apdoeamdapR, ecce Ata t-W.M 0.531 SDI =2/3SMI ai o..o./ a tmv�n..r. k.lo%a.el 0.336 Seismic Design Category Lookup D - Consider Site Class Assumed D Importance Factor Lookup 1:0 P, Lookup. 3 Laterai.Seismic, orce about center of gravity of stored materia Description Equation, Result . Y. Center of Gravity y = Sum Sum A 14.28 Seismic Response CoeH. C. = Sag1 (R ) 0.177 Seismic Base Shear 1.0 143.68 Earthquake Load (ASD) E =0.7. V 1.2 Overturning Moment 1.1 .438' Res lin Moment= W (D..2) 1.6 Overturning Safely FactorF? ,. M.I 8.48 Selsmic Comp. /.Stiffener (4 / N ) 9.57 Fric Coeff, btwfoor & grain Constant 0.40 Friction Force on Floor' A. (Frit Coeff) (Floor Load). :293.93 e0% Friction Force:on Floor 0.8 Friction), .235.15 SCAFCO GRAIN SYSTEMS COMPANY OSCE 7-10 (11.4-1) OSCE 7-10 (11.4-2) OSCE 7-10 (11.43) OSCE 7-16(11.4-4) feet ASCE 7-10 (12.8-2 ) ki s ASCE 7_110.(118-1) _ s ASCE 7-10 (2.4.1.8) I kips foot kips kips Gaylord & Gaylord 23-6 (18) ASCE 7.10 TABLE 11.4-1 SITE COEFFICIENT. E Site Class Mapped Maximum Considered Earthquake Spectral Response Acceleration Parameler at Short Period S s0.25 S.50.5 S.S0,75 S,s1:0 S.s1,25 A 0.8 0.0 0.8 0.8 1 0.8 B 1.0 1.0: 1.0 1.0 1.0 C 1.2 1.2 1.1 1,0 1.0 D 1.6 1:4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See section 11.4.7 30.23 4.52 0.10. ASCE 7-10 TABLE 11.4-2 SITE COEFFICIENT, E Site Class Mapped Maximum Considered Earthquake Spectral Response Accelerallon Parameter st.t-s Period 8's0.1. 5,30.2 1 S,sO.3 S s0.4 S s0.5 A O.B. .0.8 -0.8 0.8 0.8 8 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See section 11.4.7 30.23 4.52 0.10. kips Grain Floor Friction Resistance Rule kips Use 33% of friction to resist shear on en h govt or bolls Shear / Stiffener (Seismic Shear), I (E'-.(.6 or .33 or .25). F) I 1.16 kips Tens.1 Stiffener (Selsmlc Uplift) I -(W 1 n) + (0: x 4. /, D)j 0,00 kips Gaylord &'Gaylord 23-6 (18) ....... ....,.I..,lnwe TIMI,. � Calculate Wind Load on Enclosure Height ]Wind Speed 1 115 Imph , lExposure I C Wind Force Roof K. VARIABLE H Diameter 30 feel K. 1 q, (PSF Eave Height 24.89. feet ^ Roof Pitch 30 degrees lj1 Kd 0.95 MW Nm G 0.85 0 Roof Rise feat C 1.2 27:34 ,0,6 Ips ., CONi.. (ool-kips g2.32.76 0.00 94.114 0.5 F%.rdy , N M.1 T" .e (01 [Wind Comp. / Stiffener (4 WWI in D) 1 F. / N I0.85 kips 0.9 Shear! Stiffener (Wind Shear) Tens. / Stiffener (Wind Uplift)n + _ / 1.24 _ _kips SEISMIC SHEAR CONTROLS ANCHOR DESIGN WIND OVERTURNING CONTROLS ANCHOR DESIGN BUTTE COUNTY BUILDING DIVISION APPROVED Used In Table From ASCE 7-10 Chapter 27 SPOKANE. WA • Pg c. 3025ESCD - GRUBER MANUFACTURING $64762 -NA -160411 1 printed: 4/112016 Height Val. Press: Exposure Cost. Velocity pressure Wind Force Walls Wind Force Roof Overturning Overturning Moment Walls Moment Roof H Hz K q, (PSF F' F,66n MW Nm M 0 15 , 0.85 27:34 1255 0.00 94.114 0.000 16 20 . 0.9 26.95 4.43 0.00 77.505 .0.000 20 25 .0.94 30.23 4.52 0.10. 101.515 2.781 25 3D 0.98 31.52 0.00 3.30. 0.000 91.729 30 40 1.04 WAS 0.00 0.73 0.000 20.271 40 50 1.09 35.06 0.00 0.00 0.000 0.000 60 60 1.13 36.34 0.00 0.00 0.000 0.000 60 70 1.17 37.63 0.00 0.00 0.000 0.000 70 8o 121 38.92 0,00 0.00 0.000 0.000 80 90 1.24 39.88 0.00 0.00 0.000 0,000 90 100 1.26 40:53 0.00 0.00 0.000 0.000 100 120 .1.3142.13 0.00 0.00 0.000 0.000 120 140. 1.36 43.74 0.00 0,00 O.00D 0.000 140 160 1.39 44.71 0.00 0.00 0.000 2,.000 TOTALS 1 21.50kips 1 387.914 fool-ki s Used In Table From ASCE 7-10 Chapter 27 SPOKANE. WA • Pg c. 3025ESCD - GRUBER MANUFACTURING $64762 -NA -160411 1 printed: 4/112016 CRANDALL ENGINEERING 5448 Merrill Mill Road Mariposa, CA 95338 Phone: 209-966-4844 ' SHEET CO OF- J08140. FJ08HO. kp (G0 DATE: 5 //V( �O 1,.00 31.00 13U�� ®UNDIV1� o ►III DINCa lAll 60.00 66.00 I/ LINE Bolts/Line OFFSET C s/BOLT IT Lundberg FF Bins �� 15 r 2 2 14 8.935 Bind D 30� P= 94.248 7.659 S= 706.858 L/BOLT= 4.712 5.744 Applied Moment 1436 FT -K 4 Applied Moment s max = M/S = 2.032 K/LF 0 s max = M/S = LINE Bolts/Line OFFSET C s/BOLT IT 1 1 15 , 9.573 2 2 14 8.935 3 2 12 7.659 4 2 9 5.744 5 2 4 2.553 6 2 0 0.000 7 2 -4 -2.553 8 2 -9 -5.744 9 2 -12 -7.659 10 2 -14 -8.935 11 1 -15 -9.573 O(A 2051 FT -K 2.902 K/LF LINE Bolts/Line OFFSET s/BOLT C TOR C 1 1 15 13.673 2 2 14 12.762 3 1 2 12 10.939 4 2 9 8.204 5 2 4 3.646 6 2 0 0.000 7 2 -4 -3.646 8 2 -9 -8.204 9 2 -12 -10.939 10 2 -14 -12.762 11 1 -15 -13.673 Applied Moment 233' FT -K _ Applied Moment s max = M/S = 0.330 K/LF s max = M/S = LINE Bolts/Line OFFSET C s/BOLT TOR C 1 1 15 1.553 2 2 14. 1.450 3 2 12 1.243 4 2 9 0.932 5 2 4 0.414 6 2 0 0.000 7 2 -4 -0.414 8 2 -9 -0.932 9 2 -12 -1.243 10 2 -14 -1.450 11 1 -15 -1.553 4� 388 FT -K 0.549 K/LF LINE Bolts/Line OFFSET C s/BOLT TOR C 1 1 15 2.587 2 2 14 2.414 3 2 12 2.069 4 2 9 1.552 5 2 4 0.690 6 2 0 0.000 7 2 -4 -0.690 8 2 -9 -1.552 9 2 -12 -2.069 10 2 -14 -2.414 11 1 -15 -2.587 I 1J .................................. .................................... ........... ....................... .......11' btg-b- .......................... ................................... >I OZSV 0 *.......... .. y 62g.b —.--+. . . . . . ozg-o-----* ................. yug.0- 0 ... .................................... .................................... ................................... ................................... 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Andy Crandall- VisualAnaysis 12.00.0016 Report Model Summary Structure Type: Space Freme t. • 2415 Nodes, and 14483 Degrees of Freedom 1 - • 2312 Plate Elements _ I " 2415 Spring Supports The model is non-linear. -- The size o1 the model is: ' - 68 fl. in the X direction 0 f, in the Y direction t ' " 34 R, in the Z direction - I nnrl (:meet Project° MATFOOTINC J `Andy Crandall, CRANDALL E C:\UserMPCUser%D'esktop\1616 fi#7^.; y:^- D D D D D D D D D D D D D D D D D ID En' No No No No No No No No Nodal Loads LoadiCase cl r3 a �t, tNode *z11 (°Direction+ �. h;.a. r s 4k -t V-7*= F6rf6, a1i ) *F1Vom6nt fi#7^.; y:^- '`i=�+.,r.�F :.?: =v9 a ti .'a'.�`" nre k." 'T•"1'%i'..: �"8'fiC"�3 -T_ itnrY:, kYw t=,.K�?t.'d cs %*-;s'?V.x=;K-ft D N158 DY -0.52 0.00 D N192 DY -0.52 0.00 D N222 DY t -0.52 0.00 D N232 DY -0.52 0.00 D N256 DY -0.52 0.00 D N266 DY -0.52 0.00 Page 1 vsuafAnatysts 1200.0016(x5 Jes b.com) Page 2 VsuatA-Ws 1200.0016 (www.tesweb.=n) r I e Page 3 Vlw.IA 4.ys 1200.0016 (www.i—b.—) Page 4 VIF—LA a V.ia 1260.0016 (www.iesweb.crom) i e Page 3 Vlw.IA 4.ys 1200.0016 (www.i—b.—) Page 4 VIF—LA a V.ia 1260.0016 (www.iesweb.crom) i f R I r Page 5 vsualAnaWs 7200.0010 (w Jes b.=.) I 5 Project: MATFOOTING polnt'1 plate 2h:MOD r. ' .. J. Andy Crefdel, CRANDALL ENGINEERING � Wy 11, 2016 C:1UsemV CUserDesktop11g16 LUNDBERG BINS Plate Pressure Loads Lesd,Ces -*"+Plate ^Waterlel. .-t. ,zpressure.1 —"'.!aP.ressurer2' �SP.rei3ure:3.,'tK-.. Preskere;4 r �-t.i::.r:<..: �'•.: ,' ,:� Fv la: -:e> .. -?;vim' 1:_.. �;..4-el..t '1 H P001.3.13 -NA. 1.046-003 i.oft-M 1.046.003 µ,1.060W0] Page1 NaoNnerysb f}.00.0016 (wlwvb6waL.me4 Page 2 Wueunerybs 1z00.00f6I6ow.b46m.mN Pegs 3 NsuWnsyeb 11.00.00161a'6'f.'.b06v0.6any Peg. 4 NVWnebtl41za6.mle (.w.c6.m.6m0 , 1.oawm I.Oae.003 1.04.om 1.04.003 1.04.00.7 1.04.003 Project: J."Cn CAU3en1P H N H �. H H H H POOIAOM•NA- 1.04-003 1.4-003 1.4.003 1.04-003 H M1.10.59 HSA- 1.04.003 1.0 -= 1.04-003 1.04.003 N P001.10.60 -NA- 1.04-003 1.4.003 1.04.003 1.04.003 _ H Po01.1 o.e1 •NA- t00e.003 1,04.00.7 1.04e.003 1.04.003 H P001.10.62 JaN- - 1.04-003 1.04.003 1.04.00.7 1.04.009 - H P001.10.63 J!A- 1.04.003 1.010.003 1.04.003 1.0ae-003 _ H POO1.t0.6a -NA- 1.04.003 1.04.009 104.003 1.04.003 _ M POOl., 1S -NA • 1.04-00] 1.000.003 1.04.003 1.04.W3 H P001.11.0 •NA• 1.04.003 1,04-003 1.04-003 1.04.003 H P001.11.7 •NA• 1.04.003 1.04.003 1.04.003 1.04.003 _ H P001.11.0 •NA- 1,04.003 I.01e.003 1.04.003 1.04.003 h r. H P001.11. •NA• 1.04.00.1 1.04.003 1.000.003 1.04.003 Pages _ _ Page 6 1. IasaNnelJN 1t.00.00ia P0ww.lueae.mry ' . Wue4Na9alr uaaa0leMw.unm.mN Project: MATFOOTING point 1,platelh MOD J. MOy Crantle0, CRANDALL ENGWEERING -May 11, 2018 • --z; CAU..m%PCWaADaaMop)1816 WNDBERG SINS ' H P001.12.10 -NA- 1.04.003 1.04.003 1.04.003 1.04.003 N P001.12.19 •HIY - 1.04-007 1.04.003 MH PP000011..1...11.O4 220 1.04-0 1.04.003 1.04Oe-0.00.i 1. 12.21 1.040 1.04O H P001.12.22 104.003 1.04.0 1! .4 Page 7 HaoHnafyW u.m.mla A.w..na.m.mHt 1 .. Page B HeaYAne9La Izaaa0le Pwr.auw4mrtl tol Page g Page 10 n.�.w�ym u.ao.00te �rww.msacme v2wwn�ryns izoama a..�..mamoru • . Page11 we.wi.ym ia..W'erw�..►,.m.oyp e Page 17 rouwwy. 2aaroie fw.w.mwmN Page 13 Page 14 .,, wauullrym rs.oaoole /www.eew.ony w,lw4aeyr, lzoaao11 r1...a1»m.m11 1 Y Project: MATFOOTING point I. plate -2h MOD e ` J. Moy CreMeO, CkANDALL-ENGWEERING • May 11, 2016 , C1UsemNCUseADeslaoP11616 WNDBERG SINS' H POO 1.20.43 -Nb 1.041.003 1.Ob•00] I.ONNIm 1.041.001 H - P00120.44 lIN- 1.040.003 1.04aM01 fAbN103 1.041.003 - H P001 .45 J4A- f.OaeMW 1,04aM0] 1.04eN103 1.041.003 Z. . M Po0120.48 -Nh 1.041.003 1.0411003 I.We•00:11.041.00] ` H P00120.47 -NM I.04e1003 1.0411003 1.0411003 1.0411003 H Po0120.48 Joh I04a1W3 I104e1003 I.Ob10N 1.04a1003 H P00120.45 -NA- tA4e1003 1.04a1003 fA4e1a03 1.Oae100.9 H P001.20.50 -Na 1.0411003 t.o4e.m3 1.OIeHIm 1.0401003 H P00120.51 -N11- 1.041m 1.O4am f.ObZ 1.04a100J ' H P00120.52 -14A- 1.041M0] 1.041.003 1.D4e1003 1Ob10P3 .. Page Is wauwneryee t2.1M.o11a (r1w.flnwe.Omy Page 16 ' wvewwry41z1a1w1a (w`1r•4411eD.4me 4 Project: MATFOOTING°point l.plate 2h MOD `Project: MATFOOTING pointwl:plate,2h MOD J. May Cra d.q CRANDALL ENGINEERING . ,, Mey 11; 2018., J. Andy Crelde6, CRANDALL ENGINEERING -% ; Mey 11; 2018 ' C:1UseralPCUaeADesle.p11B18 LUNOBERG BINS1 - ; ` v"-'C:1UseralPCUaeADeadtiy.1816.LUI4DBEROBINS\ " H 3001.22.52 NA- 1,04..003 1.04-W3 1.00-0 - 7.D"•007 X P001.23M NA- 1.04..001 1.04.00] 1.04".007 1.4..007 H - Peal 22.53 AA- 1.04.00.1 1.0"•007 1.04.003 7.0".003 H P001.23.56 NA- 1.04.00.1 1 04..003 1.04m 1.04.003 N P001.22.Sa NA- 1.04..000 1."•003 1.04.00.1 1.0".OW X P001.23.59 NA. 7.0..007 1.0..003 1.04..007 1.04..003 X 3001.21.5 -NA- 49 1.0.003 1.04.003 I.M. 1.04..00] H PWI.23.61) NM 1.040.00] 1.04..003 1. .0.007 1.04.00] X PWi.22.56 NA- 1.04.007 1.We.003 1.04..003 1.04..003H PW7.23.61 -NA. 1.0".00311040-M 1.04.00.1 1.04..003 M P001.22.W •NA. 1.04e.003 1.04..003 1.0..003 1.04..003 H P001.23.62 NA• 1.004007 1O4.003 1.04..003 I.00e.0p7 X P001.22.5 NA- 1.04..003 1.04..003 1.04a-003 1.04..003 H P001.23.63 -NA.- 1.04.003 1.04..003 1.04..00] 1.04.007 H POM 22.59 -NA. 1.04.00] 1.04e -0W 1.04.-003 1.04e.003 N P001.23.64 AA- 1.O4.OD7 1.04..003 1.04e•00.1 1.04.•003 H P001.22.60 41A- 1.04..003 1.04..003 f.04e.OW 1.04..007 N P001.23.5 - 'NA. 1.04..003 1.04..003 1.04e•W3 1.04e.003 H P00122.61 AA- 1.04..00.1 1.0"•003 1.04..003 1.0..003 H PW1.2a.5 1,04.03703 1.04.•003 1.04.•00] 1,04..003 H P00122.62 -NA. 1.04..003 1.049.003 1.049.003 1.04..007 H PDO1.24.6 -NA- 1.04.•007 1.04.•003 1.049.007 1.04.•003 H PW122.63 44A- 7,04..003 1.04..000 1.04..003 1.04..003 H P001.24.7 -NA- 1.04e•007 1.04eN103 7.04.•003 1.04..003 H - P00122.64 NA- 1.04..003 1.04.•003 1.0".007 1.049.003 H P001.24.6 -NA. 1.0".003 7.04.003 1.04..003 1.04..003 H - P00122.65 NA- 1.04e.003 1.04.•003 1.04.•007 1.04.00.1 H P001.24.9 NA- I04e•003 1.049.009 1.04.003 1.0..007 H P00127.4 NA. 1.04.007 1.04..003 1.04e.003 1.04.003 H P001.24.10 AA. 1.04..00] 1.049.003 1.04.•003 1.04..00] H 300127.5 NA- 1.04..007 1.0.•003 1.0".009 1.0m m H P001.24.11 AA. - 1.04.003 1.04.003 1.04 003 7.04e.00] H 3001.13.6 -NA- 1.0..003 1.049.00.1 1.049.003 1.04e.003 M 3001.2..12 •MA- 1.04..009 t Ob.00] 1 0".003 1.0.e-003 M 300123.7 AA- 1.04..003 1.04.•007 1.048•003 1.04e.OM H P001.24.13 Nb 1.04..003 1.04..007 1.0..003 1.041.003 H POp127.6 NA- 1.0".003 1.04..003 1.04-003 1.0".009 H PW1.24.14 NA- 1.04..003 1.04..003 1.04e.W3 1.04e.007 . M POOL 23.9 NA- 1.0..003 1.04e•Oa3 1.04..003 1.04..003 M P001.24.15 -NA. 1.04..003 1.04e.003 1.04a.0m 1.04..003 H 300123.10 NA- 1.04..007 1.049.003 1.04-003 1.049-003 H P001.24.16 -N& 1.04..007 1.04..00.1 1 0-M 1.04e•003 M P001.23.11 NA. 1.04..007 7.04e.003 1.04..003 1.04e.063 H P001.24A7 NA. 1.0...003 1.041.00.1 1.04.003 1.049.003 12,127 1.04..003 1.04.•0 1Jke-M 1.0..03 X P001.24.18 NM 1.04.-0003 1.04.00.1 1.04.•001 104..0033 NA. 1.04..003 .0 4..007 1.04.003 X P001.24.19 NA. 1.0"0. 1.04..003 1.040•0 .04.007 P00123.14 1.04.0 1.04..003 .H 7.04e.007 H P001.24.20 -NA. - 1.04..007 1.04..003 7.D4e.007 7.Ob-003 H P001.23 IS •MA. 1.04..003 1.04e.003 1.04..003 7.0".003 H P001.24.21 AA- 1.04.009 1.04.00] 1.04..00] 1.04..00] N 3001.23.16 AA, 1.0..003 1.0".003 1.04e•003 1.0".003 H P001.24M AA. 1.0.•003 'Or, 7.04.003 1.04..003 H P001.ZJ.17 NA. 1.0..003 1.04..003 1.O.e-0W 1.O4a.003 H P001.24.23 -NA. 7.04a.003 1.04..007 1.04.•003 1.04..003 N 3001.23.16 3123.19 •NA- 10..003 1.0..003 1.04.•003 1.0".003 N P001.24.24 NA- 7.04..003 1.00.003 1.0..00] 1.0".00] H -NA• 1.04..003 1.04..003 1.04.•003 1.0".003 H P001.24.25 NA- 1.00..000 1.04e.009 1.04e-003 1.04..0.3 H POD1.23.20 NA. 1.04..003 1.04e.003 1.04e-003 1.04.•003 H P001.24.26 -NA. 1.04e.003 1.04..003 1.04..003 7.04.003 H P00123.21 AA- 1.04..003 1.04e.003 1.049.003 1.049.003 H P001.24.27 -NA. 1.04e.003 1.04.003 1.04..003 1.049.00.1 M P001.23.22 AA- 1.04..003 1.04.•003 1.04.•003 1.04..003 H P001.24.26 NA. 1.0...003 1.04.003 1.04.400.1 1,04.•003 H P00123.23 -NA. 1.04..003 1.04e•003 1.040 -OW 1.04..003 H P001.24.29 NA- 1.040.003 1.04..003 7.04..003 1.0..007 H POO24 AA. 1.04.003 1.04e•003 1.049.003 1.04e.003 H P001.24.30 -NA- 1.00.003 f 04..003 1.04.007 1.0"•003 M .123 NA- 1.04. 1.0..00.1 1.0.0.003 1.04e.003 H P001.24M NA- 1.04..003 1.041.003 1.04..003 7.04e.00] H 3001.27.26 -NA. 7.0.-003 1.04e.OD3 1.p4e.007 1.04e•003 H P001.24.40 NA- 1.04..0031.0..00] H P001.23.27 -NA- 1.04..003 1.04- OW 1.04.•007 1.04..003 H P001.24.41 AA. I.D4..007 1,04.009 1.0".003 1.04. H P001.27.26 -NA- 7.04.003 1.04•003 1.04e -OM 1.04..003 H P001.24.42 AA. 1.0..001 1.04.003 1,003.007 1.0.•00.7 H P001.23.29 AA. 1.04..003 7.04..000 1.00.003 1.04e•003 H PW1.24.43 AA. 104.001 7.049.003 1.049.00.1 104..003 H P00123.30 AA- 1.04..003 1.04.003 1.0...007 1.0".000 H P007.24." NA- 1.04.•000 1.0..007 1.04.00] 1.04..007 H - P00123.31 AA. 1.0.-003 7.009.003 1.04.•000 1.04.-0= H P001.24A9 -NA. 7.04e.003 1.0..00] 1 040.003 1.04.-00.1 H P001.23.38 AA- 1.04-00.1 1.04.00 1.0..•003 1.04..001 H PWI.24.45 -NA- 1.04e.003 1.04..003 1.04..003 I.04e 0. N 30012].19 NA- 1.0".007 1.04..003 1.4.-003 1.0".009 H P001.24.47 AA. 1.04.003 1.0".003 7.0".00.1 1.04..003 H 300123.40 NA. 1.04.-00.1 1.04..003 1.040.003 1.049.003 X PW1.24.46 -NA- 1.040.003 1.04e.003 1.0".003 1.0".007 H MIMIC NA- 7.0".003 1.0..•003 1.04..003 Me. 1.04..003 H P001.24.49 •NA. 1.04..009 1.04..003 1.04.003 1.04..007 M P001 M.42 NA- 7.04e.003 1.04..003 7.04.003 H PDO1.24.50 -NA. 1.049.009 1.0..003 1.0"•003 1.041.003 H POD123.43 AA- 1.04..00.1 1.04..003 1.04.•003 7.04..00.1 H P001.24.51 41A• 1.a4 -0W 1.04.003 1.04.003 I.04a.001 H PDe1.23.44 NA. 1.04e.003 1.04..003 1."•003 1.004..000 H P001.24.57 -NA. 1.0.9.0031.0..003 10"•00] 1.04.-0= H PD0123.45 NA- 1.0".003 1.04..003 IAb.003 1.04..003H P001.24M NM 1.0.0.003 4.03 1.04. 1.04e.003 1.040007 H P001.23.46 NA. 1.04..003 1.0..003 I .40+003 1.0.-001 N P001.24.54 NA. 1.049.003 1.04a.00.9 1.04..003 1,04.007 H P001.23.47 AA- 1.04..003 1.04e.003 1.00•003 1.04..003 H P001.24.55 NA- 7.04..003 1.041.003 1.64..003 1.041.003 H P00123.46 AA. 1.04..00.1 1.04.•003 1.04..003 1.049.007 H P001.2456 NA- 7.04a.W3 1.040.003 104e.007 1.04e•001 H PW1.23.49 -NA. 1.04..00.1 1.04..003 1.04..003 1.04e.003 H P001.24.57 -NA. 1.0".003 1.04..007 7.04.•003 LOW= N P00123.50 AA- 1.04..003 1.04e•0W 1.04..003 1.0".009 H P001.24.56 A• -NA-4.007 10. 1.04..003 1.0".003 1.04.003 H P001.23.51 41A- 1.04.003 1.d .003 1.04e.003 1.0".00 H P001.24.59 NM 1.04..003 1.04.003 7.041.003 7.4.003 H P001.23.52 NA- 1.04e-003 1.0..003 1.04..003 1.04e.000 M P001.24.60 -NA- 1.04e.003 1.04e•003 1.04.•003 1.04..003 • H 3001 .13.63 •MA• 1.04.-003 1.0".003 I.O.e.OW 1.04..000 H P001.24.61 NA. 1.0".003 1.04.•003 1.0..•003 1.041.001 N 3001.27.54 AA- 1.04..003 1.04e•0W 1.0".003 1.0".007 H 3001.24.81 NA. 1.4.-003 1,04.003 7.04..003 1.041.003 H PDO 23.S -NA- 1.04..000 1.04.000 1.049.00.9 1.04..003 H 3001.2..3 NA• 1.0".003 1,041.003 1.04e.W7 1.0".003 H P00123.5 NA. 1.04.03)00 I H P001.24.64 NA- 1.04e-00.1 1.04e.003 1.64..007 1.04..007 Page 17 _ . XmeNne7jeb +zm.ml. raaw.l4sws64m9 r • 4 • - Page 18 ," � lbuel.elyileu.arole7aaa.w.m...au e � r 4 f Page t6 n.uwryaa 12.9amla f0o1r.b4..e.4.+0 . Page 20 vmlewuyel41z0a.W le 1aww.4lsewr4mlD 1 Pege 21 NaoNaMw �zoo.ao�e �wew.rs..e.my Project: MATFOOTING:pointl plate.2h'MOD ' ! Page 23 nauunerym u.00." r—bi-v Cwv •Project:MATFOOTING.point1,plate2h.MOD i r 6 Page 22 veueuneiyw izoo.00re�»w.a.wamry .. 1 Project: MATF:OOTING point 1'plate_2'h.' J. Andy'Crandall,•.CRANDALL-ENGINEER ING -.May'07,'2016 ' CAU sers\PCUser\AppData\Local\Temp\ �gplca•t.. a G Plate Elements `Plate Material: 'Thickness,-, ,<Area .-- -VVei.g ht _-- 2'Node - - 3 'No•de 4'Node P001.1.1 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N001 N005 N006 N007 P001.1.2 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N007 N006 N008 N009 P001.1.3 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N009 N008 N010 N011 P001.1.4 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N011 N010 N012 N013 P001.1.5 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N013 N012 N014 N015 P001.1.6 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N015 N014 N016 N017 P001.1.7 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N017 N016 N018 N019 P001.1.8 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N019 N018 N020 N021 P001.1.9 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N021 N020 N022 N023 P001.1.10 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N023 N022 N024 N025 P001.1.11 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N025 N024 N026 N027 P001.1.12 Concrete (F'c = 3 ksi 16.00 1.00. 0.20 N027 N026 N028 N029 P001.1.13 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N029 N028 N030 N031 P001.1.14 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N031 N030 N032 N033 P001.1.15 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N033 N032 N034 N035 P001.1.16 Concrete(Fc = 3 ksi 16.00 -1.00. 0.20 N035 N034 N036 N037 P001.1.17 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N037 N036 N038 N039 P001.1.18 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N039 N038 N040 N041 P001.1.19 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N041 N040 N042 N043 P001.1.20 Concrete(Fc = 3 ksi 16.00 1.00 0.20 N043 N042 N044 N045 P001.1.21 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N045 N044 N046 N047 P001.1.22 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N047 N046 N048 N049 P001.1.23' Concrete(Fc = 3 ksi 16.00 1.00 0.20 N049 N048 N050 N051 P001.1.24 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N051 N050 N052 N053 P001.1.25 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N053 N052 N054 N055 P001.1.26 Concrete(Fc = 3 ksi 16.00 1.00 0.20 N055 N054 N056 N057 P001.1.27 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N057 N056 N058 N059 P001.1.28 Concrete(Fc = 3 ksi 16.00 , 1.00 0.20 N059 N058 N060 N061 P001.1.29 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N061 N060 N062 N063 P001.1.30 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N063 N062 N064 N065 P001.1.31 Concrete (F'c = 3 ksi '16.00 1.00. 0.20 N065 N064 N066 N067 P001.1.32 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N067 N066 N068 N069 P001.1.33 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N069 N068 N070 N071 P001.1.34 Concrete (F'c = 3 ksi . 16.00 - 1.00 0.20 N071 N070 N072 N073 P001.1.35 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N073 N072 N074 N075 P001.1.36 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N075 N074 N076 N077 P001.1.37 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N077 N076 N078 N079 P001.1.38 Concrete (F'c = 3 ksi 16.00 1.00 - 0.20 N079 N078 N080 N081 P001.1.39 Concrete (F'c = 3 ksi 16.00- .1.00 0.20 N081 N080 N082 N083 P001.1.40 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N083 N082 N084 N085 P001.1.41 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N085 N084 N086 N087 P001.1.42 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N087 N086 N088 N089 P001.1.43 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N089 N088 N090 N091 P001.1.44 Concrete(Fc = 3 ksi 16.00 1.00 0.20 N091 N090 N092 N093 P001.1.45. Concrete (F'c = 3 ksi 16.00 1.00 0.20 N093 N092 N094 N095 P001.1.46 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N095 N094 N096 N097 P001.1.47 Concrete (F'c = 3 ksi .16.00," ..1.00 0.20 N097 N096 N098 N099 P001.1.48 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N099 N098 N100 N101 P001.1.49 Concrete(Fc = 3 ksi 16.00 1.00 0.20 N101 N100 N102 N103 P001.1.50 Concrete F'c= 3 ksi 16.00 1.00 0.20 N103 N102 N104 N105 P001.1.51 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N105 N104 N106 N107 P001.1.52 Concrete F'c= 3 ksi 16.00 1.00 0.20 N107 N106 N108 N109 P001.1.53 Concrete (F'c = 3 ksi -16.00 1.00 0.20 N109 N108 N110 N111 P001.1.54 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N111 N110 N112 N113 P001.1.55 Concrete (F'c = 3 ksi 16.00 1.00 0.20 N113 N112 N114 N115 P001.1.56 Concrete F'c= 3 ksi 16.00 1.00 0.20 N115 N114 N116 N117 I. Page 1 VisualAnalysis 12.00.0016 (www.iesweb.com) Project. °MATFO.OTI'NG ,point 9 ::plate 2h.'MOD J. Andy Crandall, CRANDALL,ENGINEERING May :1.1,.20116 C:\Users\PCUser\Desktop\1'616 `LU.N DBERG' BI NS\ Spring Results (Extreme Rows Onlv) S rin : `-Result Case !Name. . r.f: ;Force .:.. Dis'�laceme6t ::: ..M'orner t' Rotation; eg Soi1001 .6D+.6W »+X -0.09 -0.00 -NA- -NA- Soi1001 D+H AUT- -OUT- -OUT- Soill64 D+H+E+X -1.39 -0.03 -NA- -NA- Page 1 VisualAnalysis 12.00.0016 (www.iesweb.com) Project: MATFOOTING .point 'l plate 2h `MOD J. AndyCrandall, CRANDALL ENGINEERING dMay.11, 2016 C:\U.sers\PCUser\Desktop\1616 LUNDBERG BINS\ Design Mesh Results Design Mesh: Mesh1 (Auto) Wall/Slab flexural checks only, per ACI318-08 Designed As: 16.00 in thick. Material: \Concrete\Concrete (F'c = 3 ksi) DESIGN DETAILS: Thickness: 16.00 in f c = 3.00 Ksi, Fy = 60.00 Ksi Top x Bars: #5 @ 12.00 in O.C., As Provided = 0.31 in^2/ft Top y Bars: #5 @ 12.00 in O.C., As Provided = 0.31 in^2/ft ff Bottom x Bars: #5 @ 12.00 in O.C., As Provided = 0.31 in^2/ft Bottom y Bars: #5 @ 12.00 in O.C., As Provided = 0.31 in^2/ft +Ivlx uneCK Plate Result Demand 'Capacity +Mx Code Unity 'Details +.M x Name Case' ft-K/ft .ft-K/ft' •Ref: ck - P001.4.47 1.2D-1.6H+E+Z 4.39 19.37 ACI 13.5.1,-'C�o�ph=i eq'd/ft = 0.09 in^2, ' 4.19 in, 0.90 +Mv Check Plate Result Demand Capacity +M.y Code:Unity '.Details' +My Name . Case ft=K7ff ft=K/ft Ref. , .�Gh k . POO 1.17.13 .9D+E »+X 4.58. 18.50 ACL 13.5.1 0.25 OK As-Req'd/ft = 0.10 in^2, d=13.56 in, hi = 0.90 -Mx Check Plate Result Demand =Mx ,Capacity .- x ,Cod eQetails Name Case . A-K%ft ft=K/ft.' . :Ref:.: ' . eck P001.18.2 .9D+E »+X -4.85 17.28 ACI 13.5.1 0.28 OK As-Req'd/ft = 0.11 in^2, d=12.69 in, hi = 0.90 -Mv GheCK 21/ Shear Check Plate Resuit Dehiand Shear::.. Capacity .Shear- Code lJ ' Details Name; :Case K/ft ";K/ft Ref: C.IecK P001.18.33 1.20D+1.6H+E+X 4.62 9.51 ACI 13.6.8.5/11.2 0.49 OK = 12.06 in !#M Page 1 VisualAnalysis 12.00.0016 (www.iesweb.com) J CRANDALL ENGINEERINGLJ SHEET of 5448 Merrill Mill Road Marlposa, CA 95338 JOB NO. i se Phone: 209-966-4844 DATE: A A j4T ., 447 ? CP �.i it Is. V+ Anchor Designer". -viSoftware - -_1 Version 2.3.5555.4., Co cry: CRANDALEINGINEERING Date: 57 2016 Engineer. JAC - I ,:- Pa..V4 Project: Lundberg Bin's Addras: SM8 MERRILL MILL ROAD a -- Phone: 209-966M4S44 E -mall: I and crand...ngins.ra.com to 'fl, F M11 M "I Anchor Designer"m I , Software ry Version 2.3.555 Company: CRANDALL EINGILEERING IDate:- 5,712016, Engineer. -JAC ngnoPage: - Pege12/4 ProJeLt -[!Abe; Bins Address:. 15448 MERRILL MILL ROAD Phone: 1209-9664844 E -mall: I andy@crandafli Oneering.com -A % I.Prolect Information r gure 2"A 4 C customer company: NVBS Project deam plion: bin Ienchors Location: BUTTE CO. CA, # C-1 contact name: Customer —.it ok, Fastening d"cdpti.n:. Comment In"t Data & Anchor Par.m.t;rpW, 2. GeneralBase Design eth.d:ACI 31 B-11 Material Concrete: Normal.—Ight, Units: Imperial units, Concrete thickness. t (Inch): 16.00 t Anchor Information: State: Cracked Campre..Na at—gth, f.,(PB* 3000 "often Anchortyp a char Materiel: F15 6 1 41,v 1.0 Reinforcement condition: P tension, 8 hear In : .7 " e7 X 4F. Supplemental reinforcement: Not applicable . +1� - - -1 Do not evaluate concrete in tension: Eff.ctWv. E. h. (in ):6 No , e depth. Z337� 0 Z. Code report IC -1 372 ES ''-Anchor category: An :�00 Do not valuate concrete breakout In shear. No w .;e, 4 4 'to 1 Hole condition: Dry comae (; .4 4 Anchor ducty: Yes 7w, "I eV;�. 0, Inspection: Periodic• t !Ij, h- (inch): 9.75 (inch): 7.93 Temperature range: 2 1j" ignore 6do, requirement Not applicable 7 c', A: • ,,c- (inch): 1,75 Build-up grout pad No S- (inch): 3.00 e• ' 'd t Ar Base Plate Load Geometry a- d an Length x Width x Thickness (Inch): 4,00 x 4.06 x 0.38 J_ load factor source: ACI 318 Section 9.2 binalion n Lead com .1 at XA,4 Seimlc design: Yes tension: No• Anchor subjected to sustained Ductility section for tension: not satisfied I Ductility section for show. not satisfied 4 D.I"'- n as y'- entire shear lead at front raw No A�cho I ting vWind andlor se 7 only resisting 7 1, - <Figure 1> 4!y. Recommended Anchor 4, -e4, Anchor Name: ET -HP� - ET4iP wt 3/4"0 F1554 Gr 36 -1 4� SR -3377 r%�, Cad. Report Listing: IrC.E.5 F. "e; v, Full Ib 0 A lee z, CC - 0 ft 1� 4( .4 4 F tnpul data and resells x,,d be chocked for gmarnafft vAth lie e)dsdng circumstances. the standards and guld.r..e rnuat be checked to, PI ... lbifitY. t Input d1ta Ind rIvidbo must as checked for egreenent lAth the lAsting cimanstences. the sWndIrdI and guldethes must II ch,ck!l ft'Pdb�t]f. Pl...�n. CA 94588 Phone: 925.560.9001) F.. 925.547.3871 —einnod. Simpsen, SIvnIt-Tie Company Inc. 508 W. Las Post=. Betfienn! Pleasanton, CA 84588 Phone! 925.560.9000 Fee, 9Z.847.3871 Simpson Su -9 -Ti, Can,pany Inc. 5958 W. La. P.Mue, B.W.-ni 4 ......... Fr! Anchor DesignerTM 4 1 _ Software • Version 2.3.5555.4 _ ]. Resulting Anchor Forces Anchor Tension load, N.. (ID) 1- 0.0 Company: CRANDALL EINGINEERING Date: 5N2018 Engineer. JAC I Page: 3/4 Project Lundberg Bina Address: 5448 MERRILL MILL ROAD Phone: 209-9664844 E-mail: andy@crenddlIengineering.com Shear load x, Vm (lb) 4110.0 Shear load y. Shear load combined. Vmr(lb) I 4(VmY-(V-,Y(lb) 0.0 { 4110.0 Sum 0.0 - 4110.0 0.0 I 4110.0 Maximum concrete compression strain (16): 0.00 <F(gure 3? Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 0 Resultant compression force (Ib): 0 Eccentricity at resultant tension forces in x-axis, e'e. (inch): 0.00 Eccentricity o1 resultant tension forces In y-axis, e'mr (Inch): 0.00 Eccentricity of resultant shear forces In x-axis, e'x (Inch): 0.00 Eccemddty of resultant shear forces In y-axis, e'w (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. D.B.11 V_ (lb) 0- 0 w., a 0e>.gv..e0V.. (lb) 11625 1.0 0.65 0.85 6423 }} 9 Concrete Breakout Strength of Anchor in Shear (Sec D 6 21 CRANDALL EINGINEERING Data: 5/72018 Engineer. Shear perpendicular to edge In x-dlnection: Project Lundberg Bins V. - min17 f./d.)or4d.,44r c. "; 9x.4r.e.,'11 (Eq. 633 & Eq. 17-34) ` r Phone: 1. (in) d. (in) J, r. (psi) c.h (in) V. (lb) t andy@cranciallengineering.com ' - 6.00 0.75 1.00 - 3000 16.00 31549 component of the strength level earthquake 0Vm =0 (Ar/A_)Tl Y',T> Ve. (Sec. D.4.1 8 Eq. D-30) 318-11 Sections D.3.3.5.3(a), (b) or (c) Is satisfied for shear loading, select appropriate checkbox from Inputs tab to disable this message. Aw(in2) A -(In') W'. Y'ev Y1.v V. (lb) 0 011 -(lb) 768.00 1152.00 1.000 1.000 1.225 31549 0.70 18032 Shearpamllel to edge in x -direction: Ver (Eq. D-33 A Eq. 0.34) _ 1.(in) d. (In)__ A r. (Psi) a (in) Ve,(lb) 1 6.00 0.751.00 3000 16.00 31549 011- =0 (2)(Aw/Ar.) Y14v Yt_YkvVey (Sec. D.4.1 8 Eq. 0.30) v v Arlin') A- (1.1) Y'av yiY1, Vq(lb) I 0 OVm (lb) 768.00 1152.00 1.000 1.000 1.225 31549 10.70 36063. 10. Concrete Pryoul Strength of Anchor in Shear (Sec. 0.6.3) OV. -Omtnik..N.:kgN,al=0minik..(Aro/A-)P'.Y'q.wNe.;KAA.1/1-)Y'µaY'caY'y.mNe1(Eq. It.a A. (int) Aa.a (in') Y:4m. Ywrr N. (lb) N. (ib) 2.0 198.27 198.27 1.000 - 1.000 6716 6716 A. JW) Ara, (int) Y:4m '/';a Ywa Na (lb) N. (lb), 0 0110 Ob) 324.00 324.00 1.000 1.000 1.000 13685 13685i0.70 9403 i 11. Results h Input date and ramdb must be checked for agreement Wlh the existing dramstumee, the standar s and guidelines nest be dheck d far plausibility Simpson Strong -Tie Cauhms^1 lu,e. 5959 W Lae Podtes 8oWevard Phasamcn. CA94589 Phane:925.560.8000 Fox 925.947.3971 wwr.ebenglie.wm ®' Anchor DesignerTm Software Version 2.3.5555.4 ,ti a i Company: CRANDALL EINGINEERING Data: 5/72018 Engineer. JAC Pege: 4/1 Project Lundberg Bins Address: 5448 MERRILL MILL ROAD Phone: 209-9664944 E-mail: andy@cranciallengineering.com tell t Interaction of Tensile and Shear Farces (Sec. 0.71 Shear Factored Load, Vu. (Ib) Design Strength, eV. (lb) Ratio Status Steel 4110 6423 0.64 Pass (Govems) T Concrete breakout x* 4110 18032 0.23 Pass 11 Concrete breakout y- 4110 36063 0.11 Passj' _ Pryout 4110 9403 0.44 /ps� . - ET -IP wl 314-0 F15S4 Gr. 36 with hof - 6.000 Inch meets the selected design criteria. V 12. Warnings '�` Brittle failure governs for sheer. Governing anchor failure mode is brittle (allure. Attachment shall be designed to satisfy the requirements of ACI 319-11 Section D.3.3.5.3 for structures assigned to Seismic Design Category C, D. E, or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the some load combination. In case when ACI 318-11 Sections D.3.3.5.3(a), (b) or (c) Is satisfied for shear loading, select appropriate checkbox from Inputs tab to disable this message. - Alternatively. 00 factor can be entered to satisfy ACI 318-11 Section D.3.3.5.3(c) to increase the earthquake portion of the loads as required. - Designer must exercise own judgement to determine if this design is suitable. ` r - Refer to manufacturers product literature for hale cleaning and Installation Instructions. t a. Input dab and resdb must be checked fu agreement Wth the existing circumstances, the standards and gddellnee moat be dhe k d far plausibility. on Simpson Strg.Tie Carm,any Inc. 5959 W. Lee Posibs BovI..M Plessenbn, CA 84599 Phone: 925.560.900 Fax 925.847.3971 vn w.ebengtie.cem 3 4 j 17MMM MIK Anchor Designer"" e e r Software • Verelan 2.3.5555.4 1.Prolect information Customercompany: NV13S Customer confect name: Customer e-mail: Comment: 2. Input Data d Anchor Parameters General Design method:ACI 3113-11 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 e Diameter (Inch) .750 Effective Embe epth, hu (inch 6.000 Code reportICC�S ESR -3372 Anchor category: - Anchor ductility. Yes hM (Inch): 9.75 C.. (inch): 7.93 C„m (inrh): 1.75 r S,m(inch): 3.00 ` - Land and Geometry Load factor source: ACI 316 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility sectlon for tension: not satisfied Ductility section for shear. not sat ad Ds lector. not set Apply entire shear load at front row. No Anchors only resisting vand andlor se 1b0db:X -Figure l> Company: GRAND ALL EINGINEERING Dete: 5lI2018 Engineer. JAC j Page: 1/5 Project Lundberg Bins Address: 5448 MERRILL MILL ROAD Phone: 209-966-4844 E-mail: endy@uandeilengineedng.com I Project description: bin anchors Location: BUTTE CO, CA Fastening description: Bela Material cr Conete: Norm.t.—lghtr Concrete thickness, h (Inch): 16.00 State: Cracked ' CompressNe strength, r. (P-1): 3000 wsv: 1.0 i Reinforcement condition: B tension, 0 shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout In shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range: 2 Ignore Edo requirement: Not applicable Build-up grout pad: No I Base Plot. Length x Wldth x Thickness (Inch): 4.00 x4.00 x 0.38 . ' I 5 0 ft -Ib Input eam ane -..ram mase M drsdr.d rar.gmam.rd win a..,a.erre dna,nw.rxea n. swraaw one grass- ea naval ba aracl•e ror gaaaldsfy. Simpmn Strong -Tie C -T -y Ina. ' 5956 W. Lea Pedfae Boulevard Pleaeanbn. CA 94589 Phone: 925.' .9000 Fax 925.847.3871 w xeon9de.mm I1 i i r 79 Anchor Designer"" Software e . � - Version 2.3.5555.4 1 <Figure 2> Company: CRANDALL EINGINEERING Date: 5/72010 Engineer. JAC Pege: 2/5 Project: Lundberg Bins Address: 5448 MERRILL MILL ROAD Phone: 209.966-4844 E -mall: and @crandallengineedng.com - Recommended Anchor Anchor Name: ET -NP" - ET -HP wl 3f4"0 F1554 Gr. 36 Code Report Listing: IMES ESR -3372 Input eam and -.stub cora+ fie d,.dr.e rar.9r.emenf win n. eda5rig ewmetanrna. m. erarwarae and gmeer .. cove fie at.ckea ror daysih'Gt7. Simpson Soong -Tie ConWny Inc. 5956 W Lea Poeitaa Boulevare Pleasanton. CA 94598 Phone:925.580.9090 Fac 925.847.3871 w+ tramrde.cem ®' Anchor DesignerThl Con e , _ Software .. Anchor Tension load, Shear load x, 1 - Version 2.3.5555.4 N.. (lb) V.o (lb) V,.. (ib) 1 1 2120.0 1050.0 0.0 Sum 2120.0 1080.0 3. Resulting Anchor Forces In TenslonfSec. D.5.11 Anchor Tension load, Shear load x, 1 Shear load y, N.. (lb) V.o (lb) V,.. (ib) 1 1 2120.0 1050.0 0.0 Sum 2120.0 1080.0 0.0 Maximum convele compression strain (%.): 0.00 Ne - k.L4Id1m' a (Eq. D -S) I -Figure Y Maximum concrete compression chess (psi): 0 Resultant tension force (lb): 2120 Resultant compression force (Ib): 0 Eccentricity of resultard lensllm forces In x-axis, e'm (Inch): 0.00 Eccenhioity of resultant tension forces In y-axis, e'nr (Inch): 0.00 Eccentricity of resultant no forces In x-axis, e'w (Inch): 0.00 Ecoentddly of resultant shear forces in y-axis, e1y (Inch): 0.00 4. Steel Strength of Anchor In TenslonfSec. D.5.11 - - N. (Ib) 0 - ON,. (lb) Address: 5448 MERRILL MILL ROAD 19370 0.75 14528 E-mail: endy@crandallengineering.rom S. Concrete Breakout Strength of Anchor In Tension (Sec. D.5.21 Ne - k.L4Id1m' a (Eq. D -S) x -direction: k. L f. (pal) hon (In) Ne (lb) 17.0 1.00 3000 6.000 13685 0.750Na = 0.750 (A./A-1 T4. Pt. P..N. (Sec. D.4.1 8 Eq. D-3) A. (In) Am. (int YLxe Ycv P" Ne (lb) 324.00 324.00 1.000 1.00 1.000 13685 S. Adhesive Strength of Anchor In Tension fSec. 5.51 _ n== ge/.ee.r.J(mme.a A,(Inr) Awe(W) me (Psi) ..e...m Ka. avw n=(psi) 207 2.70 1.00. 0.85 475 Na -A wdh,(Eq. D-22) 0.70 36063 , 7.e r=(Psi) d. (I.) hm(in) Ns Ila) 1.00 475 0.75 6.000 6716 0.750N. - 0.750 (Ae./Amo) Y.aw. Y -N.. (Sec. D.4.1 a Eq. 0.18) . A. (W) . A- (W) T.ee Ywm N..(lb) 0 'hear load combined. I(V®)'-(V_y Obi 1080.0 1080.0 1 1 ' 0.750N.. (01) 5 6571 I 0.750N. (lb) 13274 Input to end rendh moat bs d ,ckvd lar agreemard exa, e,, vAsUng cko,, dorxo , tie eenderde and guid.On.x m.et be decked far p.udbiity. Simpmn S..p-Tie C -,pan, Inc. 6956 W. Les Posh. 6.0ever0 Pfenanhn GA 94588 Phone: 925.560.9000 Fac 875.947.3871 w strengEe.m.n i Anchor Designer' a a , Software Version 2.3.5555.4 { Company: CRANDALL EINGINEERING Date: 502016 Engineer. JAC Page: 415 Project Lundberg Bins Address: 5448 MERRILL MILL ROAD Phone: 209-966-4844 E-mail: endy@crandallengineering.rom ` 8. Steel Strength of Anchor in Sheer ISec 0.6.11 " V.. Ob) Iva. 0 w...e Oemmv..d,OV.(lb) i 11625 1.0 0.65 0.85 6423 9. Concrete Breakout Strength of Anchorin Shear ISec. 0.6.21 Shear perpendicular to edge In x.dlrection: ' V. - mInl7(1./d.)°":4d.A.4F.e., 's: (Eq. D-33 8 Eq. (3-34) I. (in) d. (in) .i. f. (psi) - (in) V. Ob) t 6.00 0.75 1.00 300D 16.00 31549 1 t i OV.,. =0 (Aw/A-M40KvnW.. (Sec. D.4.1 8 Eq. D-301 A. (W) A -(W) Y'4v Ys, Yt,v V. (lb) 0 OV -(lb) 768.00 1152.00 1.000 1.000 1.225 .31549 0.70 18032 Sheerpanlle/ to edge In x -direction: Vq=minl7(h/d.10 °dd.LdfA:.i °: 9L4f.e., 11 (Eq. 0.338 Eq. D-34) r 4 (in) d. (In) L f. (Psi) c.r (In) Vp (lb) " 6.00 0.75 1.00 3000 16.00 31549 OV-=0(2)(Aw/Aw)Pr T,,W1,Vw(Sec. 0.4.18 Eq. 0.301 A,(Inr) Awe(W) Y,, Y"v , Ynv V.r Ila) 0 OV- Ib) . 768.00 1152.00 1.000 1.000 1.225 31549 0.70 36063 10. Concmte Prvout Stmngth o1 Anchor In Shear ISec, 0.6.31 OV, = 0 minikgN.: kgN.d=Ominikq(Am/Area)Y'y Y,.Ne,:kq(A..e/A-)Y:4..Y''-Y'-N,l(Eq. D-00) ko Am (inx) Amo (Ina) Yom Ya,m Nr (lb) N. (Ib) 2.0 198.27 198.27 1.000 1.000 6716 6716 A.(Inc) Are.(in°) m Yiu Yc,a N. trial N. (M) 0 OVg(lb) 324.00 324.OD 1.000 1.000 1.000 13685 13685 D.70 9403 11, Results Interaction of Tensile and Shear Fences ISec. 13.71 Tension Factored Load, Nor (lb) Design Strength, N. (Ib) Ratio Status Steel 2120 14528 0.15 Pass Concrete breakout 2120 6671 0.32 Pass Adhesive 2120 3274 0.65 Pass (Governs) Shear Factored Load. V. (lb) Design Strength, eV. (ib) Ratio Status Steel 1080 6423 0.17 Pass (Govems) T Concrete breakout x+ 1080 18032 0.06 Pass 11 Concrete breakout y- 1080 36063 0.03 _ Pass Pryaut 1080 9403 0.11 Pass Interaction check N. 10N. V.✓OV„ Combined Ratio Permissible Status Sec. 0.7.1 0.85 0.00 64.8% 1.0 Pess ® '� ET -11P vd 314'0 F1554 Gr. 36 with het - 6.000 inch meets the selected design criteria. b,put date end rend e m be hacked fw.9roo- We, the .Axing d.e,mata, % Me atand,nr, end guide@,,. ncnt be d, d for pteusblity. Si p n Strang -Tie Comp.ny Inc. 5959 W.Lex Pose. B.d.van1 Plea,enian. CA 9x588 Phan.: 925.560.9000 Fac 925.847.3871 vmw.ebvngtle.mm I SCAFCO Grain Systems Company 5400 E. Broadway SEAFEA90. PO Box 11215 arlrmin ,yHr4egas ED. Spokane, WA 99211-1215, USA Tel: 509-535-1571 Fax: 509-535-9130 • Mail@SCAFCO.com • www.SCAFCO.com STRUCTURAL -CALCULATIONS ORDER NO. 64762 Model 3025ESCD — FLAT BOTTOM BIN FOR GRUBER MANUFACTURING RICHVALE, CA PERMIT #, 9J 6- 119 SUTfiE COUNTY DEVELOPMENT SERVICES REVI ED FOR COA PLIA C DA I to BY PREPARED FOR �oe�pfES IpN�� A c� w o. C047370 ;z �1' ' F OF C P,1-�F CALIFORNIA STORAGE CONSTRUCTION CHICO, CA April 28, 2016 JUN 07 2016 li,,s"rE,,RWE S1 S1;LT1fiG O RECEIVED MAY 2 6 2016 SU17E COUNTY DDS WILDING ` PLANNINC Complete Systems for Grain Storage and Handling ov- uy {'Design Maps Summary Rep sort.+ '` �� ", 04' t Page 1 x }y, L� S • t �„ 4". ter t .. `�' ( _ - _ 1 �. - �� Design -Maps Summary Report Y • :User -Specified Inpuf' } s '. :Report Title. 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C _ �. s`t``.'.sr•.ruia -x, CFr- + r,a. xus' i `dt t 'L A`; y fup sr e#'F;� F A .+�yf �•' 'yam 4� y r.t., �'.A 'i Ft,� A $i ss ;M A o ,'se'` '��,t`'3 „vr S 5r„_.r .. ,u yi� TF.r''sp`C.,ae t .' r: tt (x k3'+,r, wz z F .�' '.'r ,r,`.» ,i'i �-�� fit' �•7F'- `�d ` , r 'T Pdf ErmD .ra,{'' - u ' ., +buy 4 i�„ �`... v �,1 � �§� �� t .��'^"Y �`'a �-4E' � :��'�Ss wE.,�'��'y��j� te^'-,�-je f '�„'+��' "^S !::. t - �s •i '""t'. q�� - ,fi _ .. p • t r� ��. a ,� an . [ eti^�� a ��•.�"� v rJ. ?'"s' d t7 7 x � k{�, yj!r�r� S �- •x & •, a�. 3,� ,� S' �,� 2' ” r � 9 4x`` .�, � � " d E^•' M *G { ',{'6 ab �' ' ,.pr � 4 3 [ - '�' �-, S{ _ _ Hai a 7 3} � � G %r § i b - � - �.�G •{ if `r f 4 rvx'# ft � ` l� t t'. a. ,.i ff�wt'. .{ p'x,' ..t,s, ey�,,�eF7�w �`'°v.k�''t�•r. `ic c�>aa,'k��-, tt yia P"{ a- SLy^,,yx'; �'t -'�S n 0.? � r� "+}I la K G�G� ::.�. �� ai �s.:.`'s.:.:- a.».�x?::,,v..r.,:ftY.s�,tr�`".. as'�.: :'y.?i 1�La,:s,�:ir �.s.�L��'.s�-.�Ar�.•i��.,,, 3..e; r.....',!'.•.;3etu�,e._..r�>.e'.�I1�.`:�....w �;�s. ..t`.,75 kW....�.., ....r.y.,;al USGS 'Provided Output y 7 Ss _ 0.605,g S,,,=.+0.796' gSus = .0.531, g Sl = 0 271, g, SMS'=. 0.503:9 ;' Soy = 0.335 g r`�.' T For information,on•how the SS'and S1 values above have been calculated from probabilistic (risk -targeted) ands ' deterministic ground motions in the direction of maximum horizontal response;°please return to the application and select the "2009` NEHRP building code reference document.' r CE . M a Response p nse Spectrum � t Design Response Spectrin y. s 0.81 t7 01 U.4 4 w:. M `} 0 24 7.e O. Fig i `. • ` r r = CO.0 C)OhL�l 00 OZQt 2,40 0,0 O.90 1,00 l:to 7..}Sf'?i0 040 0:'0.. 1)sn 0:•" 0.60.1 C0 1,N 1,40 1.0 1:80 2.00' f• '; Period. T,(sec)' } .Period. T isec) - ' ,F ,please -view the ortFor PGA,r TL, CRS and',C,, values d http://ehp2-earthquake.wr.usgs:gov/deslgmnaps/us/summary.php?template=inuumal&latit.. , 4/11/2016 t v snowload.atcouncil.org �f �.• .. � �l� kY( �� J t +t �� iN Qa' Y ASCE 7 Ground Snow Load I } ASCE 7 Windspeed '. i About ATC: r z Sponsorsi Contact Search Result t r . Query Date : 'April 11;,2016 . Address: Richvale, CA 95974 Latitude : 39.4958697 - Longitude J 121.744858 Elevation 109.2 Feet Elevation Limitation:`ASCE 7* Ground Snow Load ° BUE "C®UNT T - - Elevi tion<_ 1,500 feet: Ground Snow Load is 0 psf WILDINGDIVISJON. OVED r� All loading data is in pounds per square foot. t Fora site-specific case study area, a case study is required to establish ground snow loads. *Based on Figure 7-1 Ground Snow Loads printed in ASCE 795,through ASCE .7-10. Users should consult with local building officials to determine if there are community -specific snow load- requirementsithat govern. }' . l + per _ .. - !, ~ -. .. • .V. .. R. .. ,. Red shaded area is the loadspecific boundaries. "Any darker, red, area is the overlapping load specific boundary: f _ Download a PDF of your results I" Print your results http://snow'load''atcouncil.org/index.php/component/vcpsnowload/item 4/11/20.16 snowlo ad. atcouncil . org Page 3 f > f Chi� " 1 ?enooc iho �{ ,. t�atronatForest. lReno _ `� a .. Tei. jroe v _.. Nationa!ForF t ;Jll .l - �- C�rson.City _j ;: Ef' cnR1Q51 �-�ke� Tahoe. hae Santa Rosa •`. �` ° f � '. •,,`",`s...,j � i ""_ ` attonai rorF t a <.. SBtI:Fi SCb i Yo e+tte 3 _ Vatronaf P, i 16 Google,NEGI Ra lo.'' Ito Lek ,t. t,,9erced Saiz Josh V GROUND SNOW LOAD WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the ground snow load report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the ground snow load report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the ground snow load report. Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 Redwood City, California 94065 • (650) 595-1542 BUTTE COU f BUILDING DIvISION APPROVED http://snowload.atcouncil.org/index.php/component/vcpsnowload/item 4/11/2016 Search Results for Map I Page : ¢ ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results Query Date: Mon Apr 11 2016 Latitude: 39.4959 Longitude: -121.7449 ASCE 7-10 Windspeeds (3 -sec peak gust in mph`): Risk Category I: 100 Risk Category It: 110 Risk Category III-IV: 115 MRI" 10 -Year: 72 MRI" 25 -Year: 79 MRI" 50 -Year: 85 MRI" 100 -Year: 91 ASCE 7-05 Windspeed: 85 (3 -sec peak gust in mph) ASCE 7-93 Windspeed: 75 (fastest mile in mph) 'Miles per hour Mean Recurrence Interval Users should consult with local building officials to determine if them are community -specific wind speed requirements that govern. ME L ---J Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudeflongitude location in the windspeed load report. Sponsored bythe ATC Endowrrlent Fund • Applied Technology Council • 201 RedwoodShores Parkway, Suite 240 • Redwood City, California 94065.(650) 5951542 BUTTE COU BUILDING DIVISION APPROVE® http://windspeed.atcouncil.org/index.php?option=corn content&view=article&id=10&dec... 4/11/2016 b BIN DESIGN { 4 4 E i r {k, } i I t t` ' 4 f� I '• b BIN DESIGN GRAIN BIN DESIGN SCAFCO GRAIN SYSTEMS COMPANY 7032Esco . ' CUSTOMER -GRUBER MANUFACTURING - - MODEL -- ORDER#>' 64762 ,, 3O25ESCD SALES REQUEST FOR:', RC/MB notes, ' _ DATE: Prepared by: Natalya 4/11/2016 Approved by: Conforms to AISI 5100-2007 and ANSI/ASAE EP433 W D m k 52 ,. .30 0.37 _ 0;500 EH 32: MODEL 3032ESCD SCAFCO SILO Hoop Force vs. Wall Height 0.00 .r._..t._......_...------------- -'-'-'---"--'--......_..-' 3.56 10.67 .._..._.__..._._....._._ _.....___._.... .. .. .. .............-- = 14.22 _ .......... ._.._._._.._........ ... ............... � 17.78 �._....._...... _ ........... 21.33 .1--._.'---'----'- -'-- \ ---' 24.89.�...._----- __._._.__,...._.__.._............ 0 5000 10000 15000 20000 HOOP FORCE (lbs/ft) •', MUL I IYLt 11HI IIAL AtAM Allowable No. Stiffeners / W/S Stiff Comp 2 Silo Eave Height for Calos 24.89 feet No. Stiffeners= N - 20 H.FORCE Overpressure Coefficient . 1:10 2-66 400 84 Aspect Ratio = H / D 0.83 3 :,; '48 8 19,271 it Silo Conlanls- - 16,459 bushels 13.33 10.67 369 ` 545.68 m3 Silo Dead Weight - 10.41 kips W = Dead '+ 80%. Contents 812 kips Calculate silo Boor load 1,040 - psf W = Dead +,75 (80% Max DD) 177.04 kips - SEISMIC W = 0.6 Dead ' I - 6.25 kips - WIND Calculate Stiffener Compression due to roof loads Stiff. Comp. due to Roof Dead Load 0.07. kips Stiff..Comp: due to Roof Live Load - O.BO. kips Stiff. Comp. due to Roof Load (DL+LL) 0.87' ' kips No..of SCAFCO Decal W/S SPOKANE, WA CITY, STATE Richvale, CA ZIP CODE : - 95974 p9 s WALL Allowable T2, Ib/in Stiff Comp t, In T1, Ib/in T1, Ib/ft Ib/in ' Drawdown Win WALL RING H+H1 H H.FORCE H.FORCE WALL D.L. GL D.L.+G.L. GA NUM 2-66 400 84 4;004 400 3 3 :,; '48 8 ..3..56 187 9.77 7.11 282 2,247 3,386 0.65 15 1.11 35 15. ` . 18 36:" < 20. ' 7 6 13.33 10.67 369 4,429 1.58 64 66 20, 5 16.88 14.22 449 5,385 2.05 100 102 ': '20' 4 20.44 17.78 522 6,260 2.63 142 145.:.-. 19 3 23.99 21.33 589 7,062 3.27 191 194 ( 18 - 27.55 24.89 650 7,797 4.08 246 250; . V-A) - W - C7 - ®_77 W1920 .. �0 :25,141-- lbs USE _14.00 •' for . ss o6r� Roof Live Load 2 p C Roof Dead Loatl. • .. '2.00 . , : psf Roof Peak Laad Calculate Stiffener Compression due to roof loads Stiff. Comp. due to Roof Dead Load 0.07. kips Stiff..Comp: due to Roof Live Load - O.BO. kips Stiff. Comp. due to Roof Load (DL+LL) 0.87' ' kips No..of SCAFCO Decal W/S SPOKANE, WA CITY, STATE Richvale, CA ZIP CODE : - 95974 p9 s WALL Allowable Drawdown Stiff Comp t, In TENSION Stress, psi LL+GL 4046 -: 44882 - 60 0.439 0.046. 14882 320 0.80 0.034 11000 1,040 0.80 0.034 ...'11000• 5EH5 1,882 1.53 0.034 .11000 2,938 3.55 0.041. 13265 3,475 5.36 0.046 .14882. ,' 4,157 7.68 0.058. :.18765 4,234 9.72 WIR DOOR: 8 GA sill, 14 GA around, 14 GA above the door 60" ROOF CAP - 6 7 Multi Vert. Seam &3/8'' 2x3/8" 2x3/8" 2x3/8" 2x3/8" 2x3/8" 2x3/8" 2x3/8" ROOF HEAVY DUTY ROOF ASSEMBLY - DOORS, - QUANT DOOR ACCESS 23.5" X 26" HD 1 _ 2 NO ACCESS DOOR 0 3 NO ACCESS DOOR 0 Numoer or vvura rauiys nay. 3025ESCD - GRUBER MANUFACTURING #64762 -NA -160411 - Printed: 4/11/2016 Standard Sets of Wind Ring '-72 . Silo Dia._' 12 75 .105 108 138 0 s EH s .47 0 0 0 48 - s EH'S - 61 0 0 2 62 5EH5 71 1 2 3 72 s EH s 75 2 3 4 '16' "�'sEHs '85 3 4 5 86 5EH5- - "100. 4 5 6 101 5EH5 - 121 5 6 7 Numoer or vvura rauiys nay. 3025ESCD - GRUBER MANUFACTURING #64762 -NA -160411 - Printed: 4/11/2016 GRAIN BIN DESIGN Calculate Seismic Loads (�IBC ;2006 nditions Cit Richvale, CA., - -. ZI Code..=•,- -95974 Description -_• Equation. s,.Value .- Ss .: �c.- Spec. Resp. Acc. (Short) 0.61 S( sr .: Spec. Resp. Acc. (One Sec) 0.271 Soil Factor F,, Site Coefficient 1.316 Soil Factor F, . • Site Coefficient 1.858 SMS - S% Damped MCF Spec. Reap. Am (Shed) - '0.796 SMi S%D.-WMCF, Sp R-p.A,.(QnS.:) 20.504'.' SDs=2/3SMs .L✓ f'�:L•". 5% Damped Deslpn Spee. Reap. Acc. (Shod) 0.531.^' M SDI =2/3SMr.:n,,:- 5%Deeaed Deabnapse. Reap. Aaa.(one U.)!.NO.336 Seismic Design Category.:- -,..w Lookup Seismic Comp. /.Stiffener ; -. ' _ Consider Site Class v.x ..., '�.�-> Assumed -": D ;. Importance Factor •�,, e�:;.z Lookup -1.01.". R - Lookup 3, `2 Lateral Seismic Force about center of gravity of stored material Description Equation'. •. • Result y, Center of Gravity - y = Sum Ay/ Sum A -. 14.28 - -+ Seismic Response Coeff. C. = SDs/ (R / 1) 0.177 Seismic Base Shear V = C, W 143.68. Earthquake Load (ASD) ... E = 0.7 V 100.57 ' Overtuming Moment Me,= E y - 1.4367' Resisting Moment M,,, = W (D'/ 2) 12,181: Overturning Safety Factor-- SF = Kea / Me, 8.48 Seismic Comp. /.Stiffener ; -. ' _ ° (4 Me / N D) -^:9.57. - Fric Coeff. btw floor & grain Constant: -..:0.40.1 Friction Force on Floor , - •, - A (Fric Coeff) (Floor Load) 293:93 - 80% Friction Force on Floor - --_i 0.8 (Friction) 235.15 - -- SCAFCO GRAIN SYSTEMS COMPANY %SCE 7-10 (11.4-1) %SCE 7-10 (11.4-2) %SCE 7-10 (11.4.3) %SCE 7-10 (11.4A) feet ASCE 7-10 (12.8-2 ) i, ZZ s ASCE 7-10 (12.8-1) ASCE 7.1n TARI F 11.d.1 SITF COFFFICIFNT- F Site Class . 3F Mapped Maximum Considered Earthquake Spectral Response _ +Acceleration Parameter at Short Period �S 50.25~-- 5,50.5 •• S,5 0.75 S,:; 1.0 5,51.25 ov:2•A"':a • 0.8 1 0.8 0.8 0.8 0.8 .° B ci* 1.0 1.0 1.0 1.0 1.0 C s!,:r' 1.2 1.2 1.1 1.0 1.0 1.4 1.6 1A 12 1.1 1.0 -�` E'"'a" 2.5 1.7 • 1.2 0.9-- 0.9 , F- .- •: ! See section 11.4.7 2.8 2.4 2.4 Aar c 7-1n TARI F 11 d-1 CITE r`n F:=Flr`iFMT F rr,.r� ^,� Mapped Maximum Considered Earthquake Spectrat Response •,A -. Slle Class r ^. Acceleration Parameter at 1-s Period S 50.1 S,:5 0.2 's' "S 50.3x- -S 50.4 S,.5 0. 5 A a °-' 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 " C1.7 94.114 1.6 1.5 1.4 1.3 - D '• 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F •. See section 11.4.7 0.00 3.30 0.000 kips ASCE 7-10 (2.4.1.8) ••Overtu' 9 Moment Roof , foot kips PSF) - .F Ma rad -- = '. ' - .e • (D / N + (Wind Comp. / column) . 232.75 - . fool -kips fool kips Wind Comp. / Stiffener - (4 1s1,I) / (n D) =1.55 - 0.85 27.34 12.55 0.00 94.114 Shear/ Stiffener (Wind Shear) kips Gaylord & Gaylord 23-6 (18) 28.95 Tens. / Stiffener (Wind Uplift)1_ kips kips -..Grain Floor Friction Resistance Rule ~ ~Use kips 33 % of floor friction to resist shear on anchor bolls - 0.10 101.515 Shear/ Stiffener (Seismic Shear) (E - (.5 or .33 or .25) F) / N .:_-1.15- kips Tens. / Stiffener (Seismic Uplift) -(W / n) + (0.75 x 4 M6/ N D) 0.00' kips Gaylord & Gaylord 23-6 (18) Wind Force Calculations Table 1 Calculate Wind Load on Enclosure Wind Speed I 115 mph [Exposure C - Ke + VARIABLE Kr - 1 Kd 0.95 G O.BS C 1.2 EaveHel ht •'24.89:' Root Pitch - •� 30 Roof Rise 8.66 ' SEISMIC SHEAR CONTROLS ANCHOR DESIGN WIND OVERTURNING CONTROLS ANCHOR DESIGN 3025ESCD - GRUBER MANUFACTURING #64762 -NA -160411 •r s- r> t ++,r Vol. Press.. IVelocit�s >r" s•Hei ht Ex osure�'. y.. r $3 s z 4 9 .r :3„ p =Pressure feet feet degrees feet ••Overtu' 9 Moment Roof 0.6 F.Tdd 0.6 F. 12.90 , kips PSF) - .F Ma rad -- = '. ' - .e • (D / N + (Wind Comp. / column) . 232.75 - . fool -kips M „a Wind Comp. / Stiffener - (4 1s1,I) / (n D) =1.55 - 0.85 27.34 12.55 0.00 94.114 Shear/ Stiffener (Wind Shear) F„ / N 0.65 kips 28.95 Tens. / Stiffener (Wind Uplift)1_ -(W / n) + 4 IV61 N D ' _ 1.24 kips Ke + VARIABLE Kr - 1 Kd 0.95 G O.BS C 1.2 EaveHel ht •'24.89:' Root Pitch - •� 30 Roof Rise 8.66 ' SEISMIC SHEAR CONTROLS ANCHOR DESIGN WIND OVERTURNING CONTROLS ANCHOR DESIGN 3025ESCD - GRUBER MANUFACTURING #64762 -NA -160411 •r s- r> t ++,r Vol. Press.. IVelocit�s >r" s•Hei ht Ex osure�'. y.. r $3 s z 4 9 .r :3„ p =Pressure _Wind Force` WIridForce •Overtumin 1 9 + Walls . _� Roof Moment Walls ••Overtu' 9 Moment Roof :-HI ,, ",cH,-- .. K PSF) - .F p m M M „a -`• 0 -,�, :- -15 0.85 27.34 12.55 0.00 94.114 0.000- 15 as t xt' 3 20 n L 0.9 28.95 4.43 0.00 77.505 0.000 e 20 a. = . s.." 25 -.' 0.94 30.23 4.52 0.10 101.515 2.781 rA� 25 - =tr 30 " 0.98 31.52 0.00 3.30 0.000 91.729 30 40.:^•• 1.04 33.45 0.00 0.73 0.000 20.271 • s 40 •u. roc 50' --_- 1.09 35.06 0.00 0.00 0.000 0.000 50 •"'-:"- " ` - 60 1.13 36.34 0.00 0.00 0.000 0.000 60 ,. � 70 1.17 37.63 0.00 0.00 0.000 0.000 rz>: 70. t 80 1.21 38.92 0.00 0.00 0.000 0.000 416:80 _ �. 90 :-'•c•. 1.24 39.88 0.00 0.00 0.000 0.000 t•�.':100, -- 1.26 40.53 0.00 0.00 0.000 0.000 100: " -'1201- " 1.31 42.13 0.00 0.00 0.000 0.000 - 120 - -. -, 140 1.36 43.74 0.00 0.00 0.000 0.000 140 • 160. 1.39 44.71 0.00 0.00 0.000 0.000 TOTALS 21.50 kis 387.914 foot -kips Equations; Used in "'.Table - = 0.00256 K V 27.3-1 From ASCE 7-10 Chapter 27 F = q, G CI A (29.5-1) I SPOKANE, WA Pg, G Printed: 4/11/2016 GRAIN BIN DESIGN SCAFCO GRAIN SYSTEMS COMPANY SPOKANE, WA Q= . 2.D . Description : _ : Equation ; ....` :. t:r ...Seismic :.. :;,, :: Wind' ' .. _. Bolt Type -' _ a : F1554 Gr 36, Gr 55, or Gr 105 F1554 Gr 36 F1554 Gr 5 F1554 Gr 10 F1554 Gr 36 F1554 Gr 5 F1554 Gr 10 Quant: of Anchor Bolts per Baseplate • . " ' # of Bolts 1 : "- :. ' . 1 - ':1 _ ' ' 1 ` T: '; 1' Shear / Anchor Shear per Stiff. / # of Bolls 1.15 1.15 1.15 0.65 0.65 0.65 Required Diameter of Anchor Bolt (Shear) 4 Shear per Stiff. / F n 0.335 0.294 0.228 0.335 0.294 0.228 DIAMETER TO USE ->-- ..: ' " - Bolt Diameter ,3/4 -' ,: . X3/4" 3/4 -.;-::7,* ; 3/4.,.,:.,-. `,� . 3/4`.: '° 3/4. .' Shear Area furnished. :, > n / 4 # of Bolts 0.44 0.44 0.44 0.44 0.44 0.44 f„ - Shear / Area 2.60 2.60 2.60 1.46 1.46 1.46 Allow. Tensile Stress F',4= 1.3Fb - (O Fm / F,„) f„ s Fd 43.50 56.25 93.75 43.50 56.25 93.75 Tension' - -(W/n).4M„/NDorD/N-(wMc..P./cw.) 0.00 0.00 0.00 1.24 1.24 1.24 Allowable Tension on Anchor ' Summary. of Bolt Cates r; -:; - BoIII a- QuantilDiameter in F1554 Gr 36 1 J/4':': '. . F1554 Gr 55 :.: : 1 `` '3/4:' - F1554Gr10 1 314; kips kips* klps�-: Gauge .' "" kis ' 0 699 980 0:90 049 690 ;.46M .. 3683 3.56 0.11 0.80 0.91 1.37 1.73 , -ABM "' 16.93 10.67 0.17 1.53 1.71 4.10 4.40 .IBM •:.. 16.93 17.78 0.26 5.36 5.62 6.84 9.40 '..14M. 24.38 24.89 0.37 9.72 10.09 9.57 14.84 • 14M 24.38 Bolls.' A F',4/Il _ - - 9.61 12.43 ---20.711 7.26 9.39 15.66 Bolt Stress Check UK or NU III I OK - - OK I OK I- OK I OK I OK Q= . 2.D . Description : _ : Equation ; ....` :. t:r ...Seismic :.. :;,, :: Wind' ' .. _. Bolt Type -' _ a : F1554 Gr 36, Gr 55, or Gr 105 F1554 Gr 36 F1554 Gr 5 F1554 Gr 10 F1554 Gr 36 F1554 Gr 5 F1554 Gr 10 Quant: of Anchor Bolts per Baseplate • . " ' # of Bolts 1 : "- :. ' . 1 - ':1 _ ' ' 1 ` T: '; 1' Shear / Anchor Shear per Stiff. / # of Bolls 1.15 1.15 1.15 0.65 0.65 0.65 Required Diameter of Anchor Bolt (Shear) 4 Shear per Stiff. / F n 0.335 0.294 0.228 0.335 0.294 0.228 DIAMETER TO USE ->-- ..: ' " - Bolt Diameter ,3/4 -' ,: . X3/4" 3/4 -.;-::7,* ; 3/4.,.,:.,-. `,� . 3/4`.: '° 3/4. .' Shear Area furnished. :, > n / 4 # of Bolts 0.44 0.44 0.44 0.44 0.44 0.44 f„ - Shear / Area 2.60 2.60 2.60 1.46 1.46 1.46 Allow. Tensile Stress F',4= 1.3Fb - (O Fm / F,„) f„ s Fd 43.50 56.25 93.75 43.50 56.25 93.75 Tension' - -(W/n).4M„/NDorD/N-(wMc..P./cw.) 0.00 0.00 0.00 1.24 1.24 1.24 Allowable Tension on Anchor ' Summary. of Bolt Cates r; -:; - BoIII a- QuantilDiameter in F1554 Gr 36 1 J/4':': '. . F1554 Gr 55 :.: : 1 `` '3/4:' - F1554Gr10 1 314; Depth H^L DL , DL 'Seismic E Compression.DIL + .7b'(LL+GL+E) f Allo wp..Comp. Com Feet kips kips kips* klps�-: Gauge .' "" kis ' 0 699 980 0:90 049 690 ;.46M .. 3683 3.56 0.11 0.80 0.91 1.37 1.73 , -ABM "' 16.93 10.67 0.17 1.53 1.71 4.10 4.40 .IBM •:.. 16.93 17.78 0.26 5.36 5.62 6.84 9.40 '..14M. 24.38 24.89 0.37 9.72 10.09 9.57 14.84 • 14M 24.38 r: i, 'i i j•: I n 3025ESCD - GRUBER MANUFACTURING #64762 -NA -160411 OK OK OK OK quantity ups nches nches n csi csi cies cips 6" x 12" x 5/8" (36 ksi) Neld = 1/4 in. fillet weld one side of stiffen 7 ga. offset w/ 10-3/8 in. dia. bolts Printed: 4/11/2016 �nmwow DESIGN `ooxr000mxwi,ors�000mpx�' � - . opox^Ns** - ' � � . ' ' ` QPECIFICATIONS & ALLOWABLE LOADS Note: ILL Roof live or roof snow - whichever governs[ 1 Al2M. 0.102 1.568 2.544 1.274 43AI 1.49 57.0 14.09 2.9971 2.8087 Yes 0.130 1.993 3.214 1.270 56.67 1.88 57.0 17.85 2.9921 3.552 Yes .,7M+BM 1W 0.319 4.891 8.048 1.283 138.24 4.39 57.0 43.27 2.9744 8.4582 Yes ,-�-71VI+71VI 0.342 5.244 8.609 1.281 147.83 4.67 57.0 46.46 2.9764 9.0408 Yes 5M+7M 0.372 5.668 9.247 1.275 160.13 5.03 57.0 50.36 2.9755 9.8014 Yes 31. d,5M+5M 0.400 6.133 9.878 1.269 172.42 5.34 57.0 2.9762 10.604 Yes .1(2)71VI+12M e 0.444 6.816 11.26 1.286 191.85 5.87 57.0 60.56 2.9808 11.711 Yes 0.600 9.200 15.190 1.285 258tl 7g r 1 80.86 1 2.97 1 5.635 Yes V5M 0.640 9.814 16.043 1.279 284.76 8.13 57.0 86.32 2.966 16.69 Yes GRAIN BIN DESIGN SCAFCO GRAIN SYSTEMS COMPANY SPOKANE, WA !OOP STRENGTH OF Sr:AFM CDRRIIr;ATFD r:AI.VAN17FD STEEL WALL SHEETS Wall Sheet '• "Wall •Sheet " Gauge •._ Design +a., c ... QTY of ^; ° ,` Intim Wall Top Will Top Wall, PSF ROOF ' Tensile .Allowable ' Yield Stress- - • Vertical - Bolt Dler. Bolt Allow? Sheat Maz Sheet Max Sheet Max. TOP. MIN WSIn Use'?,; Strength `Hoop a Seams :' it . VDIa, � i D I a s Cs Eave Height i GUAGE e ` Tension Extra Wallr .i Sheet •-, 'r Allowance *z• (Kips) " t F = ksl " Fu - ksl. Lb/Foot In a .. - Lb/Foot 4 18 GA 'Yes / No ' .1 ' - 20 0.034 55.0 70.0 11000 2 318 14459 36 36 NO Yes 19 . 0.041 55.0 70.0 'x13265 2 3/8 ^?.17435='° 36 36 NO Yes ="s`t`'" •• 18 0.046 55.0 70.0 14882:. 2 3/8 ".19562?; 60 42 - OK Yes ' W� , ,{ 17 0.052 55.0 70.0 - 16824: 2 3/8 s 22113 60 48 50 OK Yes 16.- 0.058 57.0 70.0°- 18765 2 3/8 ,.24665 87 48 61 OK Yes- *. 15. •" l 0.064 57.0 70.0 20706 ' 2 3/8 27218' 87 48 64 OK Yes 14 • < 0.072 57.0 70.0 : 23294 - 2 3/8 :.30518 ' 84 OK Yes Z D ..13-.-. -' 0.088 57.0. 70.0 "128471'•% 2 - 3/8 ' "37422'- 84 OK Yes ' (L q... - 12 0.102 57.0 70.0 33000 2 3/8 - 43376'. - - 93 - OK Yes ' 11.+ a 0.116 57.0 70.0 ttt37530'::• 2 3/8 s�49329+-; - 93 - OK Yes w ch 4'9 10 ,' 0.130 57.0 70.0 42059.-._ 2 3/8 55283 OK Yes 0.148 57.0 70.0 4' 47883'^ 2 3/8 :629371'- - - OK Yes . 7 0.171 57.0 70.0 4:55324- - 2 3/8 r 67098- - - - OK Yes u, ,+. �,w. , - 2x11 - 0.232 57.0 70.0 =-67553 2 7/16 ,82193..: - OK Yes y 2x10 ' 0.260 57.0 70.0 "::75706.^ 2 7/16 :82193" OK Yes > wg� 2x8 0.296 57.0 70.0 86189•` 2 7/16 821193,' - - OK Yes - Q.�.,tn - 2x7 0.342 57.0 70.0 •99583 - 3 7/16 - 123289 • ' - OK Yes ., x,> g,' •:: 3x11-- 0.348 57.0 70.0 -'101330"' 3 7/16 :'123289 - - - OK Yesr 3x10 0.390 57.0 70.0 `113559 3 7/16 • 123289 • OK Yes - 3xB 0.444 57.0 70.0 '1129283 3 7/16 - 123289 - - OK Yes Eo - i '_ ,0 _ - 0__ NO i... , U'r.' 0 0 0; NO 0_ 0 0 NO 0 - 0•.0 , NO 20C - 0.034 50.0 70.0 -' 11000'4 2 3/8 =14459. = Yes 19C 0.041 50.0 70.0 13265 2 3/8 17435., Yes Y •„W> ,.- 18C 0.046 50.0 70.0 14882.- 2 3/8 X. 19562.`h. Yes y' ' 17C' .,• - 16C--' ` 0.052 0.058 50.0 57.0 70.0 70.0 16824 _ • .18765- - 2 2 3/8 3/8 '22113 > -24665 Yes Yes F Y',i t0•. :M 15C . 0.064 57.0 70.0 20706 2 3/8 *'27216 Yes ' = y r. 14C . s 0.072 57.0 70.0 -23294•° 2 3/8 ;- 30618-A. Yes % 0 ' Zr.y' 13C 0.088 57.0 70.0 28471= 2 3/8 1:.;37422-:,- Yes a 12C . • + 0.102 57.0 70.0 33000 2 3/8i . 43376 _- YesaQ - 11C 0.116 57.0 70.0 ,..37530 2 3/8 ' '49329. - Yes t , r , ul n Y. 10C 0.130 57.0 70.0 42059._ 2 3/8 - 55283: s Yes ,!(o BC ., 0.148 57.0 70.0 47883x: 2 3/8 N 62937 •' ' Yes ,F- a •''X ; , . - 7C 0.171 57.0 70.0 -55324, 2 3/8 '°- 67096 - Yes ?.; j 5C • 0.200 57.0 70.0 - -64706 - - 2 3/8 •67096 Yes w 2x12C 0.204 57.0 70.0 59400 2 7/16 82193' Yes > 2x11C 0.232 57.0 70.0 67553 2 7/16 .i<82193._ Yes •' 2x10C •" - 0.260 57.0 70.0 75706' 2 7/16 :82193`- Yes O' 2x8C 0.296 57.0 70.0 86189 2 7/16 82193 Yes • N 3x12C 0.306 57.0 70.0 89101 3 7/16 4,123289 - Yesw • ,� 2x7C 0.342 57.0 70.0 :99563. 3 7/16 - 123289° Yes '"' • 3x11C _ 0.348 57.0 70.0 "•101330-' 3 7/16 '123289' Yes3x1 OC 0.39 57.0 70.0 1.113559.' 3 7/16 123289. Yes . 2x5C - 0.4 57.0 70.0 .116471 3 7/16 .-123289 • Yes =-.3x8C ' 0.444 57.0 70.0 129283 3 7/16 ' 123289' Yes - Note: Laminated Wallsheets are based on 90% Confidence Level for Laminated Connections -.r ('9 q 3025ESCD - GRUBER MANUFACTURING #64762 -NA -160411 Printed: 4/11/2016 ` GRAIN BIN DESIGN SCAFCO GRAIN SYSTEMS COMPANY ' SPOKANE, WA +-•.L0ADING.INFORMATIONr3,' DEFINITION -:z: , *.. FY * ' ^•L _ •' < US UNITS r sr..`-. CMETRIC UNITS s - SILO DEAD LOAD: + ,10.4 KIPS 4.721 MTON SILO FLOOR LOAD: 1040 PSF 5076 KG/M' OVERTURNING MOMENT DUE TO SEISMIC: _ 1436 FT -KIPS 1947 KN -M OVERTURNING MOMENT DUE TO WIND: 233 FT -KIPS . 316 KN -M SEISMIC BASE SHEAR PER BASEPLATE: 1.15 KIPS 5.11 KN WIND SHEAR PER BASEPLATE: 0.65 KIPS 2.87 KN LOAD PER STIFFENER (DEAD+ROOF LIVE +GRAIN) : 14.99 KIPS 66.67 KN SEISMIC COMPRESSION PER STIFFENER: 9.57 KIPS 42.58 KN UPLIFT/TENSION PER BASEPLATE (SEISMIC) : 0.00 KIPS 0.00 KN UPLIFT/TENSION.PER BASEPLATE (WIND):-.:--, - - -='1'.24 KIPS 5.51 KN - STIFFENER QUANTITY PER BIN 20 20 - VERTICALLOADAROUND THE'CIRCUMFERENCE 's'' :-`3,228 LB / LIN FT-,:? - 'e47:11 KN/M'-`- - ANCHOR BOLT:DIAMETER r ', Y np%Y ;c r_3/4: t• INCHES -= :Y Y:•,19.05 MM ANCHOR.BOLTQUANTITY S;'X :` 17 ;d x20. -r: BOLTS :x•20 BOLTS.-.-'.;, ANCHOR -BASEPLATE_-':_ „ `y '` 1 =-`.: BOLTS"1 BOLTS—''^ EAVE PLATFORM DESIGN PLATFORM MEMBER DESIGN BEAM / JOIST: P = 300 Ibscentered on member Max span = 5'-0" (Fully supported by 12 ga. decking) M max = 300 Ibs(0.001)(5')(12)/(4) = 4.5 in -k V = 150 lbs Per CFS report Ma = 15.28 in -k — OK Va = 3.89 kips -OK USE: C4" x 1.5" x 14ga —Joists C4" x 1.5" x 12ga - Beams KICKER BRACE: P 500 lbs - compression Lz = 5'-0" Per CFS report Stress Ratio = 0.36 < 1.0 — OK USE: L2" x 2" x 14ga LOWER SUPPORT BEAM: Px = Py = 300 lbs centered on member Max span = 4.71' Mx = My = 300 Ibs(0.001)(4.71')(12)/(4) = 4.24 in -k Vx = Vy = 300 lbs — Load offset from center Per CFS report Max = May = 10.44 in -k — OK Vax = Vay = 3.89 kips — OK USE: C4" x 1.5" x 12ga. BUTTE COUNTY BUILDING DIVISION APPRU'VELD CONNECTIONS: Py Y P = 300 lbs — Max Bolt Shear - Va = 0.11 in^2(28 ksi)(1-bolt) = 3.08 kips - OK Bearing on 14 ga. — Pa = 0.75(3.0)(70 ksi)(0.375")(0.072")/(2.0) = 2.13 kips - OK USE: (1) 3/8" dia. SAE Gr. 8.2 bolt * Each end of kicker member * Top and bottom flanges of Cee beam to top and bottom flanges of Cee joist * Standard connectors for beams to stiffener and beams to wall GUARDRAIL: OK by inspection! USE: Standard Cee guardrail posts, top rail & mid -rail Fasten posts to beams/joists using (2) 3/8" dia. SAE Gr. 8.2 bolts i i I BUTTE COUNTY BUILDING DIVISION AP CFS Version 8.0.3 Page P 3 Section: Section 1.sct Mark Hatcher Channel 4x2-14 Gage SCAFCO Corporation i Rev. Date: 2/23/2015 9:21:46 AM By: Mark Hatcher Printed: 2/23/2015 9:22:03 AM i Section Inouts Material: A653 SS Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant Override, J 0 in"4 Channel, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.5000 180.000 0.10690 Single 0.000 0.0000 0.7500 2 4.0000 90.000 0.10690 Cee 0.000 0.0000 2.0000 3 1.5000 0.000 0.10690 Single 0.000 0.0000 0.7500 Fully Braced Strength - 2007 North American Specification - US (ASD) Material Type: A653 SS Grade 55, Fy=55 ksi Compression Positive Moment Positive Moment Pao 10.235 k Maxo 15.278 k -in Mayo 1.343 k -in Ae 0.33497 in"2 Ixe 0.99505 in"4 Iye 0.05098 in"4 Sxe(t) 0.46388 in"3 Sye(1) 0.20374 in"3 Tension Sxe(b) 0.53643 in"3 Sye(r) 0.04079 in"3 Ta 15.815 k Negative Moment Negative Moment Maxo 15.278 k -in Mayo 2.892 k -in Shea_. Ixe 0.99505 in"4 Iye 0.10061 in"4 Vay 5.358 k Sxe(t). 0.53643 in"3 Sye(1) 0.28394 in"3 Vax 3.888 k Sxe(b) 0.46388 in"3 Sye(r) 0.08782 in"3 t CFS Version 8.0.3 Page 04 Section: Section 1.sct Mark Hatcher Angle 2.5x2.5-14 Gage SCAFCO Corporation Rev. Date: 2/23/2015 9:26:03 AM By: Mark Hatcher Printed: 2/23/2015 9:26:18 AM Section Inputs Material: A653 SS Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant. Override, J 0 in"4 Angle, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X tocenter of gravity 0 in Y to,center of gravity 0 in Outside dimensions, Open shape Length Angle Radius web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 2.0000 135.000 0.10690 Single 0.000 0.0000 1.0000 2' 2.0000 45.000 0.10690 Single 0.000 0.0000 1.0000 l' DUTTE COU IJILUNG ®NISI®N CFS Version 8.0.3 Page t6 Section: Section 1.sct Mark Hatcher Angle 2.5x2.5-14 Gage SCAFCO Corporation Rev. Date: 2/23/2015 9:26:03 AM By: Mark Hatcher j Printed: 2/23/2015 9:26:18 AM Member Check - 2007 North American Specification - US (ASD) Material Type: A653 SS Grade 55, Fy=55 ksi Design Parameters: Lx 5.000 ft Ly 5.000 ft Lt 5.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) i .Entered 0.5000 0.0000 0.0000 0.0000 0.0000 Applied 0.5000 0.0000 0.0000 0.0300 0.0000 Strength 1.5474 1.3302, 3.7888 1.0757 3.7886 Effective section properties at applied loads: Ae 0.27575 in"2 Ixe 0.18019 in"4 Iye 0.04283 in"4 Sxe(t) 0.12742 in"3 Sye(1) 0.06276 in"3 Sxe(b) 0.12742 in"3 Sye(r) 0.06046' in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.323 + 0.000 + 0.038 = 0.361 <= 1.0 i NAS Eq. C5.2.1-2 (P, Mx, My) 0.113 + 0.000 + 0.028 = 0.141 <= 1.0 NAS Eq'. C3.3.1-1 (Mx, Vy) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.0151<= 1.0 BUTTE Cr%t BUIL®ING ®0 Pr A®V CAWALK DESIGN Conv'eOr Model li, T 1 1 5 h' Height' H SCAFCO SD810 xposurei c Catwalk -:Mod- f 50-0948 52 P J: vValkw:ay Lbading 20 psf Note d` Conveyor� iw.� 8 in. D in 82- 0 in w w -2hdWAlk ji6P67.: ft2 uggied CatwalkWidth., 48 in::: Aorlez,aC6: 25 Id. Total - Later way: Side of,"ta"twaa �4 ft k" I X4;9166667 Olf li, T 1 1 5 h' Height' H xposurei c 0.85 52 P J: vValkw:ay Lbading 20 psf Note d` kalkWi4VWidtW24 1n -2hdWAlk Aorlez,aC6: 25 Total - Later way: Side of,"ta"twaa �4 ft k" I X4;9166667 Olf li, T 1 1 5 h' Height' H xposurei c 0.85 -C P J: vValkw:ay Lbading 20 psf Note d` kalkWi4VWidtW24 1n -2hdWAlk Aorlez,aC6: Total - Later way: Side of,"ta"twaa �4 ft k" I X4;9166667 Olf 5' �!AM'M SEAFEGo Grain Systems Co. Complete Systems for Grain Storage and Handling Project: Project'No: Design: Date: � � .. C`Aficwek--e/2'ss,.ilE9�---�----•--- ---� �—'�-� '--' __..�._._.�...._�._....j_._ ;____I_,.___.�..__t._._�....�_....�._�-., As a-4 12--11 _ 1 44 1 l � NSi J_e! j Z.� x i /_ :G�1 } _— —(-- -- ~---- ! -�- - ---i �- , - I i 1 i �� C®U i 1 _ , ,, i/I IN' AppFVIE�. 3� ! I X i _�C/Z _2 t ( ( ^ i Page # I ! ( _ of 5400 E Broadway Avenue . PO Box 11215 . Spokane , WA 99211-1215, USA Ph:+1-509-535-1571 . Fx: +1-509-535-9130 . Mail@SCAFCO.com . www.SCAFCO.com CFS Version 8.0.3 Section: Section 1.sct Double Channel 12x2.54.6254.148 Rev. Date: 4/28/2016 8:55:11 AM By: Mark Hatcher Printed: 4/28/2016 8:55:59 AM Section Inputs Mark Hatcher SCAFCO Corporation Material: A653 SS Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 57 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 153.31 in"6 Torsion Constant Override, J 0 in"4 Connector Spacing 0 in Right Channel, Thickness 0.148 in Placement of Part from Origin: X to left edge 0.000 0 in 0.000 Y to center of gravity 0 in 0.000 Outside dimensions, Open shape shape 0.000 Length Angle Radius web Web (in) (,deg) (in) (in) 1 0.625 270.000 0.18630 None 2 2.500 180.000 0.18630 Single 3 12.000 90.000 0.18630 Double 4 2.500 0.000 0.18630 Single 5 0.625 -90.000 0.18630 None Left Channel, Thickness 0.148 in Placement of Part from Origin: X to right edge 0.000 0 in 0.000 Y to center of gravity 0 in. 0.000 Outside dimensions, Open shape 0.000 6.000 Length Angle Radius Web 0.000 (in) (deg) (in) 1 0.625 -90.000 0.18630 None 2 2.500 0.000 0.18630 Single 3 12.000 90.000 0.18630 Double 4 2.500 180.000 0.18630 Single 5 0.625 270.000 0.18630,None k Hole Size Coef. (in) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Page 1 8 Distance (in) 0.313 1.250 6.000 1.250 0.313 k Hole Size Distance Coef. (in) (in) 0.000 0.000 0.313 0.000. 0.000 1.250 0.000 0.000 6.000 0.000 0.000 1.250 0.000 0.000 0.313 S - r •�, ��, tom: i%� �•� ',,�% - �f 0 t `Y CFS Version 8.0.3 Page,' aq Section: Section 1.sct Mark Hatcher Double Channel 12x2.5x0.625x0.148 SCAFCO Corporation Rev. Date: 4/28/2016 8:55:11 AM By: Mark Hatcher Printed: 4/28/2016 8:55:59 AM Member Check -. 2007 North American Specification - US (ASD) Material Type: A653 SS Grade 55, Fy=57 ksi Design Parameters: Lx 34.000 ft Ly 4.000 ft Lt 4.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy' 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Entered 0.000 184.00 1.800 0.00 0.000 Applied 0.000 184.00 1.800 0.00 0.000 Strength 60.939 498.83 49.227 59.60 23.175• Effective section properties at applied loads: Ae 5.0945 in"2 Ixe 95.702 in"4 Iye 4.366 in"4 Sxe(t) 15.950 in"3 Sye(1) 1.746 in"3 Sxe(b) 15.950 in"3 Sye(r) 1.746 in"3 Interaction Equations NAS Eq, C5.2.1-1 (P, Mx, My) 0.000 + 0.369 + 0.000 = 0.369 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.369 + 0.000 = 0.369 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.116 + 0.001)= 0.342 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 SEAFE17o 517,Grain Systems Co. Complete Systems for Grain Storage and Handling Project: Project No: Design: Date: _ # 04 1-4-_ i-___�._-._L.-Tye �_ ; .. _.__�___.._ � _ • -- � � _ _ ! l ` � lir✓.'..__. I ' j 1 -_. _�.._ . .%, ._a. , J- .. _�_ .— ._ __ __I_ _ f --•-l')--3/e��_ .� a _�.a 1 o�� --✓R- i/�• C_v_ ifs >;40) ._ `_ .3.7� 14"s t �.. I '. `;.lra,3,�)�GS/L�')_�i.!_.3_1t �•- � 1 # — ; � i E i - _— _ 1---- — � _,_L_` � S•. G Gw t _. t_ f_c�._ 9_ v i cFs i^p �OOP —ii i� + i �� r ®UN ;�; , i { BUILD i } + : - C C -4-1 { I i i { C } I i f ' i �-_ t { �.._ Page_of_ 5400 E Broadway Avenue . PO Box 11215 . Spokane , WA 99211-1215, USA Ph:+1-509-535-1571,. Fx: +1-509-535-9130 . Mail@SCAFCO.com . www.SCAFCO.com CFS Version 8.0.3 Section: Section 1.sct Angle.2x2-10 Gage Rev. Date: 4/28/2016 10:54:26 AM By: Mark Hatcher Printed:' 4/28/2016 10:55:38 AM Mark Hatcher SCAFCO Corporation Section Inputs Material: A653 SS Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 57 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in"6 Torsion Constant Override, J 0 in"4 Angle, Thickness 0.1242 in (10 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 2.0000 135.000 0.18630 Single 0.000 2 2.0000 45.000 0.18630 Single 0.000 Hole Size (in) 0.0000 0.0000 Page ,:? Distance (in) 1.0000 1.0000 CFS Version 8.0.3 Page 2 Z Section: Section 1.sct Mark Hatcher Angle 2x2-10 Gage SCAFCO Corporation Rev. Date: 4/28/2016 10:54:26 AM By: Mark Hatcher Printed: 4/28/2016 10:55:38 AM Member Check - 2007 North American Specification - US (ASD) Material Type: A653 SS Grade 55, Fy=57 ksi. Design Parameters: Lx 5.660 ft Ly 5.660 ft Lt. 5.660 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Entered 1.8200 0.0000 0.0000 0.0000 0.0000 Applied 1.8200 0,0000 0.0000 0.1236 0.0000 Strength 2.1098 5.1197 6..3431 3.0017 6.3431 Effective section properties at applied loads: Ae 0.46813 in"2 Ixe 0.30151 in"4 Iye 0.06861 in"4 Sxe(t) 0.21320 in"3 Sye(1) 0.10319 in"3 Sxe(b) 0.21320 in"3 Sye(r) 0.09684 in"3 Interaction Equations NAS Eq., C5.2.1-1 (P, Mx, My) 0.863 + 0.000 + 0.169 = 1.032 > 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.149 + 0.000 + 0.041 = 0.190 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1=1 (My, Vx) Sgrt(0.001 + 0.000)= 0.037 <= 1.0 BUTTE COUNT`-,, BUILDING ®IVISiON APPROVED CAWALK SUPPORT DESIGN Catwalk Support Beam .n.8"x8-'4"x2"x10ga x 9'lg Attach with (2) Gr8.2 Bolts (ea side/ea end) 36" Co p. Ring Column CS-8Yz"x2Y4"x1" x 12ga Horizontal CS-6"x2"x-Y4"xl4ga Attach to column with (2) Gr8.2 Bolts (ea end) x v Diagonals L2Y4"x1Y2"x8ga 8ga p 1h. 2Y4" `O Attach to clip with (1) Gr8.2 Bolts 0 Diagonal Clips 4Y"x2"x8ga x 8"Ig x v Attach to column with (4) Gr8.2 Bolts io H _C •U v a N LJ Bin Wall Bracket ` = 14)/2"x2%"x10ga x 292/3"I9 Attach to wall with (6) %" Gr8.2 Bolts ` Attach to . Column with (8) %" Gr8.2 Bolts iH . ' is is - • '24'0 `-- 33'0 Bins —Support at top 3 wall sheets —Ma)( 10' top of wall to Top of Beam • "' —Mai 20' tributary area for support —No .Peak Support Required 24'0 Jo 33'0 Bins ` a —Catwalk — SCAFCO '0948' (24'0 & 27'0) ° '0958' (30'0 & 33'0) —Live Load — 100plf —Wind — UBC, 90mph, Exp 'C', Elev <60' —Conveyor — SCAFCO SD121,8 Max (24'0 & 27'0) (105 plf) < SD1618 Max (30'0 & 33'0) (125 plf) —Snow - 20psf --Peak_ Height- — -55' .-max------ — - i' 0 00 :jy��pp�p� j • a e a • . a . — • a • a a SEAFC0® GRAIN SYSTEM COMPANY PROJECT. 3 3' JOB NO.: TO East Broadway Avenue -24 Box 11215 DESIGNED BY: CHECKED BY: SHEET NO.: Spokane, WA 99211 Phone: 509-535-1571 DATE: Fax: 509-535-9130 - www.scafco.com C" .33 '� 13, 5c5 0 cl e4. -rell 4 DI ecp'v Ve yo. -- e' A T- (j,q 5 ee 0 N V 45 16 1 e' 9 — P, L 75 ?Ll— L LL zs F (0 2-&P psf�) 106 37 e 0 f'j V C-- Y,:? 56 1 17 olr i-cA 2- b'6 0 3600 13U'T-f E C U BUILDING 0VV00!- BU APF 6 0 3600 Gi 7 D 5, ? K 37. 1) L L4, S C.S L 4 - so 50 sL YoiL 4- 5 3 3.5 p L Z-7-jr 106 37 e 0 f'j V C-- Y,:? 56 1 17 olr i-cA 2- b'6 0 3600 13U'T-f E C U BUILDING 0VV00!- BU APF 6 0 3600 Gi 7 D 5, ? K L57HEAFE17. GRAIN SYSTEM COMPANY 5400, East Broadway Avenue 0. Box 11215 •Spokane, WA 99211 Phone: 509-535-1571 Fax: 509-535-9130 www.scafco.com PROJECT: JOB NO.: DESIGNED BY: CHECKED BY: SHEET NO.: 21 DATE: Fvrz 77N C IL—'4cr- SrJPPDC c 7J /7ru 6(MGL 14"717,1'CH/'W r/% 7-/115 Fv�cow� i{1--fP 7-/ or -15 N,4✓� ��-�/ F,,a�E �iLLvL✓/97jLc `62/ /DS- FoZ- T St-" 5-1 R �� n (rG It = / • s o k / l7o" r /455Ur-fc THE L/}TZi-LAL. I-OAOf (� JrNr?� E}1 -rff, fIKG 1 G%lLL 0,5 FULL y fIcGC�[% Nov r0%l /N THC TOP LJ/4GL S caL/ /3/ T T o r - H O R r � pN T � !�I E!' c !1- , , lS 1-064TL� /n// G 13 c7 �'T5 f�"rT ✓i C K / N � Tfy C !3 /%/+f u.C- i 1 v T/Y c. (f r N r.�/fl c.L L✓/ I b p q ST I r rc N E rL 7 / f-3 G 1 3. z 3 2-9,4- ), 5'1-c6- T-HcN/f'i xr rur-�t Lr9Tc,i-4c- L O1gD /S < 6.0 k (Y6 ''moi L47?J SclPPort7�) %7!c 324Cl-cT5- �47'TRC}/Mr. -+T$ f42L 4e*4 l�7APL` . BUTTE COUNT", 13UILDING DIVISION ArFMOVErD a FE17. GRA/IV 5Y57- EM COMPANY PROJECT: JOB NO.: X400 East Broadway Avenue O. Box 11215 DESIGNED BY: CHECKED BY: SHEET NO.: 24 ''Spokane, WA 99211 Phone: 509-535-1571 DATE: Fax: 509-535-9130 www.scafco.com FL7/t f H cV�/LTrGA� LU/i 7�S l U !`N S/DG✓Ar � A7 f}CHM� rrT /?/iCLCc'� J �n %Z7 �G44 5T, FFc6 rrx - �O. 77 �I rz— i o ¢�4 :57— =NES _ 13, �3 1,,, For, Si RN. I�RrZr� S/Jc'cu/' %= �vPj>�rLTS I IZ9 L K L" i l S A c 62 P O^ `/ �v L U M N �✓/ L ff r c 1r r 2- 6 6 3 7Z. 1y. �. 3 ¢/ &^j 13,/45, f T7 i4LiI T'U T (.aJH<< S/-ecG-?S yo jjcTc=it G/9Li7 Ncc5 -F/YC 0r/c`nA4-L frL5rtF/T pp,Tisc? `5L-7M64" BUTTE COL,,-,- BUILDING DWII ij u / ' CFS Version 7.0.0 Page .2-7 Section: Section 2.sct ` Todd Vick Channel 8x275x1-12Gage SCAFCOCorpnraUon ' S4DOEBroadway Rev. Date: 3/12/2O141O:42:11AN1 Spokane, WA 98211 By: Todd Vick ' Ph: 5OQ332-G325 Printed: 3/12/2014 10:43:58 AM ToddViok@SCAFCD.com 2+1~ / . � * + ' Section Inputs ' Material: A653 eozAS Grade 50 � No strength increase from cold work of forming. Modulus of Elasticity, E 29500 koi Yield Strength, Fy 57 ksi Tensile Strength, Fu 70 koi Warping Constant Override, C. 0 io^6 Torsion Constant Override, J 0 io^A ' Stiffened Channel, Thickness 0.I017 in (12 gage) Placement of Part from Origin: ` X to center of gravity V in Y to center of gravity O,io Outside dimensions, Open shape Length Angle Radius Web k Hole Size ^ Distance (in) (deg) (in) Coef' (in) (in) l l'OOOO 270'000 0'12500 None O'OOO 0.0000 0'5000 2 2'7500 I80.000 0'12500 Single O'OOO 0'0008 I'3750 3 8.5000 90.000 0'12500 Cee 0'000 0'0000 4'2500 4 2.7500 0.000 0.12500 Single 0.000 0'0000 I'3750 5 I'0000 -90'000 0'12500 None O'UUO 0.0000 - 0'5000 � ^��K� � ��^��. � BUILDING ��o��"� ��xu~�vxo�� ~`` ~ Gr' CFS Version 7.0.0 Ir, . - 3 3'0 Section: Section 2.sct . Todd Vick Channel 8x2.75x1-12 Gage SCAFCO Corporation 5400 E Broadway P� 2 6 Rev. Date: 3/12/2014 10:42:11 AM Spokane, WA 99211 By: Todd Vick Ph: 509 232-6325 Printed: 3/12/2014 10:44:50 AM ToddVick@SCAFCO.com Member Check - 2007 North American Specification - US (ASD) Loads: P Mx Vy My Material Type: A653 HSLAS Grade 50, Fy=57 ksi (k) 4,/ X - ate'"` c? 6 Design Parameters: (k -in) (k) Entered Lx 12.000 ft., Ly 6.000 ft Lt 6.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Fl•ange:.None k� 0 k Red. Factor, R: 0 Lm 20.000 ft ' Ixe 16.664 in^4 Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Entered 14.500" 0.00 0.000 0.00 0.000 Applied 14.500 0.00 0.000 -0.30 0.000 Strength 24.136 ' 119.91 11.622 ' 26.93 ' 9.985 ' Effective section properties at applied loads: Ae 1.5029 in^2 Ixe 16.664 in^4 Iye 1.572 in^4 Sxe(t) 3.9210 in^3 Sye(1) 1.8752 in^3 Sxe(b) 3.9210 in^3 Sye(r) 0.8227 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.601 + 0.000 + 0.016 = 0.616 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.405 + 0.000 + 0.011 = 0.416 <= 1.0 NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.011 <= 1.0 BUTTE CrUNT".�, BUILDING DIVISOR ' AV CFS Version 7.0.0 Section: Section 4.sct Angle 1.75x1.25-10 Gage Rev. Date: 3/11/2014 11:29:42 AM By: Todd Vick Printed: 3/11/2014 11:32:05 AM Todd Vick SCAFCO Corporation 5400 E Broadway Spokane, WA 99211 Ph: 509 232-6325 ToddVick@SCAFCO.com Page 2 9 9d 41 -T�� 0/RG. �LLOL✓�-13 Lc lc�s.o�� Lv,90 5(5 k Section Inputs Material: A653 HSLAS Grade 50 .No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 57 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Angle, Thickness 0.1242 in (10 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.7500 135.000 0.18750 Single 0.00.0 0.0000 0.8750 2 1.2500 45.000 0.18750 Single 0.000 0.0000 0.6250 113 0 r 12 (jA56D ON C(7 /INtCTIc�s✓ Cr9 ��S /3o,-7- BUTT 3ULT SKG/7�L �p.-�T iLO L S BUIL®ING APF N TTI -J. CFS Version 7.0.0 Positive Page 3� Section: Section 4.sct Positive Todd Vick Pao Angle 1.75x1.25-10 Gage k SCAFCO Corporation 3.9257 k -in Mayo 1.5907 5400 E Broadway Ae 0.32505 Rev. Date: 3/11/2014 11:29:42 AM Spokane, WA 99211 0.12278 in^4 By: Todd Vick 0.03224 Ph: 509 232-6325 Printed: 3/11/2014 11:32:05 AM ToddVick@SCAFCO.com 0.11502 in^3 Full Section Properties 0.06393 in^3 Tension Area 0.34387 in^2 Wt. 0.0011692 k/ft Width 2.7687 in Ix 0.12278 in^4 rx 0.5975 in Ixy -0.03036 in^4 Sx(t) 0.11502 in^3 y(t) 1.0675 in a 16.922 deg Sx(bl 0.11651 in^3 y(b) 1.0538 in Negative Moment Height 2.1213 in Moment Iy 0.03224 in^4 ry 0.3062 in Xo -0.5252 in Sy(1) 0.06393 in^3 x(1) 0.5043 in Yo 0.1771 in Sy(r) 0.04660 in^3 x(r) 0..6918 in jx 0.9766 in Iye Width 1.1961 in jy -0.2055 in I1 0.13201 in^4 rl 0.6196 in in^3 Sye(1) I2 0.02301 in^4 r2 0.2587 in 4.461 k Ic 0.15502 in^4 rc • 0.6714 in CW 0.0000096 in^6 Io 0.26067 in^4 ro 0.8707 in J 0.0017681 in^4 Fully Braced Strength - 2007 North American Specification - US (ASD) Material Type: A653 HSLAS Grade 50, Fy=57 ksi Compression Positive Moment Positive Moment Pao 10.293 k Maxo 3.9257 k -in Mayo 1.5907 k -in Ae 0.32505 in^2 Ixe 0.12278 in^4 Iye 0.03224 in^4 Sxe(t) 0.11502 in^3 Sye(1) 0.06393 in^3 Tension Sxe(b) 0.11651 in^3 Sye(r) 0.04660 in^3 Ta 11.737 k -- Negative Moment Negative Moment Maxo 3.8495 k -in Mayo 1.5907 k -in Shear Ixe 0.11982 in^4 Iye 0.03224 in^4 Vay 4.461 k Sxe(t) 0.11315 in^3 Sye(1) 0.06393 in^3 Vax 4.461 k Sxe(b) 0.11278 in^3 Sye(r) 0.04660 in^3 BUTTE CCS N- ".Y. B LU UP DING AVI CFS Version 7.0.0 Page 3 r Section: Section 1.sct Todd Vick Channel 6x2xO.75-14 Gage SCAFCO Corporation 5400 E Broadway Rev. Date: 3/12/2014 2:28:06 PM Spokane, WA 99211. By: Todd Vick Ph: 509 232-6325 Printed: 3/12/2014 2:29:01 PM ToddVick@SCAFCO.com 93 suPPvr+ Ho2r�. i -0R- 1 D F F PkA ' c Section Inputs Material: A653 HSLAS Grade 50 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength,'Fy 57 ksi Tensile Strength, Fu 70 ksi Warping Constant Override,.Cw 0 in^.6 Torsion Constant Override, J 0 in^4 Stiffened Channel, Thickness 0.0717 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.7500 270.000 0.12500 None 0.000 0.0000 0.3750 2 2.0000 180.000 0.12500 Single 0.000 0.0000 1.0000 3 6.0000 90.000 0.12500 Cee 0.000 0.0000 3.0000 4 2.0000 0.000 0.12500 Single 0.000 0.0000 1.0000 5 0.7500 -90.000 0.12500 None 0.000 0.0000 0.3750 SUIL®INGAPP R®` °� CFS Version 7.0.0 Section: Section 1.sct Channel 6x2x0.75-14 Gage Rev. Date: 3/12/2014 2:28:06 PM By: Todd Vick Printed: 3/12/2014 2:29:01, PM Todd Vick SCAFCO Corporation 5400 E Broadway Spokane, WA 99211 Ph: 509 232-6325 ToddVick@SCAFCO.com Page 92- Full 2 Full Section Properties Area 0.78419 in^2 Wt. .0.0026662 k/ft Width 10.937 in Ix 4.1986 in^4 rx 2.3139 in Ixy 0.0000 in^4 SX(t) 1.3995 in^3 y(t) 3.0000 in a 0.000 deg Sx(b) 1.3995 in^3 y(b) 3.0000 in 0.0000 in Cmx 1.0000 Cmy, 1.0000 ey 0.0000 in Height 6.0000 in, Red. Factor, R: 0 Iy 0.4337 in^4 ry 0.7436 in Xo -1.4874 in Sy(1) 0.7188 in^3 x(1) 0.6033 in Yo 0.0000 in Sy(r) 0.3105 in^3 x(r) 1.3967 in jx 3.1201 in Width 2.0000 in jy 0.0000 in I1 4.1986 in^4 rl 2.3139 in I2 0.4337 in^.4 r2 0.7436 in Ic 4.6323 in^4 rc 2.4305 in CW 3.3037 in^6 Io 6.3672 in^4 ro 2.8495 in J 0.0013438 in^4 Member Check - 2007 North American Specification - US (ASD) Material Type: A653 HSLAS Grade 50, Fy=57 ksi Vy My Design Parameters: ° (k) (k -in) (k) Lx 4.5000 ft Ly 4.5000 ft Lt 4.5000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy, 1.0000 ey 0.0000 in Braced Flange: None ko 0 k Red. Factor, R: 0 Lm 4.5000 ft 4.1986 in^4 Iye Loads: P Mx Vy My Vx ° (k) (k -in) (k) (k -in) (k) Entered 0.000 0.000 0.000 0.000 0.000 Applied. 0.000 0.000 0.000 0.000 0.000 Strength 12.447 42.744 5.777 10.598 4.925 Effective section properties at applied loads: Ae 0.78419 in^2 Ixe 4.1986 in^4 Iye 0.4337,in^4 Sxe(t) 1.3995 in^3 Sye(1) 0.7188 in^3 Sxe(b) 1.3995 in^3 Sye(r) 0.3105 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.000 + 0.000 = 0.000 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.000 + 0.000 = 0.000 <= 1.0 NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 ��®® �iTw�l LLc✓! j GRAIN sy5TEM COMPANY PROJECT: 5, D wsl c L 5uPPc>R-73 G�� CS 6 �OcS JOB NO.: -:100 East Broadway Avenue .:J. Box 11215 DESIGNED BY: CHECKED BY: SHEET NO.: 3'S Spokane, WA 99211 Phone: 509-535-1571 DATE: Fax:509-535-9130 www.scafco.com 0,T VAM 3.0f T S 4 T 13,1 6 4.r3 1'iq t E 2- IE 1-'9C k7' $f 0 uprri R„ BUTTE C®UN7' BUILDING DNI$.ICN P ROU CFS Version 8.0.3 Section: Section 1.sct Hat 6x6.75x1.5-10 Gage Rev. Date: 7/14/201.4 8:27:15 AM By: Todd Vick Printed: 7/14/2014 8:27:36 AM 6 4- Page _qg. Todd Vick SCAFCO Corporation 5400 E Broadway Spokane, WA 99211 Ph: 509 232-6325 ToddVick@SCAFCO.com Section Inputs Material: A653 HSLAS Grade 50 No strength increase from cold work of forming.. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 57 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Hat, Thickness 0.127 in (10 Gage) Placement of Part from Origin: X to center of gravity O'in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 1.5000 0.000 0.18750 None 0.000 2 6.0000 90.000 0.18750 Hat 0.000 3 6.7500 0.000 0.18750 Single 0.000 4 6.0000 -90.000 0.18750 Hat 0.000 5 1.5000 0.000 0.18750 None 0.000 R /0 a Hole Size Distance (in) (in) 0.0000 0.7500 0.0000 3.0000 0.0000 3.3750 0.0000 3.0000 0.0000 0.7500 CFS Version 8.0.3 Pages Section: Section 1.sct Todd Vick Hat 6x6.75x1.5-10 Gage SCAFCO Corporation 5400 E Broadway Rev. Date: 7/14/2014 8:27:15 AM Spokane, WA 99211 By: Todd Vick Ph: 509 232-6325 Printed: 7/14/2014 8:27:36 AM ToddVick@SCAFCO.com Full Section Properties Area 2.6430 in^2 Wt. 0.0089862 k/ft Width 20.811 in Ix 13.47 in^4 rx 2.2573 in Ixy 0.00 in^4 SX(t) 5.4506 in^3 y(t) 2.4709 in a 90.000 deg Sx(b) 3.8161 in^3 y(b) 3.5291 in 4.8750 in^3 Tension Sxe(b) Height 6.0000 in 4.2578 in^3 Ta Iy 24.82 in^4 ry 3.0646 in Xo 0.0000 in Sy(1) 5.2281 in^3 x(1) 4.7480 in Yo 5.1537 in Sy(r) 5.2281 in^3 x(r) 4.7480 in jx 0.0000 in Ixe Width 9.4960 in jy -6.3202 in I1 24.82 in^4 rl 3.0646 in 4.2578 in^3 Vax I2 13.47 in^4 r2 2.2573 in 4.8750 in^3 Ic 38.29 in^4 rc 3.8062 in CW 76.168 in^6 Io 108.49 in^4 ro .6.4068 in J 0.014210 in^4 Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 HSLAS Grade 50, Fy=57 ksi Compression Positive Moment Positive Moment Pao 58.399 k Maxo 126.33 k -in J Mayo 145.33 k -in Ae 1.8442 in^2 Ixe 12.498 in^4 Iye 21.582 in^4 Sxe(t) 4.7641 in^3 Sye(1) 4.8750 in^3 Tension Sxe(b) 3.7011 in^3 Sye(r) 4.2578 in^3 Ta 90.210 k Negative•Moment Negative Moment Maxo 130.25 k -in Mayo 145.33 k -in Shear Ixe 13.468 in^4 Iye 21.582 in^4 Vay 29.161 k Sxe(t) 5.4506 in^3 Sye(1) 4.2578 in^3 Vax 16.616 k Sxe(b) 3.8161. in^3 Sye(r) 4.8750 in^3 71;11111111-.1 W d " a- CFS Version 8.0.3 Page 3e, Section: Section 1.sct Todd Vick Hat 6x6.75x1.5-10 Gage SCAFCO Corporation 5400 E. Broadway Rev. Date: 7/14/2014 8:27:15 AM Spokane, WA 99211 By: Todd Vick Ph: 509 232-6325 Printed: 7/14/2014 8:29:30 AM ToddVick@SCAFCO.com Member Check - 2012 North American Specification - US (ASD) Material Type: A653 HSLAS' Grade 50, Fy=57 ksi Design Parameters: Lx 4.5000 ft ' Ly 4.5000 ft Lt 4.5000 ft' Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange:' None k� 0 k Red. Factor, R: 0 Lm 710000 ft ' Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Entered 2.900— 36.00' 2.950' 0.00 0.000 Applied 2.900 36.00 2.950 0.00 0.000 Strength 46.689' 126.33' 29.16 1 145.33 16.616 Effective section properties at applied loads: Ae 2.6430.in^2 Ixe 13.468 in^4 Iye 24.823 in^4 Sxe(t) 5.4506 in^3 Sye(1) 5.2281 in^3 Sxe(b) 3.8161 in^3 Sye(r) 5.2281 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.062 + 0.286 + 0.000 = 0.348 <= 1.0 NAS Eq. C5.2..1-2 (P, Mx, My) 0.050 + 0.285 + 0.000 = 0.335 <= 1.0 NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.081 + 0.010)= 0.302 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 BUTTE COUNTY BUILDING DIVISION ArrRHOVEU Soils Investigation Report for Lundberg Family Farms Lundberg Seed Dryer Bins 5311 Midway Richvale, California 95974 RPD JUN 07 2016 IW E R'NE;S7 COKISUILT ING GROUP Prepared for: North Valley Building Systems 30 Seville Ct. Chico, California 95973 , Streamline Project No. 23ftAMrr # ?:i BUTTE COUNTY DEVELOPMENT SERVICES May 24, 2016 REVIEWED FOR pATCO E,COMPLIANCE to dY ESSi �pF Oiy 'q� ��cHE�, GFyc R REFEE _ 535 m * OF CAS-�S _ 60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 uZ. Soils Investigation Report for Lundberg Family Farms Lundberg Seed Dryer Bins 5311 Midway Richvale, California 95974 RPD JUN 07 2016 IW E R'NE;S7 COKISUILT ING GROUP Prepared for: North Valley Building Systems 30 Seville Ct. Chico, California 95973 , Streamline Project No. 23ftAMrr # ?:i BUTTE COUNTY DEVELOPMENT SERVICES May 24, 2016 REVIEWED FOR pATCO E,COMPLIANCE to dY ESSi �pF Oiy 'q� ��cHE�, GFyc R REFEE _ 535 m * OF CAS-�S _ 60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 TABLE OF CONTENTS 1.0 INTRODUCTION....................................................... 1.1 General.....................................................................:..........3 1.2 Proposed Construction.......................................................... 3 1.3 Scope of Work....................................................................... 3 1:4 Attachments......................................................................... 3 2.0 FINDINGS.................................................................................................. 4 2.1 Site Description................................................................... 4 2.2 Subsurface Soil Conditions ................................................... 4 2.3 Erosion Controls.................................................................. 4 2.4 Ground Water...................................................................... 4 2.5 Asphalt Pavement................................................................ 4 2.6 Corrosive Soils..................................................................... 4 3.0 CONCLUSIONS AND RECOMMENDATIONS ....................................... 5 3.1 Site Clearing and Grubbing ................................................. 5 3.2 Site Preparation.................................................................... 5 3.3 Engineered Fill Construction ................................................. 5 3.4 Foundation Design Recommendations .................................... 6 3.5 Interior Concrete Slabs on Grade for Living ............................ 7 3.6 Special Inspections................................................................7 3.7 Site Geology and Seismicity ................................................... 7 3.8 Soil Expansion Potential........................................................ 8 3.9 Liquefaction Potential............................................................ 8 3.10 CBC Requirements................................................................ 9 4.0 LIMITATIONS.................................................................................... 10 FIGURES: Figure 1: Site Location Figure 2: USGS Design Maps Summary Report ® ®01 ®� Figure 3. Test Pit Location Plan �,c-C - CC Figure 4: Unified Soil Classification System I ®�� ® Figure 5: Earthquake Epicenter Map ®� APPENDIX A: Field Investigation Logs and Laboratory Test Dat, Streamline Project No. 2388 Page 2 of 10 60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 .1.0 INTRODUCTION 1.1 General BUTTE D®UN N BUILDING ®IVIS.AppFtOVED Streamline Engineering, Inc. and Applied Testing Consultants have performed an investigation of the soil near the proposed building pad for new grain bin to be used for seed storage. The purpose of this report is to provide the design parameters for the , foundation system required to support the structure described herein. This report is intended to satisfy the requirements of the 2013 CBC Section 1803. This report should not be used for additional structures on this site without written approval of Streamline Engineering. 1.2 Proposed Construction This report is prepared based on the assumption that the proposed structure will be a metal sided seed bin with conventional concrete spread foundations. The bin pad is located as shown on the map included as "Figure 1". The foundation system design is not within the scope of this report. The foundation designer is solely responsible for providing an adequate foundation design to support all imposed loads on the structure including loads required by the California Building Code (CBC) edition as noted in 1.1 above. 1.3 Scope of Work The scope of our services included the following: • Exploration of the subsurface conditions near the proposed building pad using 1 exploratory test hole. • On-site observations of the area surrounding the building pad to study topography and drainage patterns. • Research maps prepared by the United States Department of Agriculture (USDA) • Provide the seismic design variables, SMs, SM1, SDs, SD1, soil site class, and the Seismic Design Category provided by the Unites States Geologic Survey. • Provide soil classification per Table 1806.2 of the CBC based on on-site observations, soil testing, and USDA mapping of site. • Prepare report of findings and recommendations. • Review previous soils report and sieve analysis prepared by ATC dated February, 22, 2007. • The scope of work excludes any items not mentioned above. 1.4 Attachments This report contains Site and Test Pit Location Plans, a profile log for test pit 1, laboratory test data sheets, and NEHRP Seismic Design Provisions from the website: http• / /www.earthquake.usgs.gov/research/hazmaps/design/index.1)hp. See figures and appendices. Streamline Project No. 2388 Page 3 of 10 60 Independence Cir., Ste. 201 0 Chico, CA 95973 • (530) 892-1100 0 Fax: 892-1115 2.0 FINDINGS 2.1 Site Description BUTfECp11N BUILDINGAPPFo�� The development site is located on a parcel as shown on "Figure 1" in Richvale, California. It is bounded by existing buildings and grain bins on all sides. The site is relatively flat. We made a site visit on 5/11/16 and found no significant areas of standing water. The building site had no trees or buildings on it at the time of our observation. 2.2 Subsurface Soil Conditions The soil encountered in the top 72" of our two test holes consisted predominately of fat clay in the upper 2'+ and clayey sandy gravel in the 2' to 6' layer. The upper layer of soil would be classified as MH (elastic silt with sand) and the lower as an SM (silty sand) shown on the "Sieve Analysis -Combined" per the Unified Soil Classification chart. See Appendix A for more information and soil profile. 2.3 Erosion Controls It is not within the scope of this report to determine erosion controls. The owner is solely responsible for monitoring erosion for this site. Erosion on our near the site could have a negative impact on any proposed structures on this site. The owner shall maintain the site and surrounding areas as necessary to protect the structure(s) from the effects of erosion and be in compliance with all government requirements. 2.4 Ground Water At the time of our field investigation, no groundwater was encountered in our test holes. It should be noted that the groundwater level on this site will vary depending on the local rainfall, irrigation practices, and runoff conditions. It is possible to find perched groundwater on this site. 2.5 Asphalt Pavement It is not within the scope of this report to provide any recommendations for the construction of asphalt pavement. 2.6 Corrosive Soils It was not in the scope of this report to test for corrosive soils. It should be noted that Streamline Engineering does not provide corrosion engineering services. If it is necessary to test for corrosive soils, we recommend that a qualified corrosion engineer be retained to provide the necessary services and testing. Streamline Project No. 2388 Page 4 of 10 60 Independence Cir., Ste. 201 ` Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 Site Clearing and Grubbing BUTTE v. Q'I BU1LDIWG U ®PP;k T` The site was cleared at the time of our observation. Existing foundations, utilities, septic tanks, and leach fields must be located and removed prior to grading the site. Tree roots larger than 1" in diameter within 5' of the building pad shall be removed and replaced with properly compacted engineered fill. All voids resulting from the removal of foreign objects shall be replaced with properly compacted engineered fill. The thickness of the finished building pad may vary from the scarified depth. The building pad may bear directly upon the hard -pan or upon engineered fill that is placed on the hard -pan layer. For the seed bin foundation, remove 24" of native soil and replace with engineered fill placed according to section 3.3 of this report. 3.2 Site Preparation After completing site clearing and grubbing, the exposed native soil to receive engineered fill should be scarified to a minimum depth of 8" and then uniformly moisture conditioned to within + 4 percent of the ASTM D1557 optimum moisture content. All surface grades shall be constructed to drain surface water away from the structure pad for a minimum of 10' on all sides. Roof drain discharge should be collected and directed to discharge down slope from the building pad a minimum of 10' away from the building. All compactions shall be observed by Applied Testing Consultants. 3.3 Engineered Fill Construction Where engineered fills are used to support the proposed structure(s) they shall be constructed as noted below: Prior to placement of engineered fill within the pad areas, all organics shall be removed and replaced with compacted engineered fill. The exposed sub -grades should be moisture conditioned and compacted to a minimum of 90% relative compaction, based on test method ASTM D1557. Engineered fill should be placed in 8" loose lifts, moisture conditioned and compacted to 90% relative compaction. The compacted thickness of each layer shall not exceed 6 inches. Compaction control and testing should be performed by a qualified testing agency to insure the recommendations of this report are followed. Depending on the amount of rock encountered in the on-site or import soils. We recommend that compaction testing be performed using Sand Cone methods (per ASTM D 1556), or Nuclear Density methods (per ASTM D2922). If imported off-site material is required to build the pads to finish grade, it must be approved by a representative from our office and meet the following minimum criteria. Import material must have a plasticity index of less than 4; be non -expansive (EI<20); have 100% passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing the #200 sieve. Streamline Project No. 2388 Page 5 of 10 60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 3.4 Foundation Design Recommendations: Based on the results of our field investigation, it is our professional opinion that the structure(s) described in Section 1.2 may be supported on continuous or isolated reinforced concrete footings. The footings shall be properly sized by a design professional to support the design loads without exceeding the allowable design values provided in this report. The bottom of all footings shall be level and clean. Continuous footings shall be stepped and not sloped where site conditions are not flat. Design Criteria: NOTE: THESE VALUES SHOWN ARE MINIMUM DESIGN VALUES AND DIMENSIONS. LARGER DIMENSIONS AND LOWER DESIGN VALUES MAY BE USED AT THE DISCRETION OF THE DESIGN PROFESSIONAL. IT IS NOT WITHIN THE SCOPE OF THIS REPORT TO DESIGN THE FOUNDATIONS. Class of Materials: 0 to -2'+ Class 5 MH (to be removed) -2' to -6' + Class 4 SM (to remain) Allowable Foundation Pressure bearing on 24" compacted fill: Dead + Live loads: 2,500 psf Wind or seismic loads: 3,500 psf Allowable Lateral Bearing Pressure: 250 pcf Lateral Sliding Resistance: 0.35 coefficient of friction Minimum footing steel: Continuous footings: As determined by design professional Isolated footings: 0.002 times the cross sectional area of the footing in each direction Minimum interior/ exterior slabs: As determined by design professional Moisture control through slabs: As determined by design professional Note: Any deviation from the assumptions stated above will require written approval of Streamline Engineering. Streamline Project No. 2388 BUTTE BUS -LU mING MAO APPFt®\JE Page 6 of 10 60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115 3.5 Interior Concrete Slabs on Grade Not applicable 3.6 Special Inspections The foundation system is conventional in nature and within the scope of the required Building Department inspections. There are no special inspections required for the excavations or concrete footings associated with this project. 3.7 Site Geology and Seismicity The site is not within an Alquist-Priolo Special Studies Zone according to the State of California Department of Conservation. There are no active faults running through the site according to the book, "Maps of Known Active Fault Near -Source Zones in California and Adjacent Portions of Nevada". Based on these sources, surface rupture due to faulting activity should not be an issue for this site. Due to the frequency of earthquakes in Northern California, ground motion should be expected to occur at this site during the life of the proposed structure. Based on the 2003 NEHRP Seismic Design Provisions for this parcel we have the following Seismic variables: For Lat. = 39.499035 degrees N and Long. = 121.743798 degrees West Soil Site Class D (per CBC 1613.5.2) Ss, Period 0'.2 sec.: 0.604 g S1, Period 1.0 sec.: 0.270 g SMs = Fa x Ss: 0.795 g SM1 = Fv x Sl: 0.502 g SDs = 2/3 x SMs: 0.530 g SD1 = 2/3 x SMI: 0.335 g Seismic Design Category: Streamline Project No. 2388 D (As defined by the CBC) BUTTE CQ�VIS Q� BUILDING D�� APPR Page 7 of 10 60 Independence Cir., Ste. 201 0 Chico, CA 95973 9 (530) 892-1100 • Fax: 892-1115 3.8 Soil Expansion Potential The surface and near surface soils encountered at the site were found to contain a certain amount of clay, which has potential for volumetric changes. Based on the PI test that was performed on a sample by this office on this site for another grain bin project in close proximity to this one, the upper layer of soil is considered to be expansive. This layer is approximately 24" thick. We would appreciate the opportunity to review any final foundation designs. The intent for this site is to remove any expansive material in the building areas and replace with non -expansive fills as noted in this report. Even under ideal conditions the risks for damage to structures due to the swelling and shrinking of soils are not completely eliminated. A representative of our office shall be present during excavations to verify the depth of expansive materials. Depending on the option selected by the building designer and/or engineer, additional lab testing and field inspections may be required. 3.9 Liquefaction Potential Liquefaction is a phenomenon in which the strength and stiffness of a soil is reduced by earthquake shaking or other rapid loading. Liquefaction occurs in saturated soils, that is, soils in which the space between individual particles is completely filled with water. This water exerts a pressure on the soil particles that influences how tightly the particles themselves are pressed together. Prior to an earthquake, the water pressure is relatively low. However, earthquake shaking can cause the water pressure to increase to the point where the soil particles can readily move with respect to each other. When liquefaction occurs, the strength of the soil decreases and, the ability of a soil deposit to support foundations for structures is significantly reduced. Based on our site review, the soil types found at this site are not prone to liquefaction. 3.10 CBC Requirements This section is intended to address the applicable requirements listed in section 1803 (Foundation and Soils Investigations) of the CBC. The following code sections have been specifically addressed as noted below: 1803.3.1 The classification and investigation of the soil has been made by a registered design professional. The wet stamp and signature of the individual responsible for the report is on the cover sheet. 1803.5.1 The soil classification has been determined based on the soils map provided by the USDA, and on-site observation. For the purpose of soil classification, on-site observation by a registered design professional without testing is acceptable per Section 1803.3.1 of the CBC. See "Design Criteria" in Section 3.4 for soil classification. Bv-�TE � S1O� 1803.5.3 See section 3.8 "Soil Expansion potential" in this report. u,L�1�G c�' Streamline Project No. 2388 ®P��® r-` Page 8 of 10 60 Independence Cir., Ste. 201 0 Chico, CA 95973 •.(530) 892-1100 • Fax: 892-1115 4.0 LIMITATIONS 14 �U'P'f E �D►�v S o� BUILDIAPPRNG0\10i This report was prepared according to the scope of work included in our "Contract for Professional Services" agreement made between Streamline Engineering and our client. This report is intended for the sole use of our client. Use of the report by a third party is neither expressed nor implied and shall be at the party's sole risk. Our recommendations contained in this report are based on our engineering judgment, research of government documents, and site observations for the site location described in this report. This report was prepared specifically for the proposed structure(s) described in this report. If additional structures are constructed at this property, the owner shall contact Streamline Engineering for approval. Our findings are based on the condition of the site as it existed at the time of our site observation. If site conditions have changed since our investigation was completed, we shall be notified to examine the changes and determine if our initial recommendations are still valid. This report is only valid for the CBC edition shown in section 1.1. For structures built under newer additions of the CBC, written approval from Streamline Engineering is required. If on-site excavations during construction reveal conditions different than specked in this report, Streamline shall be contacted for a follow up evaluation and possibly new recommendations. This report is not valid for discovery items or other changes to the site. This report should not be used after 2 years of the specified date on the cover sheet without written approval of Streamline Engineering. It is not within the scope of our work to locate buried objects or problems that were concealed by others. These objects include, but are not limited to existing foundations, leach fields, septic tanks, fuel tanks, and underground utilities. We cannot be held liable for hidden objects. The elevation of the groundwater noted in this project is only relevant for the date of the site observation. This depth to groundwater can change with time and location. It is not within the scope of our work to identify or locate hazardous materials that may be contained on this site. These materials could be manmade or naturally occurring. If the owner would like to have a hazardous material survey performed, it is the owner's responsibility to contact a specialist in this field to perform the survey as needed. These findings are based on our professional opinion and are not intended as a warranty of any kind. Design for consolidation, differential settlement, and engineered fill are by others. No warranty is expressed or implied. Please contact us with any questions at 530-892-1100 Streamline Project No. 2388 Page 9 of 10 60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115 4 F�,' w ^L 1 �AIL, ayF i `, Lundberg Seed ,Dr}er., 4. rir may_; L•rrrng/eb1 B � a4..-. : � t14 t r - �' _+ �"'r._.-^'..�.,` j JIT ttt :�o.E�o it Google •ea'rt[~ �i4 ;� , '�: 0 . Design Maps Summary Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?templ... USES Design Maps Stimmary Report User -Specified Input Report Title Lundberg Seed Dryer Bins Mon May 23, 2016 23:20:56 UTC BUTTE COUNTY Building Code Reference"Document ASCE 7-10 Standard BUIL®ING DIVISION, _ (which utilizes USGS hazard data available in 2008) Site Coordinates 39.499040N, 121.7438°Wp�ppROVE® j Site Soil Classification Site Class D - "Stiff Soil" ' Risk Category I/II/III 1 of 2 USGS-Provided Output f Ss = 0.604 g SMS = 0.795 g „ SDs = 0.530 g - Sl = 0.270 g SMl = 0.502 9. SDI = 0.335 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. , MCER Response Spectrum Design Response Spectrum. 0.72-- 0.64-- .7z 0.64 • 0.42 • 0.56 ,. 0.36 0.48 19 0.40 ' _ F .0.30 47 H 0.24 0.32 ` 0.24 0.18 0.16 "` 6 0.12-- 0.08-- 0.06 y 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 1 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) r 06 For PGA,, TL, CRs, and CR, values, please view the detailed report.- 5/23/2016 4:21 PM 4W est Pit #,, 46 imoor" We""e'88 rt 0 fat -- 4W est Pit #,, 46 imoor" We""e'88 rt 0 UNIFIED SOIL CLASSIFICATION {ASTM D-2487-98} NLS CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP SOIL GROUP NAMES & LEGEND GRAVELS CLEAN GRAVELS CU>4 AND 1 <Cc<i GW WELL -GRADED GRAVEL .'• >50% OF COARSE �% FINESCu>4 AND 1>Cc>3 GP POORLY -GRADED GRAVEL o Qo e FRACTION RETAINED GRAVELS WRH FINES FINES CLASSIFY AS +�L� CL GM SILTY GRAVEL o o u Row W G c ON NO 4. SIEVE US m W >12% FINES FINES CLASSIFY ASCLORCH GC CLAYEY GRAVEL OVEt ao S t— SANDS CLEAN SANDS CL>P6 AND 1<Cc-* SW YYELL4M0EDSAND- W z •.�. to .. d% FINESw N Cu>6 AND 1>Cc>3 SP POORLY -GRADED SAND 8 A >50% OF COARSE p FRACTION PASSES ON NO 4. SIEVE SANDS AND FINES FNESCIASSIFYASt1LORCL SM SILTY SAND .= >124b FINES FM CLASSIFY AS CL OR CH SC CLAYEY SAND SILTSANDCLAYS PK AND PUYr;- -LIKE CL LEAN CLAY !3 INORGANIC PI>4ANDPLOrs<a Lam ML SILT p w Lu LIQUIDL3AT<5D Zu3 ORGANIC ut a avucAmasramis OL ORGANIC CLAY OR SILT = — ac — — L�'t SILTSANDCLAYS PIPLOTS>-A-LWE CH FATCLAY W 2 zCi INORGANIC Piptum-e LINE MH ELASTIC SILT z UOUIDUMIT>54 U. ORGANIC OH ORGANIC CLAY OR SILT MOKLY ORGANIC SOILS PRDEARO Y ORGANIC NATTER DARK N cDLOR AND ORGr+t16 ODOR PT PEAT OTHER MATERIAL SYMBOLS SAMPLE TYPES ' Poorly Graded Sand :::: Sarni ® �s"m BUTTE. COUNT`S Valli Clay DNISIO mo'''b°° BUILDING ClarerSarrd sot ® RmRCae appFj®\1u Sandy SBL VItiD Graded Gravelly Sart ® GzbSuMk Low to • tah Plaadty Clay Gravelly Silt ADDITIONAL TESTS i Pmly GLaded Gravelly Sand Asphalt CA -- 00=ALAIIALYM (CORROSIVHY) rW01 - MFIVISP SSNGHM CD CONSOLIDATED DRANEDTRIAXIAL 2w SIEVE RN - CCHSOLMAYM SIN - $%My= •- Topsoil Boaldesandco" CU - CONSOUDATED UNDRANEDTRINOAL TC - CYCLIC 7RWOAL DS _ DIRELT34EAR TV - TDRVARESHEAR Well Graded Gravel • PP - POCKET PENETROLOM tTSP) UC - t110;ONFIiEDCOMPRESSIM With Clay OM) - (WISH SHEAR STRENGM N RSF) (15) - 69111 SIEAR STReN201 Well Graded Gravel RV - RXAWE 01 KSF) • VrNtSilt SA - SIEVE ANALYStS:%PASSCLG W - UNCOIISOL1DATW OWSIEVE ... U DRANEDTRWDAL F LASftCC[Y Cl1ART WMT TE< LEVELTH DATE CF), VA - WASH ANALYSIS � vSgA9AR$ASZT so 120016) - NVrM %PASSING HM 200mem >b PENETRATIQN RESISTANCE 1R�OR0®AS eIOUVS I05 FT) _ eD SAHD86t0.V<3 SLLT8ClAY CH m COLPAE551VE RHATNE DE)L9IY ' RLONS/FOOT' CW567@!CY BLOYIIS7F001` STR87GM (TSF) r40 C veRYtnosE o -a VERY SOFT o-_ 0-0.25LOOSE 30 a-f0SOFT •2-4 OZ-030 CL OH 8 6Gi DBLSE 10 -SD - FlRtt a-6 050-t.0 211 D85E 70-� STIFF 0.15 til -2D VBLYDB35E OVEt 50- VEfIYSTSFF t5-70 =D_4.D n ID ttARD OVER 0 0 10 20 30 all 50 60 70 80 80 100 HU8r8ER OF OLCMIS OF HND LB HAMIER FALLNG30 NCHESTO DRIVE A 2 NCH DD.IUB 7 110 19 REHLDdSPLfr44RRE1.SAtipuRTREIA.SriLmmmOFANLONCHw4ElA%wis6 uwm uwri%) STANDARD PE7EM11TICINTEM LEGEND TO SOIL FIGURE DESCRIPTIONS 1 ac Job No., 30 OVEt ao CALIFORNIA EARTHQUAKE EPICENTER_ MAP ' 1932 to 2000 _ Magnitude 304 n i i - 55 59 X71 i 1 � • 1 ,,� /� 1 , � _ Date •�. 62-2000. �► , : { ` 1:1869-193 . k`_"'_ �-• __ x:'1769-1868 1' Q .4..\i 1 1 �. •j� p' APPENDIX A TE �®ut41y 5U1�� ®1t1G ®IV1s1®N APPROVED Streamline Project No. 2388 Page 10 of 10 60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 1 2 3 4 5 A 6 8 9 10 reamlin Test Pit Log DATE EXCAVATED: 5/11/16 TOTAL DEPTH: 6-0" EQUIPMENT: CAT 420 BACKHOE LOGGED BY: B. FORSYTHE n 12" IMPORT GRAVEL DARK BROWN FAT CLAY YELLOW BROWN CLAYEY SANDY GRAVEL Terminated Q 6-0". Attachment 1) 13UTT'E CO UN' I. pItjpR0\1ED TEST PIT #1 LUNDBERG SEED DRYER BINS JOB NO.: 2388 5311 MIDWAY DATE: 5/23/16 RICH VALE, CA 95974 CHECKED BY: JMRPAGE: of 60 Independence Circle, Ste. 201 Chico, CA 95973 Ph: (530) 892-1100 Fax: 892-1115 Test Pit Log PROJECT: Lundberg Storage Bins TEST PIT NUMBER: 1 CLIENT: Lundberg Family Farms DATE EXCAVATED: 2/6/07 LOCATION: Richvale, CA TOTAL DEPTH: -7'-0" EQUIPMENT: JD 510 LOGGED BY: B. Forsythe ' Brown Silty Soil Sample TPI -S1 @ -1'-6" - Grading, PI 2 -Clay 3 Yellow -Brown Silty Sand Native Soil Sample TPI -S2 @ -3'-6" -Grading, PI . 4 w 0 5 ; 6 7 Terminated @ -T-O" ' 8 Attachment 1 A APPLIED TESTING CONSULTANTS 3UN Thorntree Drive, Suite #10 - Chico, CA 95973- Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 31t:vu hnaiysis - Combined Client: Lundberg Family Farms Address: PO BOX 369 City, State, zip: Richvale, CA 95974 Attn.: Steve Project: Lundberg Storage Bins Sample source: Sampled by ATC - Sample Description: MH - Elastic Silt w/ Sand Sample location: Test Pit 1, Sample 1 Sample depth: Taken at minus V-0" 100.0% 3 Start Wt, Course: 1,213.4 g 21/2 Start Wt. fine: 487.3 g Sample No: TP1-S1 Date: 14 -Feb -07 Tech: B. Carter Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 0.0 q 100.0% 1 0.0 g 100.0% 3/4 0.0 g 100.0% 1/2 25.3 g 2.1% 2.1% 97.9% 3/8 21.5 g 1.8% 3.9% 96.1% #4 50.4 g 4.2% 8.0% 92.0% #8 0.9 g 0.2% 8.2% 91.8% #16 1.1 g 0.2% 8.4%-91.6% #30 1.9 g 0.4% 8.7% 91.3% #50 6.1 g 1.2% 9.9% 90.1% #100 18.3 g 3.5% 13.4% 86.6% #200 32.3 g 6.1% 19.5% 80.5% sand fraction SFJ 11.44% gravel fraction GF 8.01% BUTTE CO SF/GF=l 1.43 BUILDING ®1�1�!0t This test was performed according to Cal Trans Test 202 AP� PF(OV � � a�.�. .. r «an • .�:..k �.x _....-... -r. ..�.:rk r_ .,_a.� _ a . - .r e. . - w.. e- .mar. . +. .._..... _.,««... f� ��.. -•- ...�.�..- T_.. � t `,..+ '��"" _.._ _..- _-�_ _.__-...... �.„ ,''� «-� ..r.. .. ..._._. ..i ter... .•-- 1. � �` ._.� _, �_ r.._ .. ,.,..,,........_ _.- - _.,_ _ r � -f • _.. _... ,... _ _ _ ....r _. _. _ . ', _ _ . _..... ._.-... �. '- ^' _ �jSj �_ t; r .. h n.... rr u. ,._ ._.... • _! ._ .,_.... ,w • ,a«,.. ..—r • +� -- r y �;�.+ _ ,. � �_ - w._ .� .'.. _.r.._. r.. • �L, _. r '�.�- - = ,. y ........,.....a...-...... ._. - .. .�...n �,. __ .-... ,. �.. _ ,fes �tiM ....�. � .. .. '_. .. —• ; e, _--• ,�.- �.. y,..� _ '� { ;— . _... _ �... �U __. ._ . �- _- _. .. — . ' ..,._. ._.__.. �.. - --- �_ — �, . �.•�' . � ,�:.` `, �_ � is � i '`f i ±._ .-- — .._.w. r.+.....►.-._ r .. w --.r �- � �'�((.7 �� ' ` J-�,• C w- W r �_ _ —7r . 111! N, x pw. +� -,.. r a_. +.r m « . ... .ew - r ut t _ . .. , rM t. V • www•, ' J r Sieve Analvsis - Combined Sample No: TPI -S I Client: Lundberg Family Farms Date:'1 4 -Feb -07 ox 369 -• BCity, Tech: B. Carter State, Zip: CA.., Aftn.: Steve Project: Lundberg Storage Bins, Sample source: Sampled . Sample .: , Sample locatiow, Test Pit 1, Sample Sample depth: Taken at minus 1'-0" l ® � GRADATION STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS; 100.0% I'Irl'I>rr'i��;!!:!w��.�lA��llllll��lllllle�� 111111,■�IIIIIIIr�llllll��r!!�IIIS��IIIIIII�� . , ,. , IIIIII��IIIIII�■�Illlll��ll�lll��ellllll�� IIIIIII��IIIIII�I��IIIIIIIA�IIIIII��111111A�� . ,ILI . , Illllr�r�lllnr�r�llllll�r�llllllr��lllllr�r� . , IIIIII��IIIIII®��IIIIIIi��ullll�e�llllllli� IIIIII��IIIIII�II�IIIIII��uI111��IlUTA�� . , (Illlrr��lllllr�r�llllrl�llllll��llmr�� .. 111111/��IIIIIII��I�IIIIII�A�IIIIII��IIIIIIA�� . , ILIIllllr7 Flllllr��lllllr��llllll��ulllr�� „ 10 1 0.1 0.01 .,, GRAIN SIZE IN MILLIMETERS ----!- ,,; ` Plasticity Index ` Project: Lundberg Storage Bins y Sample No: TP1-S1 Client: Lundberg Family Farms Date: 15 -Feb -07 . Address PO Box 369 Technician: B. Carter City, State, Zip: Richvale, CA 95974, Attention: Steve Source: Sampled by ATC Material Description: MH -.Elastic Silt w/ Sand Li uid Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of Dry Soil: Moisture Content: Number of Blows: 1 2 3 4 5 6 1 2 3 32.15 31.72 31.95 25.95 25.66 25.65 6.201 6.06 6.30 15.351 15.35 • - 15.45 10.6 10.31 10.2 58.49% 58.78% 61.76% 32 25 19 - Liquid Limit, LL r lastic Limit, PL Plasticity Index, PI 6038 22 Below A Line Plastic Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of dry soil: Moisture Content: Liquid Limit 0 0 62.000 10 100 number of blowsy 0.0016x + 0.4055 BUTTE COUNT BUILDING ®IVISiO 10 61.50% a m 61.00% E 60.50% tF wx�! 1 0 60.00% ' �'y 559.50% 59.00% �9{6t:Ja•Yi �.• '� y58.50% .,,„_,� '�'�-.,^.�-? �vf, iu .�'.% o . 58.00% '�� 2 57.50% 10 100 number of blowsy 0.0016x + 0.4055 BUTTE COUNT BUILDING ®IVISiO J a tF wx�! 1 '�ti��`3v �'y �9{6t:Ja•Yi �.• '� .�.. '.� Sj,,.j. i�.•.F. Y .,,„_,� '�'�-.,^.�-? �vf, iu .�'.% M.i�: �C �' L '�� "* ^Ffyc'.fr"•'�d�I,:z �-t"` K` ---� � "�',�,. ry�e. x;�; x. �, zt J �a st � f,.'',. u �,,•. 10 100 number of blowsy 0.0016x + 0.4055 BUTTE COUNT BUILDING ®IVISiO Sieve Anaiysis - rine Client: Lundberg Family Farms Address: PO Box 369 City, State, zip: Richvale, CA 95974 Actn.: Steve Project: Lundberg Storage Bins Sample source: Sampled by ATC Sample Description: SM - Silty Sand Sample location: Test Pit 1, Sample 2 Sample depth: Taken at minus 3'-6" 100.0% 3 Start Wt, Course: Start Wt. fine: 487.6 g 21/2 Sample No: TPI -S2 Date: 14 -Feb -07 Tech: John D. Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 41/2 100.0% 4 100.0% 31/2 100.0% 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 100.0% 1/2 100.0% 3/8 100.0% #4 0.0 g 100.0% #8 0.0 g 0.0% 100.0% #16 16.0 3.3% 3.3% 96.7% #30 54.3 11.1% 14.4% 85.6% #50 63.2 g 13.0% 27.4% 72.6% #100 103.2 g 21.2% 48.5% 51.5% #200 71.6 g 14.7% 63.2%1 36.8% sand fraction SF 63.23% gravel fraction GF 0.00% ' SF/GF= n/a This test.was performed according to Cal Trans Test 202 BUTTE COU�-,_, BuIL®ING ®IVISiO A�\' V 1 FtOV Sieve Analysis - Fine W Sample No: TP1-S2 Client: Lundberg Family Farms _ Date: 14 -Feb -07 Address: PO Box 369 Tech: John D. City, State, zip: Richvale, CA 95974 Attn.: Steve Project: Lundberg Storage Bins Sample source: Sampled by ATC - Sample Description: SM - Silty Sand Sample location: Test Pit 1, Sample 2 Sample depth: Taken at minus 3'-6" Dio = n/a CU = n/a D30 = n/a CC = nla Dso = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% w 80.0% 70.0% CO 60.0% W 50.0% Z 40.0% M z 30.0%LL V 20.0% W 10.0% CL 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS BUTTE COW,., . BUILDING ' ADF "' .. W Trial Number: Tin Label: Y Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of Dry Soil: Moisture Content: Number of Blows: BUTTE COUi"1'r BUILDING DIV��i� APPR®V, Sample No: TP1-S2 Date: 16 -Feb -07 Technician: B. Carter 1 2 '3 4 5 6 1 2 3 ***NON -PLASTIC*** 0 0 0 Liquid Limit, LL Plastic Limit, PL Plasticity Index, PI n/a n/a I I n/a Plastic Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of dry soil: 0 120.00% E 100.00% C 80.00% u 60.00% 40.00% 0 20.00% 2 0.00% Liquid Limit -UMV1109.1, UAL Do 10 100 number of blows Plasticity Index Project: Lundberg Storage Bins Client: Lundberg Family Farms Address PO Box 369 City, State, Zip: Richvale, CA 959.74 Attention: Steve Source: Sampled by ATC Material Description: SM - Silty Sand Liquid Limit: Trial Number: Tin Label: Y Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of Dry Soil: Moisture Content: Number of Blows: BUTTE COUi"1'r BUILDING DIV��i� APPR®V, Sample No: TP1-S2 Date: 16 -Feb -07 Technician: B. Carter 1 2 '3 4 5 6 1 2 3 ***NON -PLASTIC*** 0 0 0 Liquid Limit, LL Plastic Limit, PL Plasticity Index, PI n/a n/a I I n/a Plastic Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of dry soil: 0 120.00% E 100.00% C 80.00% u 60.00% 40.00% 0 20.00% 2 0.00% Liquid Limit -UMV1109.1, UAL Do 10 100 number of blows 10 100 number of blows