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HomeMy WebLinkAboutB15-1716 025-280-011BP# IT -171(0 Assessor's Parcel #: 0?�P(Enclosed in the envelope are the following items: _ Residential Construction Rea. Title 20 F.�eray XGelc ::leis Engineered Truss details //SWeturel calculations ✓ Soils Investigation Report ✓CDF/Oc' Fire CBC 7A Informatinn F. r. PEBMRM - (7((0 BURS COUNTY DyyEV/OPMENTBERVICE' ; COD V PLR wc FILE COPY Butte County Department of Development Services TIM SNELLINGS, DIRECTOR i PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive t Orovitle, CA 95965 (530) 538-7601 Telephone. (630) 538-2144 Facsimile www.buttecounty.netfdds www.buttepeneralplan.net ADMINISTRATION " BUILDING ` PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR 'PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices). listed below must be in place during the rainy season (October 16 through April 16) and .may be required at other times based on weather and site conditions throughout theyear. The BMP's listed are minimum requirementsc and additional BMP's could be required based on site conditions. c"A • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide'by ti" deep over construction grade.fabric: • All soils tracked onto. paved roadways must be cleaned .up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed property behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain Inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of cu -b or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, wisqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored In a covered location; away from sidewalks and storm drain Inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet, • All trash must be collected and stored property. Do not let Items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water 'runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All'concrete washout systems shall be placed off of the paved streets. - • After installation of the above -items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. CADocurnents and Settings\CLJohnson\DesktoplErosion & Sediment Control Measures.doc 1S HASELBU Future occupancy changes will be required to meet the regulations required at the time of permit application for a new occupancy change or tenant improvement LAYOUT 1 "=200' EQUA ENGINEERING CONSIn TANTS ENGINEERS CONTRACTORS See attached- Minimum erosion control and sediment controls for projects disturbing less than one acre c; lW PROVIDE MINIMUM DISTANCE FROM FOOTING OF STRUCTURE OF 5FT FROM ALL PORTIONS OF PRIVATE SEWAGE DEPOSAL SYSTEM INCUDING SEPTIC TANK, LEACH AREA AND PITS NO CONSTRUCTION IN OWNERS: z DEVELOPMENT TERRELL STORM EASEMENTS P.O. BOX 522, BIGGS CA 95917 ALL PORTIONS OF STRUCTURE TO BE OUT (530) 682-1996 OF EASEMENT -INCLUDING FOOTINGS, APPLICANT: FOUNDATIONS, WALLS, EAVES AND ROOF TERRELL STORM I w a P.O. BOX 522, BIGGS CA 95917 BUTTE (530) 682-1996 COUNTY ENGINEER: EMPIRE ENGINEERING, M Illl 1 3 ?nlg 1402` D STREET1MARYSVILLE, CA 95901 W z DEVELOPMENT GENERAL NOTES >_ SERVICES DF MNAGE: EXISTING: TO REMAIN AS EXISTS W x 0 �� g- t t n PROPOSED: TO REMAIN AS EXISTS WATER: I w a EXISTING: EXISTING WELL PROPOSED: EXISTING WELL Flood ZoneL FIRM.: D 600 7 C. 0 SEWAGE DISPOSAL: EXISTING: ONSITE GRAVITY PROPOSED: SYSTEM EXISTING LOT SIZE: PROPOSED: PARCEL SIZE = 41 cc LAID USE: EXISTING: AGG PROPOSED: AGr DOnNG A.P. NUMBER - 025 -280-011 BUTTE COUNTY NOTE: fTE/JOHNSON o. 69021 (1) OWNER, APPLICANT, SURVEYOR AND ENGINEER TO RECEIVE ALL COMMUNICATIONS MAP BASED ON AERIAL OVERLAY AND LEGAL DESCRIPTION EXACT BOUNDARY WOULD NEED TO BE BASED ON A SITE SURVEY, WHICH WAS NOT DONE SINCE NEW DEVELOPMENT IS IN THE CENTER OF THE PROPERTY SURROUNDED BY PREVIOUS DEVELOPEMENTT.. PERMIT #i &L�_ 1-W BIJTTE; COUNTY DEVELOPMENT SERVICES R-� 1 WED FOR CODE PLIANC DATE _. MIS ICY G/ r40 611Y A SITE PLAN PLM SQ4L. NA ri FU M NORMONtAL M Oen eau ORMft MW IN ew m- you DATE a- 0 � UJ r Q CS ZO = 00 =) O (n CV O Z) CV J J O LU UJ Q a-. m 2 Q _Or SOILS RECONNAISSANCE REPORT FOR PROPOSED 40'x60' AGG BUILDING STORM SHOP HASELBUSH LANE, BIGGS, CA APN: 025 -280 -011. - BUTTE COUNTY BUTTE COUNTY NOV 2 4 2015 DEVE10P11ENT SERVICES PERMrF # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COD �C MPLIA CE DATE 2 BY PREPARED BY: EMPIRE ENGINEERING 1402 D STREET MARYSVILLE, CA 95901 530-632-6605 �pF ESS O n 114-1/i'2 \ cn TE JOHNSON N . C 6 rz w � XP. s/ 0/16 rr7� S'�qT C I V 1 \, ��\P F OF CPAY November 17, 2015 SOILS RECONNAISSANCE REPORT FOR PROPOSED STORM SHOP Haselbush Lane, Gridley Ca APN: 025-280-011 TABLE OF CONTENTS :N= 1.) Introduction......................................................._..........Page 2 2.) Site Description..............................................................Page 2 3.) Soil Description...............................................................Page 2 4.) Site Preparation and Liquid faction and Expansion Potential ........... Page 2-3 5.) Seismic: ....................................................................Page 3 6.) Foundation Recommendation .................................._ ............Page 4 7.) Disclosure.....................................................................Page 4 - 1 - SOILS RECONNAISSANCE REPORT FOR PROPOSED STORM SHOP Haselbush Lane, Gridley Ca APN: 025-280-011 1.) INTRODUCTION: 2.) 6-22-15 The 2013 California Building Code requires soils reports on new construction. This report will show the findings of soil types and seismic forces for a site located at the end of Haselbush Lane in Biggs California. Which will be the site for a new 40'x60' Agg Shop building, APN: 025-280-011. SITE DESCRIPTION: The site is located in south Butte County. The site sits on an area that is adjacent to the feather river where cobbles are mixed with sandy lo -am soils. 3.) SOIL DESCRIPTION: Based on the USDA Soil data for this site the soil varies from 0-12 inches of gine sandy loam and 12 inches to 80 inches.of a mixture of loan to variations of fine to coarse sandy loams. The plasticity index maximum is between 1-9 from 0-12 inches and non -plastic from 12-80 inches, which makes tte soil a low expansion index. No special design is needed on the foundation to account for expansion. Ground water varies from 6 foot to 10 feet throughout the year in this area. There has been no concern generally in this area of liquid faction. 4.) . SITE PREPERATION AND LIQUIDFACTION AND EXPANSION POTENTIONAL: Site preparation shall be done as per general construction practices. Grading around the new building shall ensure all surface water is Grained away from the building so that no standing water occurs near the building foundation. All rain water from the building drains shall be disposed of to ens -ire no water is ponded near building foundation. Any abandoned structures or utilities shall be removed and the soil shall be compacted to 95% with proper moisture as per the soil compaction curve. Compacted lifts shall not exceed 6 inch lifts. Compaction testing shall be done by a certified testing company. New utilities within the pad shall be installed as per county and building code standards. Utility trenches should be back filled with native soils in lieu of select sand backfill within the building foot print and within 5 feet from the edge of the foundation to minimize water transmission beneath the structure. Utility trenches should be thoroughly moisture conditioned to at least the optimum moisture content and mechanically compacted to at least 90 percent of the ASTM D1557 maximum dry density. Imported fill for the pad shall be cleared by our office prior to placement. The imported fill shall have a plasticity index of less than 4 ar_.d be non -expansive, -2- SOILS RECONNAISSANCE REPORT FOR PROPOSED STORM SHOP Haselbush Lane, Gridley Ca APN: 025-280-011 6-22-15 expansive index less than 20, and have no more than 20% :)f the material passing the #200 sieve. Floor slab construction should consist in the placement of a thin layer of sand over the vapor retarded membrane covering the gravel. The purpose of the sand is to aid in the proper curing of the concrete slab. Since elaborate . debate as to the sand trapping moisture the sand option is up to the contractor. The recommendations above should be taken as the miniur_um requirements to defend against moisture in the foundation from a geotechnical standpoint. If higher degrees of moisture prevention are needed for certann floor coverings we recommend consulting with a moisture protection speciali A. It is commonly accepted that maintaining the lowest practical water to cenent ratio in the slab concrete is one of the most effective ways to reduce future moisture vapor penetration of the completed slabs. These recommendations are to help mitigate significant soils related cracking of the slab on grade floors, however the most important part to the quality and appearance of the concrete slabs are reflected by the quality of the concrete and workmanship. If expansive clays are found during foundation digging we shall be contacted by the contractor to provide measures for mitigation of the expansion potential. 5.) SEISMIC: Structures designed using the current California Building Code is designed to reduce the damage from ground shaking caused by earth quakes. As per the current California Building Code 2013 , the following Seismic Variables were determined. The soil bearing pressure assumed is 1,500 psf. Soil Site Class......................................D Ss, Spectral -Acceleration, Period 0.2 sec .... 0.589g CBC Figure 1613.5(3) S1, Spectral Acceleration, Period 1.0 sec .... 0.264g CBC Figure 1613.5(4) SMS = Fax Ss....................................0.783g SMS = Fv x 51 ....................................0.494g SDs = 2/3 x SMs.................................0.52g SDI = 2/3 x SM1.................................0.33g sm C SOILS RECONNAISSANCE REPORT FOR PROPOSED STORM SHOP Haselbush Lane, Gridley Ca APN: 025-280-011 6.) FOUNDATION RECOMMENDATION: 6-22-15 We recommend standard pier footings with hair pin ties to the slab. Rebar in the slab is recommended. 7.) DISCOLSURE: This report is based on common Engineering practices and.is used for design assistance and is not a full geotechnical report. If the site is moved new testing may need to be done and the owner shall notify us if the building is moved from the proposed location. If soils are encountered that are diferent from the ones we discussed in this report or debris are found in the soil during construction we shall be notified and the soils shall be inspected by our company prior to continuing work. This report only looks at the soil conditions and sei 3mic potential for the proposed building site. Foundation design, consolidation, settlement and bearing for fill materials shall be done by another consultant. This report is site specific and can not be used for any other site other than the one studied in this report. STRUCTURAL CALCULATIONS FOR 60'x40' SHOP TO BUTTE TERRI STORM COUNTY 'JUL 13 2015 DEVELOPMENT SERVICES 4ENT SERVICES ) FOR 'LIN E - BY EMPIRE ENGINEERING 1402 D STREET MARYSVILLE, CA 95901 PROJE,' T: - $IA, BY: 1�-EMPIRE JOB: ENGINEERING CALCULATION SHEET DATE: Sheet A— of I I I I I C6 j i i i iK iK i -;f C -011U, i�'� i tP K A i t i ( i i w I I I l i j l I 17 III cc y I I! I I I i � i � l i l l ! i I kx )(I ; I t A Ic k c 69 iill��o,,sxx ! ! 17.1 i 7 1-11 r III F Frame Line -Vertical Forces: . Gridlines 1 and 3'@ A and D Name ISymbol fValue Dead Load D 2.1 Live Load L 7.2 Roof Live Load Lr 1.95 Snow Load S 0 Wind Load W -13 Rainwater Load, R Earthquake Load JE -1.2 Fluid Load F Soil Load H Collateral Load C 0.3 Load Combinations Value D+F+C 2.4 D+H+F+L+C 9.6 D+H+F+.75L+.75Lr+C 7.8 D+H+F+0.6W+C -5.4 D+H+F+0.75*0.6W+0.75L+0.75Lr+C 1.95 D+H+F+0.75 * 0.7E+0.75 L+0.755+C 7.17 0.6D+0.6W+H+C -6.24 0.6(D+F)+0.7E + H+C 0.72 D+H+F+S+C 2.4 I Frame Line -Horizontal Forces: Gridlines 1 and 3 @ A and D Name ISymbol IValue Dead Load D 0.4 Live -Load L 1.5 Roof Live Load Lr -1.255 Snow Load S 0 Wind Load W -6.4 Rainwater Load R Earthquake Load E -0.5 Fluid Load F Soil Load H Collateral Load IC 1 0.1 Load Combinations Value D+F+C 0.5 D+H+F+L+C 2 D+H+F+.75L+.75Lr.+C 1.625 D+H+F+0.6W+C -3.34 D+H+F+0.75*0.6W+0.75L+0.75Lr+C -1.255 D+H+F+0.75*0.7E+0.75L+0.755+C 1.3625 0.6D+0.6W+H+C . -3.5 0.6(D+F)+0.7E + H+C -0.01 D+H+F+S+C 0.5 Frame Line -Vertical Forces: Gridline 2 @ A and D Name Symbol Value Dead Load D 2.5 Live Load L 8.9 .Roof Live Load Lr 2.375 Snow Load S 0 Wind Load W -16 Rainwater Load R Earthquake Load E -1.2 Fluid Load F Soil Load IH Collateral Load Ic 0.4 Load Combinations Value D+F+C 2.9 D+H+F+L+C 11.8 D+H+F+.75L+.75Lr+C 9.575 D+H+F+0.6W+C -6.7 D+H+F+0.75*0.6W+0.75L+0.75Lr+C 2.375 D+H+F+0.75*0.7E+0.75L+0.755+C 8.945 0.6D+0.6W+H+C -7.7 0.6(D+F)+0.7E + H+C 1.06 D+H+F+S+C 2.9 Frame Line -Horizontal Forces: Gridline 2 @ A and D Name ISymbol Value Dead Load D 0.6 Live Load L 2.5 Roof Live Load Lr -1.25 Snow Load S 0 Wind Load W -8.5 Rainwater Load R Earthquake Load E -0.6 Fluid Load F Soil Load H Collateral Load C 0.1 Load Combinations Value D+F+C 0.7 D+H+F+L+C 3.2 D+H+F+.75 L+.75 Lr+C 2.575 D+H+F+0.6W+C -4.4 D+H+F+0.75*0.6W+0.75L+0.75Lr+C -1.25 D+H+F+0.75*0.7E+0.75L+0.75S+C 2.26 0.6 D+0.6 W+H+C -4.64 0.6(D+F)+0.7E + H+C 0.04 D+H+F+S+C 0.7 page Project: d Jeff S Jeangren / Location: Gridlines 1 and 3 at A and D .."-..'.Empire Engineering Footing :1402 D Street or (2012 International Building Code(2012 NDS)] y , ;�y�Mary sville, CA 35901 Footing Size: 4.5 FT x 4.5 FT x 24.00 IN Section Footing Design Adequate StruCalc Version 9.0.1.4 3/6/2015 10:42:16 AM CAUTIONS. ' Footing has been designed without reinforcement FOOTING PROPERTIES Allowable' Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 3000 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE A = 20.25 sf Width: W = 4.5 ft Length: L = 4.5 ft Depth: Depth = 24 in Effective Depth to Top Layer of Steel: d = 22 in COLUMN AND BASEPLATE SIZE Allowable Beam Shear: Vc1 = Column Type: Steel Shear): Column Width: m = 9 in Column Depth: n = 6 in Baseplate Width: bsw = 11 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 474 psf Effective Allowable Soil Bearing Pressure: Qe = 1200 psf Required Footing Area: Areq = 8 sf Area Provided: A = 20.25 sf Baseplate Bearing: Bearing Required: Bear.= 13440 Ib Allowable Bearing: Bear -A = 185130 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 498 Ib Allowable Beam Shear: Vc1 = 47718 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter. Bo = 120 in Punching Shear: Vu2 = 9310 Ib Controlling Allowable Punching Shear: vc2 = 211548 Ib Bending Calculations: Factored Moment: Mu = 60231 in -Ib Nominal Moment Strength: Mn = 656117 in -Ib LOADING DIAGRAM 1-6in—I • • M • r o 24 in S Cp Die, r 3 in 4.5 ft I-9 in —I 24 in 3 in 4.s ft FOOTING LOADING Live Load: PL= 0 Ib Dead Load: PD = 9600 Ib Total Load: PT= 9600 Ib Ultimate Factored Load: Pu = 13440 Ib Weight to resist uplift w/ 1.5• F.S.: U.R. = 3915 Ib page Project: FIEJeff Sandgren ^/ Location: Gridline 2 at A and D'° `d Empire Engineering / f. Footing 1402 D Street ar [2012 International Building Code(2012 NDS)]Marysville, CA 35901 Footing Size: 5.0 FT x 5.0 FT x 24.00 IN Section Footing Design Adequate StruCalc Version 9.0.1.4 3/6/2015 10:42:42 AM CAUTIONS ' Footing has been designed without reinforcement FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 3000 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover. c- 3 in FOOTING SIZE Width: W = 5 ft Length: L = 5 ft Depth: Depth = 24 in Effective Depth to Top Layer of Steel: d = 22 in COLUMN AND BASEPLATE SIZE 53020 Ib Punching Shear Calculations (Two Way Shear): Column Type: Steel Bo = Column Width: m = 9 in Column Depth: n = 6 in Baseplate Width: bsw = 11 in Baseplate Length: bsl = 6 in OOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 384 psf Effective Allowable Soil Bearing Pressure: Qe = 1200 psf Required Footing Area: Areq = 8 sf Area Provided: A = 25.00 sf Baseplate Bearing: Bearing Required: Bear = 13440 Ib Allowable Bearing: Bear -A = 185130 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1120 Ib Allowable Beam Shear: Vc1 = 53020 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = '120 in Punching Shear: Vu2 = 10095 Ib Controlling Allowable Punching Shear: vc2 = 211548 Ib Bending Calculations: Factored Moment: Mu = 70000 in -Ib Nominal Moment Strength: Mn = 729019 in -Ib LOADING DIAGRAM F -bin-- 24 in S 131n 5ft 1--9 in —I 24 in 3 in 5 f FOOTING LOADING Live Load: PL = 0 Ib Dead Load: PD= 9600 Ib Total Load: PT= 9600 Ib Ultimate Factored Load: Pu = 13440 Ib Weight to resist uplift w/ 1.5 =.S.: U.R. = 4833 Ib PROJECT: BY: DATE: E M P IREJOB: ENGINEERING Sheet of CALCULATION SHEET 0, Ic- ef PC .. ..... ...... . A I N JA UZ 4vi OX I iii ii Or' i L) > Frame Line -Vertical Forces: Gridlines 1-C and 1-B � VC Name ISymbol Ivalue Dead Load D 0:2 Live Load L 0 Roof Live Load Lr 0.2 Snow Load S 0 Wind Load W 0 Rainwater Load R Earthquake Load E 0 Fluid Load F Soil Load H Collateral. Load C 0 Load Combinations Value D+F+C 0.2 D+H+F+L+C 0.2 D+H+F+.75 L+.75 Lr+C 0.2 D+H+F+0.6W+C 0.2 D+H+F+0.75*0.6W+0.75L+0.75Lr+C 0.2 D+H+F+0.75*0.7E+0.75L+0.75S+C 0.2 0.6D+0.6W+H+C 0.12 0.6(D+F)+0.7E + H+C 0.12 D+H+F+S+C 0.2 16 Frame Line -Horizontal Forces: Gridlines 1-C and 1-13 &rA L aJ 3-0 Name ISymbol Value Dead Load D 0 Live Load L 0 Roof Live Load Lr -1.44 Snow Load S 0 Wind Load W -3.2 Rainwater Load R Earthquake Load E 0 Fluid Load F Soil Load H Collateral Load C 0 Load Combinations Value D+F+C 0 D+H+F+L+C 0 D+H+F+.75 L+.75 Lr+C 0 D+H+F+0.6W+C -1.92 D+H+F+0.75*0.6W+0.75L+0.75Lr+C -1.44 D+H+F+0.75 * 0.7E+0.75 L+0.755+C 0 0.6D+0.6W+H+C -1.92 0.6(D+F)+0.7E + H+C 0 D+H+F+S+C 0 E-71►'jl�.�•�r;■ Anchor DesignerT"' a Software - Version 2.0.5154.36 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General' Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type- Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 20.000 Anchor category: Anchor ductility: Yes hmm (inch): 22.13 Cmin (Inch): 4.50 S.ln (inch): 4.50 Load and Geometry Load factor source: ACI 318 Appendix C Load combination: U = 0.9D + 1.OW Seismic design: Yes Anchors subjected to sustained tension: Will Ductility sectiorrfor tension D.3.3 ot:appil Apply entire shear load at, Wit Nod '� �� Anchors only resisting wmd andloriselsmicfta a �. �. <Fin11rA91W0WPW4 PH. Company: Empire Engineering Date: 3/6/2015 Engineer: Jeff Sandgren Page: 1/5 Project: Foundation Design Address: 1402 D Street, Marysville: CA 95901 Phone: 530-645-2650. E-mail: jeff@empireengr.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Cracked Compressive strength, f. (psi): 3000, 4r.,v: 1.2 Reinforcement condition: B tension, 3 shear Supplemental reinforcement:. Not ap Aicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: Yes Base Plate Length x Width x Thickness (inch): 5.50 x 6.50 x.0.33 0 i Input data and results must be checked for agreement with the existing circumstances, the standards and g-iidelines must be checked for plausibility. ' Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com i F. ' • Anchor Designer TM o B , Software Version'2.0.5154.36 <Figure 2> Company: Empire Engineering Date: � 3/6/2015 Engineer: Jeff Sandgren Page: 2/5 Project: Foundation. Design Address: 1402 D Street, Marysville, CA 95901 Phone: 530-645-2650 E-mail: jeff@empireengr.com Input data and results must be checked for agreement with the existing circumstances, the standards and g jidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.900[ Fax: 925.847.3871 www.strongtie.com 1.5 Anchor Designer TM Software Version 2.0.5154.36 Company: _ Empire Engineering Date: 3/6/2015 Engineer. Jeff Sandgren Page: 3/5 Project: Foundation Design Address: 1402 D Street, Marysville, CA 95901 Phone: 530-645-2650 E-mail: I jeff@empireengr.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nee (lb) Vesx (lb) Vu., (lb) J(V.)Z+(Veey)z (lb) 1 2777.5 -1510.0 0.0 1510.0 2 2777.5 -1510.0 0.0 1510.0 3 2777.5 -1510.0 0.0 1510.0 4 2777.5 -1510.0 0.0 1510.0 Sum 11110.0 -6040.0 0.0 Maximum concrete compression strain (%e): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 11110 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4, Steel Strength of Anchor in Tension(Sec. D.5.1) N:e (lb) 0 ON.. (Ib) 19370 0.80 15496 5, Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = 16A.4fcher- (Eq. D-7) fc (psi) he, (in) Nb (Ib) 1.00 3000 16.667 95301 <Figure 3> 6040.0 0.75 ¢Ncbg =0.750 (ANc/ ANcc) Fec,N'Fed,N �c N TcP,NNb (Sec. D.4.1 & Eq. D-4) ANc (in Z) AN. (int) Wec,N rBQN :1c,N V'cp,N Nb (lb) 0 0.75¢Ncbg (lb) 2970.25 2500.00 1.000 1.000 .1.00 1.000 95301 0.75 63690 6, Pullout Strength of Anchor in Tension (Sec. D.5,31 0.75ONpn = 0.75OTc,PNp = 0.750Tc,P8Abgfc (Sec. D.4.1, Eq. D-13 & D-14) Wc.P Ab.g (in Z) fc (psi) 0 0.750Nm (lb) 1.0 3.56 3000 0.75 48036 Input data and results must be checked for agreement with the existing circumstances, the standards and g oidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.900© Fax: 925.847.3871 www.strongtie.com lq Anchor Designer TM Software Version 2.0.5154.36 8. Steel Strength of Anchor in Shear (Sec. D.6.1) Vea (lb) Ogmut 0 OgroutoVw (lb) 11625 0.8 0.75 6975 Company: Empire Engineering Date: 3/6/2015 Engineer: Jeff Sandgren Page: 4/5 Project: Foundation Design Address: 1402 D Street, Marysville, CA 95901 Phone: 530-645-2650 E-mail: I jeff@empireengr.com 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in x -direction: Vbx = minj7(le/da)024daAa4Pccer''S; 9A.4fccar'•5I (Eq. D-33 & Eq. D-34) le (in) de (in) Aa Yc (psi) ce, (in) Vbx (lb) 6.00 0.75 1.00 3000 16.67 33541 OVcbgx = 0 (Avc/Avco) TegvT6d,vYo,vTh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in Z) Avco (int) Tec,v V's d,v V%,V 'Fh,V Vbx (lb) 0 oVcbgx (lb) 1308.00 1250.00 1.000 1.000 1.200 1.021 33541 0.75 32239 Shear parallel to edge in x -direction: Vby = minj7(1e/da)024deA.4fccar'•'; 9A.4fcce,'•51 (Eq. D-33 & Eq. D-34) le (in) dB (in) Aa rc (psi) cw (in) Vby (lb) 6.00 0.75 1.00 3000 16.67 33541 OVcbgx = 0 (2)(Avc/Avco)Tec•vVJed.vTc.vVlh,vVby (Sec. D.4.1 & Eq. D-31) ' Avc (in 2) Avco (int) Wec,V V.d,V T,v Vh,V Vby (lb) 0 OVcbgx (I b) 1308.00 1250.00 1.000 1.000 1.200 1.021 33541 0.75 64478 10, Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3) OVcpg = OkcpNcbg = Okcp(ANc / ANw) Pec,N �Nd,N Fc,N Pcp,NNb (Eq. D-41) kcp ANc (InZ) ' AN. (InZ) Yec.N TedN Ic,N 'Pcp.N /\.b (lb) 0 OVcpg (lb) 2.0 2970.25 2500.00 1.000 1.000 1.000 1.000 96301 0.75 169840 11. Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, Nua (lb) Design Strength, 0Nn (lb) Ratio Status Steel 2778 15496 0.18 Pass (Governs) Concrete breakout 11110 63690 0.17 Pass Pullout 2778 48036 0.06 Pass Shear Factored Load, Vua (lb) Design Strength, oW (lb) Ratio Status Steel 1510 6975 0.22 Pass (Governs) T Concrete breakout x- 6040 32239 0.19 Pass 11 Concrete breakout y- 3020 64478 0.05 Pass Pryout 6040 169840 0.04 Pass Interaction check NuWOM Vua/OVo Combined Ratio Permissible Status Sec. D.7.2 0.00 0.22 21.6% 1.0 Pass PAB6 (3/4"0) with hef = 20.000 inch meets the selected design criteria. 12. Warnings Input data and results must be checked for agreement with the existing circumstances, the standards and,guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.90,00 Fax: 925.847.3871 www.strongtie.com l5 �7�►����'i•J►■ ,Anchor Designer TM Software Version 2.0.5154.36 Company: Empire Engineering Date: 3/6/2015 Engineer. Jeff Sandgren Page: 5/5 Project: Foundation Design Address: 1402 D Street, Marysville: CA 95901 Phone: 530-645-2650 E-mail: jeff@empireengr.com - Per. designer input, the tensile component of the strength -level earthquake force applied to anchors does. not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does iot exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongde.com n -STA ?IN TM RBUILDING SYSTEMS® AN NO COMPANY DESIGN PACKAGE BUILDER: J AND B CONSTRUCTION CUSTOMER: TERRI STORM JOB NUMBER: 14-B-76438 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 Revision History BUTTE COUNTY 'JUL .13 2015 DEVELOPMENT SERVICES PERMIT # I BUTTE ':.OUNTY DEVELOPMENT SERVICES REVIEWED FOR COD COMPLIAN E DATE Z BY___`% r— Update Rev 4 Reactions Page Design Criteria 1 Notes on Drawings 2 Deflection Criteria 3 Pro'cct Layout NA Building A 4-15 Building B NA Building C NA Special Details NA Original Design Completed thru Change Order # 0 Revision History BUTTE COUNTY 'JUL .13 2015 DEVELOPMENT SERVICES PERMIT # I BUTTE ':.OUNTY DEVELOPMENT SERVICES REVIEWED FOR COD COMPLIAN E DATE Z BY___`% r— Update Rev 4 Reactions Reason for Revision Pages Revised "ate I Eng. Revised 1 Yes C041: Endwalls framing 4,9-12 02/13-15 F.R. Project Engineer: Francois Rambau (Lockeford) Checking Engineer: Russell Ma Signing Engineer: Francois Rambau, P.E. r, (& 6,07 fx„ BUILD ,. TAR ING SYSTEMS® AN NO COMPANY February 17, 2015 J AND B CONSTRUCTION 748 COWEE AVE GRIDLEY, CA 95948-9755 14-B-76438 TERRI STORM BIGGS, CA _ 40'0" x 6010" x 1810" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials; when properly -erected on an adequate foundation in -accordance -with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or'a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company Francois Rambau, P.E. Manager of Engineering �OQRoF ESSIp y� PaGpIS R9tij�9 UJ C 53570 Of t �0FCAUFt� I � Francois Rambau ,r Y , Feb 17 2015 11:50 AM P.O. Box 2376 • Lockeford, CA 95237 • 209.727.5504 • starbuildings.com Job Number ........................ 14-B-76438 Builder ........................... J AND B CONSTRUCTION Jobsite Location .................. TERRI STORM,BIGGS,California Building Code ..................... 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.55 psf Collateral ................... 0.50 psf (0.00 psf Ceiling 0.50 psf Other) Roof Live Load .................... 20.00 psf reduction allowed Wind Ultimate Wind Speed (Vult) ... 110.00 mph Wind Exposure Category ....... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 4.00' of corner) 25.08 psf pressure -33.44 psf suction Other Areas 25.08 psf pressure -27.17 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss 0.537 y` Sds ...:. 0.526 g S1 ........................... 0.260 g Shc ..... 0.326 g Analysis Procedure ........... Equivalent Lateral Force Column Line 1-3 SWA & SWC Basic Force Resisting System C4 B3 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.150 0.162 Design Base Shear in kips (V) 3.16 2.33 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 02/13/2015 Job Number ...14-B-76438 Builder ........................... J AND B CONSTRUCTION Jobsite Location .................. TERRI STORM, BIGGS, California The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length.The deflections for wind loads are based on a nominal speed of 85 mph. BUILDING DEFLECTION LIMITS...: BLDG -A Roof Limits Rafters Purlins Pan=ts Live L/ 180 150 60 Snow L/ 180 180 60 Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Live H/ 60 Snow H/ 60 Wind H/ 60 Seismic.Drift H/ 40 Crane H/ NA Total Gravity H/ 60 Total Wind H/ 60 Service Seismic H/ 50 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. 2 02/13/2015 BOLT TIGHTENING - Bolted joints with A325 Type 1 bolts greater than 1/2" diamter are specified as pretensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist off type! tension control bolts or direct tension indicator as acceptable to the Inspecting Agency and Building Official. Installation Inspection requirements for Pre -Tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Material properties of steel bar, plate, and sheet used in the fabrication of. built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50' ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of.50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1. with a minimum yield point of 55 ksi. For Canada, material properties. conform to CAN/CSA G40.20/G40.21 or equivalent. Using Northern Gutter eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 60 feet with the first downspout from both ends of the gutter run within 20.feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 3.3 in/hr rainfall intensity. 3 02/13/2015 9A3 IIVAaN3 L0,92 1 0, vry A V O Ed —4 • �. Pl 3 m m m HA= 9XV2 n rn a M 0 Ln z 'D 3 v 1 0 '1 21 d N ON A A J_ N T �T�013'0 t 13'0 �r0 1810 to -«1_c im0 - 'IaD� V 0 _ w < m 0 F. 0. - _ D �_-5 Wy lu� 3 � (1,P20 3 �- Z n v I u Q O P Nn TO 6'0 TO 1 0 40'0 ENDNALL EMD Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Date: 02/13/15 Start Time: 11:10:34 R:\..\14-B-76438\ver01-fgrambau\Bldg-A\run01\76438A_bldg_A_O1.cds ------------------------------------------------------------------------------- M A I N B U I L D I N G DESIGN SUMMARY REPORT All connections use ASTM A325N bolts, unless noted otherwise. u All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\AroofRPA 0l.edf " Panel .... PBR26 Purlins 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength PURLIN SPACING : 2@4.3642 2@5'0 1'3-1/4 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten .Exten" -------=------------------------------------------------------------- 1 30.000 8X3.5Z13 None S 0.000 3.146 C _. 2 30.000 6X3.5Z13 None C 3.146 0.000 S Purlin Clip Use -2 A325 Bolts @ Leve7l 2,3,4,5 @ Supports: 1,2,3 Purlin Stiffened Clips @ Level 2,5 @ Supports: 1,2,3 s 5 02/13/2015 Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Date: 02/13/15 Start Time: 11:10:34 R:\..\14-8-76438\ver01-fgrambau\Bldg-A\run01\76438A_bldg_A_Ol.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\AroofRPC Ol.edf Panel .................... PBR26 Purlins ....................55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength PURLIN SPACING : 2@4.3642 2@5'0 1'3-1/4 Bay Length Member Size Brace L Lap R Lap # ----7---------------------------------------------------------------- (ft) Identification Locations Exten Exten 1 30.000 8X3.5Z13 None S 0.000 3.146 C 2 30.000 8X3.5213 None C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5 @ Supports: 3,2,1 Purlin Stiffened Clips @ Level 2,5 @ Supports: 3,2,1 RPC Purlin Strut @ 7.000 (ft) 8X3.5Z13 Bays 2 RPC Purlin Strut @ 7.000 (ft) 8X3.5Z13 Bays 1 RPC Purlin Strut @ 20.000 (ft) 8X3.5Z13 Bays 2 RPC Purlin Strut @ 20.000 (ft) 8X3.5Z13 Bays 1 RPA Purlin Strut @ 33.000 (ft) 8X3.5213 Bays 1 RPA Purlin Strut @ 33.000 (ft) 8X3.5Z13 Bays 2 SWC Eave Strut @ 18.000 (ft) 8X3.5E14 Bays 2 SWC Eave Strut @ 18.000 (ft) 8X3.5E14 Bays 1 SWA Eave Strut @ 18.000 (ft) 8X3.5E14 Bays 1 SWA Eave Strut @ 18.000 (ft) 8X3.5E14 Bays 2 Note: 1) All Purlin strut locations for all roof planes are measur-ed from back sidewall. 2)All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end -frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA 1 bays Rod Plane SWC 1 bays Rod Plane EWB :End Frame Plane EWD :End Frame 6 02/13/20115 Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Date: 02/13/15 R:\..\14-B-76438\ver01-fgrambau\Bldg-A\run01\76438AbldgStart Time: 11:10:35 __A_01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\AwallSWA 0i.edf Panel .................... PBR26 Girts 55.0 ksi Yield Strength GIRTS SPACINGS : 7'4 5'3 Bay Elev. Length Member Size Brace L Lap R Lap # ---------------------------------------------------------------------- (ft -in) (ft) Identification Locations Exten Exten 1 7'4 30.000 8X2.5Z14 4 points S 0.000 3.146 C 2 714 30.000 8X2.5Z14 4 points C 3.146 0.000 S 1 1217 30.000 8X2.5Z14 4 points S 0.000 2.479 C 2 1217 30.000 8X2.5Z14 4 points C 2.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 7 02/13/2015 Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Date: 02/13/15 Start Time: 11:10:35 R:\..\14-B-76438\ver0l-fgrambau\Bldg-A\run01\7643BA_bldg_A_Ol.cds ------------------------------------------------------------------------------- r SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\AwallSWC Ol.edf Panel PBR26 Girts .................... 55-.0 ksi Yield, -Strength GIRTS SPACINGS 7'4 5'3 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) .(ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 714 30.000 8X2.5Z14 4 points S O.000 3.146 C 2 714 30.000 8X2.5214 4 points C 3.146 0.000 S 1 12'7 30.000 8X2.5Z14 4 points S O.000 2.479 C 2 1217 30.000 8X2.5Z14 4 points C 2.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 8 02/13/2015 m F Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Date: 02/13/15 . Start Tire: 11:10:35 R:\..\14-B-76438\ver01-fgrambau\Bldg-A\run01\76438A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design ........ Expandable Frame (CS ) R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\AWallEWE Ol.edf Panel ....................... PBR26 Girts ........................ 55.0 ksi Yield Strength 1 Girts Spacings : 7'4 5'3 Bay Elev. Length Member Size Brace L Lap R Lap # --------------------------------------------------------------------- (ft -in) (ft) Identification Locations Exten Exten 1 714 6.312 8X2.5Z16 None S C.000 0.000 S 2 714 26.000 8X2.5216 F.O. S C.000 0.000 S 3 714 .6.312 8X2.5Z16 None S C.000 0.000 S 1 12'7 6.312 8X2.5216 None S C.000 0.000 S 2 1217 26.000 8X2.5216 F.O. S C.000 0.000 S 3 1217 6.312 8X2.5216 None S C.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 2410 1610 N/A 8X2.5C13 8X3.5C14 2 110 Connect jambs to bottom flange of rafter. 3/16" clip with 7/8" vertical slots min. Provide spanners at 1/3 span locations from header to bottom of rafter. 9 02/13/2015 Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Data: 02/13/15 Start Time: 11:10:35 R:\..\14-B-76438\ver01-fgrambau\Bldg-A\run01\76438A_bldg_A_Ol.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 0.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods -------------------------------------------------------------------------------- 1-C 7.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 1-B 33.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT -TO -COLUMN CLIP Z COL. NO. ENDWALL PLANE 1 --------- ------------------- 1-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 10 02/13/2015 Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Date: 02/13/15 Start Time: 11:10:35 R:\..\14-B-76438\ver01-fgrambau\Bldg-A\run01\76438A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design ........ Expandable Frame (CS ) R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\AWal1EWD Ol.edf Panel ....................... Girts ......................... PBR26 55.0 ksi Yield Strength 1 Girts Spacings 7'4 5'3 Bay Elev. Length Member Size Brace L L. -p R Lap # (ft -in) --------------------------------------------------------------------- (ft) Identification Locations Exten Exten 1 714 6.312 8X2.. 5Z16 None S 0..000 0.000 S 2 714 26.000 8X2.5Z16 F.O. S 0.000 0.000 S 3 714 6.312 8X2.5Z16. None S 0.000 0.000 S 1 1217 6.312 8X2.5Z16 None S 0.000 0.000 S 2 1217 26.000 8X2.5Z16 F.O. S 0.000 0.000 S 3 1217 6.312 8X2.5Z16 None S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 2410 1610 N/A 8X2.5C13 8X3.5C14 2 110 Connect jambs to bottoM flange of rafter. 3/16" clip with 7/8" vertical slots min. Provide spanners at 1/3 span locations from header to bottom of raf=er. 11 02/13/2015 Star Building Systems, OKC, OK Design Summary Program User: fgrambau Job Number: 76438A Design Summary Report Version: 5.01.0 run01 Data: 02/13/15 Start Time: 11:10:35 R:\..\14-B-76438\ver01-fgrambau\Bldg-A\run01\76438A_bldg_A_Ol.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 0.000" Inset columns ) Col Dist. Description Base Elev Base plate design information #' from left Member Size Ident. (ft) Thickness & rods ------------------------------------------------------------------------------ 3-B 7.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4--0.625" A36 3-C 33.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4•-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT -TO -COLUMN CLIP 1 COL. NO. ENDWALL PLANE 3 --------- -------------------- PLANE SWAN 3-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 3-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1./2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N .W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: FRAMES ----- Type Span Live Wind Eave Trib Grid Labels CS 40.000 20.00/110.00 18.00/ 29.65 2 CS 40.000 20.00/110.00 18.00/ 30.00 1,3 Note: Use square anchor rod layout. 12 02/13/2015 Eds2Xds User: fgrambau Job Number: 14-B-76438 Lockeford Date: 02/12/2015 11:01:25 PM Relative path: \\Ikffile01 \ts\jobs\Active\Eng\14-B-76438 ---------------------------------------------------------------------------------------------------------------------------- Building: Bldg -A CDS file name: 14-B-76438_Bldg-A_Eds2Xds.cds Planar. Name File Left File Right Frame Right File SWA \ver01-f rambau\Bld -A\run01\AwallSWA 01.edf EWD \ver01-f rambau\Bld -A\run01\AWallEWD 01.edf SWC \ver01-f rambau\Bld -A\run01 \AWallSWC 01.edf EWB \ver01-f rambau\Bld -A\run01\AwallEWB 01.edf RPA \ver01-f rambau\Bld -A\run01\AroofRPA 01.edf RPC \ver01-f rambau\Bld -A\run01\AroofRPC 01.edf Framar. Frame Line Left Frame Left File Right Frame Right File 1 B \ver01-f rambau\Bld -A\Drft \x02L A \ver01-f rambau\Bld -A\Drft\x01L 2 A \ver01-f rambau\Bld -A\Drft \x01L B \ver01-f rambau\Bld -A\Drft \x02L 3 6 \ver01-f rambau\Bld -A\Drft \x02L IA \ver01-f rambau\Bld -A\Drft \x01L Portal Framer. Plane Bay Frame File Name 13 02/13/2015 Star Building Systems FRAME ID #1 USER NAME:fgrambau DATE: 2/13/15 TIME:13:52:38 .PAGE: 1 -1 8600 S. I-35, Oklahoma City, OK 73149 cs 40./18./30. 20./110./0. JOB NAME:76438A FILE:frames_1_3.fra LOCATION: Gridlines 1 3 (1) All sectional dimensions are in inches DETAIL FILE: Active\eng\14-B-76438\ver01-fgrambau\Bldg-A\Drftg\xO1L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 1249 lbs Type BASE SPLICE PURLINS(horz. from eave) :8"-Z 2@414 3/811,2@51 CAP (EXT) 2E%2E SPLICE GIRTS_ (vert. from floor): 81'-Z 714".513"(8.25") Plate(DN) 6.0X0.375 N/A CONNECTION DETAILS : * =1 3 Location O1 *-D 2 3 O4 O5 6 7 Web Dep. 9.0 9.0 9.0 N/A 13.0 13.0 13.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E%2E SPLICE 2E/2E Plate(DN) 6.0X0.375 N/A 2.25X0.25 6.0X0.25 6.0X0.5 N/A 6.0X0.5 Plate(UP) N/A N/A N/A N/A 6.0x0.5 N/A 6.0X0.5 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A (8)-3/4 Star Building Systems FRAME ID #2 USER NAME:fgrambau DATE: 2/13/15 TIME:13:53:04 PAGE: 2 -1 8600 S. I-35, Oklahoma City, OK 73149 cs 40./18./37.057 20./110./0. JOB NAME:76438A FILE:frame_2.fra LOCATION: Gridlines 2 (1) All sectional dimensions are in inches. DETAIL FILE: Active\eng\14-B-76438\ver01-fgrambau\Bldg-A\Drftg\x02L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 1392 lbs HORZ STF CAP (EXT) 2E/2E PURLINS(horz. from gave) :8"-Z 2®414 3/811,2@5' 2E/2E Plate (DN) 6.0X0.375 N/A GIRTS_ (vert. from floor): 8"-Z 7'4".51311(8.2511) 5.0X0.25 6.0X0.5 N/A N N C4 N O CONNECTION DETAILS : * =2 Location 1* -D 2 O3 4 5 6 7 Web Dep. 9.0 14.5700 18.0 N/A 15.5 15.5 15.5 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE 2E/2E Plate (DN) 6.0X0.375 N/A 2.25X0.25 5.0X0.25 6.0X0.5 N/A 6.0x0.5 Plate(UP) N/A N/A N/A N/A 6.OXO. 5 N/A 6.OXO. 5 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A (8)-3/4 STAR BUILDING SYSTEMS@ AN NCI COMPANY REACTIONS BUILDER: J AND B CONSTRUCTION CUSTOMER: TERRI STORM JOB NUMBER: 14-B-76438 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate.. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. f) X -Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC based building codes, when x -bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, DO. (3) For IBC based building codes, when x -bracing is present in the endwall, _ndividual transverse seismic loads (EQ) do not include the amplification factor, no. 3) Reactions are provided as un -factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied .o load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC or 2010 Florida tuilding code, the wind load reactions are at a strep h value with a load factor of 1.0. The manufacturer does not provide "maximum" load combination reactions. However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 16 02/17/2015 FRAME ID #1 USER NAME:fgrambau DATE: 2/11/15 PAGE: 1 - cs 40./18./30. 20./110./0. JOB NAME:76438A FILE:frames_1_3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP ' *LOCATION: Gridlines: 1 3 NOTES:(1) All reactions are in kips and kip -ft. TIME:17:57:43 (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and ,R3UPEQ" Load Group reactions. Seismic "BASE -ONLY" combination reactions include an overstrength,factor of: 2.000 REACTION NOTATIONS . X -1 z Z HL -1f �f HR VL I VR *-D I *-A LOAD GROM BRAC TTAN TA1RT.R * = 1 'A COLUMN *-D Roof Dead Load *-A Roof Live Load LOAD GROUP HL VL LNLHR I VR LNR DL 0.4 2.1 0.0 -0.4 2.1 0.0 LL 1.5 7.2 0.0 -1.5 7.2 0.0 COLL 0.1 0.3 0:0 -0.11 0.3 0.0 EQ -0.5 -0.5 0.0 -0.5 0.5 0.0 RBUPEQ 0.0 -0.7 -1.2 -0.0 -0.7 -1.2 WL1 -5.5 -13.0 0.0 -2.8 -6.8 0.0 WL2 -6.4 -7.9 0.0 -1.9 -1.8 0.0 WL3 2.8 -6.8 0.0 5.5 -13.0 0.0 WL4 1.9 -1.8 0.0 6.4 -7.9 0.0 LWL1 1.6 -10.9 0.0 -1.2 -8.9 0.0 RBUPLW 0.0. -1.9I -3.1 -0.0 -1.9 -3.1 LWL2 1.2 -8.91 0.0 -1.6 -10.9 0.0 LWL3 0.7 -5.9 0.0 -0.3 -3.9 0.0 LWL4 0.3 -3.91 0.0 -0.7 -5.9 0.0 RBDWLW -0.0 1.91 0.0 0.0 1.9 0.0 RBDWEQ -0.0 0.71 0.0 0.0 0.7 0.0 L_QAD GRM_ =_ LHON DL Roof Dead Load LL Roof Live Load COLL'' Roof Collateral Load EQ Lateral Seismic Load (parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic 17 02/17/2015 - FRAME ID #2 USER NAME:fgrambau DATE: 2/11/15 PAGE.: 2 -2I cs 40./18./37.057 20./110./ JOB NAME:76538A FILE:frame 2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTES:(1) All reactions are in kips and kip -ft. TIME:17:46:09 - (2) The seismic overstrength factor (Omega) is not included in the °RBDWEQ" and "FBUPEQ" Load Group reactions. Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.000 REACTION NOTATIONS 0 HLf f HR .iVL iVR *-D *-A LOAD GROUP REACTION TABLE * = 2 COLUMN DESCRIPTION Roof Dead Load *-D DL LL *-A LOAD GROUP HL VL LNL HR VR LNR DL 0.6 2.5 0.0 -0.6 2.5 0.0 LL 2.5 8.9 0.0 -2.5 8.9 0.0 COLL 0.1 0.41 0.0 -0.1 ' 0.4 0.0 EQ -0.6 -0.5 0.0 -0.61 0.5 0.0 RBUPEQ 0.0 -0.7 -1.2 -0.0 -0.7 -1.2 WL1 -7.7 -16.0 0.0 -2.5 -8.4 0.0 WL2 -8.5 -9.8 0.0 -1.7 -2.2 0.0 WL3 2.5 -8.4 0.0 7.7 -16.0 0.0 WL4 1.7 -2.2 0.0 8.5 -9.8 0.0 LWL1 1.2 -13.5 0.0 -0.7 -11.0 0.0 RBUPLW 0.0 -1.9 -3.1 -0.0 -1.9 -3.1 LWL2 0.7 -11.0 0.0 -1.2 -13.5 0.0 LWL3 0.4 -7.3 0.0 0.0 -4.8 0.0 LWL4 -0.0 -4.8 0.0 -0.4 -7:3 0.0 RBDWLW -0.0 1.9 0.0 0.0 1.9 0.0 RBDWEQ -0.0 0.71 0.0 0.01 0.71 0.0 W-0-099_QP DESCRIPTION Roof Dead Load DL LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic 18 02/17/2015 FRAME DESCRIPTION: USER NAME:fgrambau DATE: 2/11/15 PAGE: EW -1 Endwall EWB JOB NAME:76538A FILE:REW3BLDG1 PATH: R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:16:44:16 :}P.a[`TTdIQ 1QAT�TTANR VL i V1 I V2 IVR 1-C 1-B I � ; � r' t1 �1' Mr �J •' v::1 COLUMN LEFT COLUMN RIGHT COLUMN 1-C 1-B LOAD GROUP HL VL LL HR I VR I LR H1 V1 L1 H2 - V2 L2 D 0. 0. 0. 0. 0. 0. 0. 0.2 0. 0. 0.2 0. W+ 0. 0. 0. 0.1 0.1 0. 0. 0. 2.8 0. 0. 2.8 W- 0. 0.1 0. 0.1 0.1 0. 0. 0. --3.1 0. 0. -3.1 LOAD DROVE DEBCRIPTM D DEAD LOAD W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION 19 02/17/2015 FRAME DESCRIPTION: USER NAME:fgrambau DATE: 2/11/15 PAGE: EW -2 Endwall EWD JOB NAME:76438A FILE:REW4BLDG1 PATH: R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run0l\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:16:44:16 FF kL 'TON NcyrATIONA VL IVl rV2 IVR 3-B 3-C LOAD MOM FF kr!TTCm TARLF COLUMN LEFT COLUMN RIGHT COLUMN 3-B 3-C LOAD GROUP HL VL I LL HR VR LR H1 V1 L1 H2 V2 L2 D 0. 0.1 0. 0. 0. 0. 0. 0.2 0. 0. 0.21 0. W+ 0. 0. 0. 0.1 0. 0. 0-1 0. 2.8 0. 0,r 2.8 W- 0. 0.1 0. 0.1 0. 0. " 0.1 0. -3.1 0.- 0.1 -3.1 . i�pAD GROUP DESCRIPTION D DEAD LOAD W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION 20 02/17/2015 Star Building Systems, OKC, OK Bracing Design Program User: fgrambau Job Number: 75438A Design Summary Report Version: 5.01.0 run01 Date: 02/11/15 Start Time: 01:44:04 R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run01\ ------------------------------------------------------------------------------- **** ROOF LONGITUDINAL SEISMIC BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA Seismic -resistance System Per: 2010 ASCE 7 Soil Profile Type ................................................... Seismic design category ............................................. Mapped spectral response accel. for short periods (Ss) .............. Mapped spectral response accel. for 1 second periods (S1)........... Design 5% damped spectral response accel. at short periods (Sds) Design 5% damped spectral response accel. at period 1 sec. (Shc) Longitudinal Building Period(T).................................... Seismic Reliability/Redundancy Factor ............................... Seismic Importance Factor(I)....................................... Building minimum longitudinal R value ............................... Building minimum transverse R value ................................. Roof dead load included in Seismic force "W" (psf).................. Roof collateral load included in Seismic force "W" (psf)............ D D 0.597 0.26 0.526315 0.325867 0.18 1.3 1 3.25 3.25 4.546 0.500 .Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- -------------------------------- ------ ------ ------ ------ PLANE RPC: 1 1.427 TOTAL 0.108 @ FRAME LINE 1, 3 0.606 @ BAY 1, 2 0.5000" ROD 8.000' Transfered = 51.758 0.85 0.88 0.88 4.79 2 3.588 TOTAL 0.280 @ FRAME LINE 1, 3 1.514 @ BAY 1, 2 0.5000" ROD 12.000' Transfered = 2.171 0.32 0.35 0.35 4.79 3 4.341 TOTAL 0.354 @ FRAME LINE 1, 3 1.817 @ BAY 1, 2 0.50DO" ROD 12.000' Transfered = 2.171 0.32 0.35 0.35 4.79 4 3.588 TOTAL 0.280 @ FRAME LINE 1, 3 1.514.@ BAY 1, 2 0.50W" ROD 8.000' Transfered = 5.758 0.85 0.88 0.88 4.79 5 1.427 TOTAL 0.108 @ FRAME LINE 1, 3 0.606 @ BAY 1, 2 - Using ASCF.7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25Roof bracing load E=rhoV; rho=1.30 21 02/17/2015 Star Building Systems, OKC, OK Bracing Design Program User: fgrambau Job Number: 75438A Design Summary Report Version: 5.01.0 run01 Date: 02/11/15 Start Time: 04:44:04 R:\Jobs\Active\ENG\14-B-76438\ver01-fgrambau\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** SIDEWALL LONGITUDINAL SEISMIC BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 5.758 Transfered from roof Tier 1 18.00' 1.427 TOTAL 0.108 @ FRAME LINE 1, 3 0.606 @ BAY 1, 2 Transfered = 7.185 -Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))( 7.19) = 1.16 0.7*Omega*V = 0.7*2.00*1.164 = 1.63 Brace T = 1.91 Brace T / Bay = 1.91 / 1 bays = 1.91 Rod Design = 0.5000" ROD Brace Allowable = 5.74 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 5.758 Transfered from roof Tier 1 18.00' 1.427 TOTAL 0.108 @ FRAME LINE 1, 3 0.606 @ BAY 1, 2 Transfered = 7.185 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))( 7.19) = 1.16 0.7*Omega*V = 0.7*2.00*1.164 = 1.63 Brace T = 1.91 Brace T / Bay = 1.91 /.1 bays = 1.91 Rod Design = 0.5000" ROD Brace Allowable = 5.74 22 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job : 76438A Input Data Echo File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 J:\Active\eng\14-B-76438\ver01-fgrambau\Bldg-A\ -------------------------------------------------------------------------------- VERSION V5.01 BRAND STAR DESCRIPTION cs 40./18./30. 20./110./0. FRAME ID 1 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 76438A ANALYZE all *DATASET members brace combinations wind array connection base BUILDING LABEL A LOCATION frame lines 1,3 LATERAL GRID LABEL 1 3 LONGITUDINAL GRID LABEL D A NUMBER FRAMES 2 *PRICE complete TYPE cs t cs 60. 60. WIDTH 40. 20. LENGTH 60. EAVE 18. *ROOF SLOPE 1. GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.07 *PURLIN THICKNESS 0.085 GIRT FLANGE 2.5 *PURLIN FLANGE 3.5 PURLIN STIFFNESS 6.862 11.851 2.003 4..386 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal DEAD LOAD 2.551 *COLLATERAL LOAD 0.5 LIVE LOAD 20. reduce SNOW R=O. E=0.9 T=1. S=N WEL=20. WER=20. WML=20. WMR=20. WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD S1=26. SS=59.7 TL=16. %CR=NORM oSR=NORM RHOL=1.3 R=3.5 LOF=2. \ TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 30. WALL TRIBUTARY TR= 30. S=O. E=18. DESIGN ASD10 LATERAL BRACE LENGTH 30.00 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TW=60. TE=50. SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=3 RA=3 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT SPACING 7.3333 5.25 GIRT BRACE C1 C1 PURLIN SPACING 2@4.3642 2@5. PURLIN BRACE C N N C LEFT COLUMN BASE W=6. T=0.375 L=9.5 N=2 D=0.75 9. 0. 10. 5. 0.25 0.134 5. 0.25 0. 9. 0. 5. 0..25 0.185 5. __9..25 LEFT RAFTER 23 02/17/2015 CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 13. 0. 0. 6. 0.25 0.134 6. 0.25 0. 13. 10. 6. 0.25 0.134 6. 0:25 CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 SYMMETRICAL ALL WIND LOAD WL1 23.225 0.2200 -0.8700 -0.5500 -0.4700 20.000 Left WIND LOAD WL2 23.225 0.5800 -0.5100 -0.1900 -0.1100 20.000 Left WIND LOAD LWL1 23.225 -0.6300 -0.8700 -0.5500 -0.6300 20.000 WIND LOAD LWL2 23.225 -0.6300 -0.5500 -0.8700 -0.6300 20.000 WIND LOAD LWL3 23.225 -0.2700 -0.5100 -0.1900 -0.2700 20.000 WIND LOAD LWL4 23.225 -0.2700 -0.1900 -0.5100 -0.2700 20.000 WIND LOAD WL3 23.225 -.0.4700 -0.5500 -0.8700 0.2200 20.000 Right WIND LOAD WL4 23.225 -0.1100 -0.1900 -0.5100 0.5800 20.000 Right LOAD COMBINATIONS 1)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 2)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 3)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 4)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA R 5)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA L 6)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA R 7)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. *PDELTA L 8)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. *PDELTA R 9)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. *PDELTA L 10)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. *PDELTA R 11)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 12)0.52632 DL• 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 13)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 14)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA R 15)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA L 16)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA R 17)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 18)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 19)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L 20)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R 21)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 22)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 23)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA L 24)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 25)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 26)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA R 27)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 28)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 29)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 30)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R 31)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 32)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 33)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 34)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 35)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA L 36)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA R 37)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA L 38)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA R 39)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 40)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 41)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 42)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 43)1. DL 0.6 WL1 *DEFL 60. 120. *PDELTA L 44)1. DL 0.6 WL1 *DEFL 60. 120. *PDELTA R 45)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA L 46)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA R 47)1. DL 0.6 WL3 *DEFL 60-120, L _. '48)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA R 24 02/17/2015, 49)1: DL 0.6 WL4 *DEFL 60. 120. *PDELTA L .50)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA R 51)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA L 52)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA R 53)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA L 54)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA R 55)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 56)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 57)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 58)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 59)0.6 DL 0.6 LWL3 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 60)0.6 DL 0.6 LWL3 0.6 RBUPLW. DEFL 60. 120. *PDELTA R 61)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 62)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 63)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA L 64)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA R 65)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA L 66)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA R 67)1. DL 1. COLL 0.6 WL1 *DEFL 60. 120. *PDELTA L 68)1. DL 1. COLL 0.6 WL1 *DEFL 60. 120. *PDELTA R 69)1. DL 1. COLL 0.6 WL2 *DEFL 60. 120. *PDELTA L 70)1. DL 1. COLL 0.6 WL2 *DEFL 60. 120. *PDELTA R 71)1. DL 1. COLL 0.6 WL3 *DEFL 60. 120. *PDELTA L 72)1. DL 1. COLL 0.6 WL3' *DEFL 60. 120. *PDELTA R 73)1. DL 1. COLL 0.6 WL4 *DEFL 60. 120. *PDELTA L 74)1. DL 1. COLL 0.6 WL4 *DEFL 60. 120. .*PDELTA R 75)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 120. *PDELTA L 76)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 120. *PDELTA R 77)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 120. *PDELTA L 78)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 120. *PDELTA R 79)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. 120. *PDELTA L 80)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. 120. *PDELTA R 81)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 120. *PDELTA L 82)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 120. *PDELTA R 83)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *DEFL 60. 120. *PDELTA L 84)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *DEFL 60. 120. *PDELTA R 85)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 120. *PDELTA L 86)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 120. *PDELTA R 87)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 120. *PDELTA L 88)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 120. *PDELTA R 89)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 120. *PDELTA L 90)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 120. *PDELTA R 91)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *DEFL 60. 120. *PDELTA L 92)1. DL 1. COLL 0.6 LWL1' 0.6 RBDWLW -*DEFL 60. 120. *PDELTA R 93)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 120. *PDELTA L 94)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 120. *PDELTA R 95)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 120. *PDELTA L 96)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 120. *PDELTA R 97)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *DEFL 60. 120. *PDELTA L 98)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *DEFL 60. 120. *PDELTA R 99)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *DEFL 60. 120. *PDELTA L 100)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *.DEFL 60. 120. *PDELTA R 25 _ 02/17/2015 101)1'. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *DEFL 60. 120 \ *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *DEFL 60. 120 \ *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *DEFL 60. 120 \ *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *DEFL 60. 120.. \ ;; *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA R 107)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA 1 108)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA Z 109)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C.*PDELTA L 110)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 111)1. LL *DEFL 60. 180. *TYPE D 112)0.6 WL1 *DEFL 60. 180. *TYPE D 113)0.6 WL2 *DEFL 60. 180. *TYPE D 114)0.6 LWL1 *DEFL 60. 180. *TYPE D 115)0.6 LWL2 *DEFL 60. 180. *TYPE D 116)0.6 LWL3 *DEFL 60. 180. *TYPE D 117)0.6 LWL4 *DEFL 60. 180. *TYPE D 118)0.6 WL3 *DEFL 6C. 180. *TYPE D 119)0.6 WL4 *DEFL 60. 180. *TYPE D k 120)1.30526 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 121)1.30526 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 122)0.79474 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 123)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 124)1.30526 DL 1.30526 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 125)1.30526 DL 1.30526 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 18.000000 0.800000 0.000000 \ # PANEL/GIRT SELF -WEIGHT FOR E LC EQDW GLOB M C 18.000000 0.800000 0.000000 \ # PANEL/GIRT SELF -WEIGHT FOR E LC RBUPLW GLOB Y C 0.010000 1.872000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 3.121000 0.000000 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 18.000000 -1.872000 0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 18.000000 -1.872000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 1.872000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 3.121000 0.000000 \ # WIND BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 0.698000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 1.164000 0.000000 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 18.000000 -0.698000 0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 18.000000 -0.698000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 0.698000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 1.164000 0.000000 \ # SEISMIC BRACE FORCE END 26 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Building Grid label legend File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20:/110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Building Grid Label Legend Building Frame Number No. of Frames Left Column Right Column *Frames located @ 1 3 A 1 2 Column @ * - D Column Q * - A 27 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job 76438A Code Summary Report File: frames_1_3.fra Date:. 2/11/15 cs 40./18./30. 20./110./0. Start Time:: 17:57:43 -------------------------------------------------------------------------------- Building :A Frame Number :1 Location: frame lines 1,3 No. of Frames: 2 2013 CALIFORNIA Main Code Requirements Per International Building Code 2012 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data Eave height Left & Right (feet) ..................................... 18.000 Horizontal width from left to right steel line (feet) ................... 40.000 Horizontal distance to ridge from left side (feet) .................. 20.000 Roof Slope Left & Right (rise:12)................................... 1.000 Column Slope Left & Right(lat:12).................................. 0.000 Purlin depth left & right side (inches) ............................. 8.000 Frame Rafter Inset left & right side (inches) ....................... 8.250 Girt depth left & right side (inches) ............................... 8.000 Frame Column Inset left & right side (inches) ....................... 8.250 Tributary Width left & right side (feet) ............................ 30.000 from Height 0.00 to Height 18.00 Tributary Width roof (feet) ......................................... 30.000 Tension Flange Bolt Hole Reduction .................................. Yes Tension Field Action at Knee ........................................ Yes Second order analysis method ........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf)..................................... Frame Rafter Dead Weight (psf)...................................... Total Roof Dead Weight (psf)........................................ Collateral Load to Frame Rafter (psf) ............................... Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... Design Roof Live Load Used (psf).................................... Roof Snow Load Entered (psf)........................................ Snow Exposure Factor Entered [Ce] .................................. Snow Importance Factor [I] -- Standard Use Category ................. Snow Thermal Factor Entered [Ct] -- User Entered .................... Snow Thermal Factor Used [Ct]Heated Building ....................:.... Slippery & Unobstructed Roof Surface ................................ Roof Snow Load [Pf = I*Pg] (psf).................................... Snow Slope Factor[Cs].............................................. Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... UNBALANCED SNOW LOADING(s) -------------------------- No_.Unbalanced Roof Snow Loadings. 2.551 0.537 3.088 0.500 20.000 12.000 0.000 0.900 1.000 1.000 1.000 No 0.000 1.000 0.000 28 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Wind Summary Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 ------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left & Right (feet) ..................................... 18.000 Wind Elevation on left column (feet) ................................ 18.000 Wind Elevation on right column (feet) ............................... 18.000 Total frame width (feet) ............................................ 40.000 Total building length (feet) ........................................ 60.000 Number of primary wind loadings .................................... 8 29 02/17/2015 Star Building Systems, OKC, OK R -Frame Design Program - Version V5.01 Continue Wind Summary Report cs 40./18./30. 20./110./0. 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition User: fgrambau Job 76438A File: frames_1_3.fra Date. 2/11/15 Start Time: 17:57:43 *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME.*** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter R_.ght Wall Primary Coeff. (Cp) 0.220 -0.870( 50.0%) -0.550( 50.0%) -0.470 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter R_ght Wall Primary Coeff. (Cp) 0.580 -0.510( 50.0%) -0.190( 50.0%) -0.110 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870( 50.016) -0.550( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550( 50.0%) -0.870( 50.0°%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510( 50.0%) -0.190( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190( 50.0%) -0.510( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Lett Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.470 -0.550( 50.0%) -0.870( 50.0°%) 0.220 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.110 -0.190( 50.0%) -0.510( 50.0%) 0.580 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. 30 02/17/2015 Star Building Systems, OKC, OK R -Frame Design Program - Version V5.01 Load Combinations Report Cs 40./18./30. 20./110./0. Load Combination User: fgrambau Job : 76438A File: frames_1_3.fra Date: 2/11/15 Start Time: 17:57:43 1) DL +LL +COLL (SOA -L) N A P 2) DL +LL +COLL (SOA -R) N A P 3) 1.0737DL +0.91EQ (SOA -L) N A P 4). 1.0737DL"+0.91EQ (SOA -R) N A P 5) 1.0737DL -0.91EQ (SOA -L) N A P 6) 1.0737DL -0.91EQ (SOA -R) N A P 7) 1.0737DL +1.0737COLL +0.91EQ (SOA -L) N A P 8) 1.0737DL +1.0737COLL +0.91EQ (SOA -R) N A P 9) 1.0737DL +1.0737COLL-0.91EQ (SOA -L) N A P 10Y 1.0737DL +1.0737COLL-0.91EQ (SOA -R) N A P 11) 0.5263DL +0.91RBUPEQ (SOA -L) N A P 12) 0.5263DL +0.91RBUPEQ (SOA -R) N A P 13) 0.5263DL +0.91EQ (SOA -L) N A P 14) 0.5263DL +0.91EQ (SOA -R) N A P 15) 0.5263DL -0.91EQ (SOA -L) N A P 16) 0.5263DL -0.91EQ (SOA -R) N".A P 17) 0.7947DL +2.RBUPEQ (SOA -L) N C R P 18) 0.7947DL +2.RBUPEQ (SOA -R) N C R P 19) 0.7947DL +2.5EQ (SOA -L) N C R P 20) 0.7947DL +2.5EQ (SOA -R) N C R P 21) 0.7947DL -2.5EQ (SOA -L) N C R P 22) 0.7947DL -2.5EQ (SOA -R) N C R P -23) 1.3053DL +1.3053COLL +2.5EQ (SOA -L) N C R P 24) 1.3053DL +1.3053COLL +2.5EQ (SOA -R) N C R P 25) 1.3053DL +1.3053COLL -2.5EQ (SOA -L) N C R P 26) 1.3053DL +1.3053COLL -2.5EQ (SOA -R) N C R P 27) 0.7947DL +2.5EQ (SOA -L) N B R P 28) 0.7947DL +2.5EQ (SOA -R) N B R P 29) 0.7947DL -2.5EQ (SOA -L) N B R P 30) 0.7947DL -2.5EQ (SOA -R) N B R P 31) 1.3053DL +1.3053COLL +2.5EQ (SOA -L) N B R P 32) 1.3053DL +1.3053COLL +2.5EQ (SOA -R) N B R P 33) 1.3053DL +1.3053COLL -2.5EQ (SOA -L) N B R P 34) 1.3053DL +1.3053COLL -2.5EQ (SOA -R) N B R P 35) 0.7947DL +3.5EQ (SOA -L) N K R P 36) 0.7947DL +3.5EQ (SOA -R) N K R P 37) 0.7947DL -3.5EQ (SOA -L) N K R P 38) 0.7947DL -3.5EQ (SOA -R) N K R P 39) 1.3053DL +1.3053COLL +3.5EQ (SOA -L) N K R P 40) 1.3053DL +1.3053COLL +3.5EQ (SOA -R) N K R P 41) 1.3053DL +1.3053COLL -3.5EQ (SOA -L) N K R P 42) 1.3053DL +1.3053COLL -3.5EQ (SOA -R) N K R P 43) DL +0.6WL1 (SOA -L) N A P -44) DL +0•.6WL1 (SOA -R) N A P 45) DL +0.6WL2 (SOA -L) N A P 46) DL +0.6WL2 (SOA -R) N A P 47) DL +0.6WL3 (SOA -L) N A P 48) DL +0.6WL3 (SOA -R) N A P 49) DL +0.6WL4 (SOA -L) N A P 50) DL +0.6WL4 (SOA -R) N A P 31 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job : 76438A Continue Load Comb Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Load Combination 51) 0.6DL +0.6WL1 (SOA -L) N A P 52) 0.6DL +0.6WL1 (SOA -R) N A P 53) 0.6DL +0.6WL2 (SOA -L) N A P 54).0.6DL +0.6WL2 (SOA -R) N A P 55) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -L) N A P 56) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R) N A P 57) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L) N A P 58) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R) N A P 59) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -L) N A P 60) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R) N A P 61) 0.66L +0.6LWL4 +0.6RBUPLW (SOA -L) N A P 62) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R) N A P 63) 0.6DL +0.6WL3 (SOA -L) N A P 64) 0.6DL +0.6WL3 (SOA -R) N A P 65) 0.6DL +0.6WL4 (SOA -L) N A P 66) 0.6DL +0..6WL4 (SOA -R) N A P 67) DL +COLL +0.6WL1 (SOA -L) N A P 68) DL +COLL +0.6WL1 (SOA -R) N A P 69) DL +COLL +0.6WL2 (SOA -L) N A P 70) DL +COLL +0.6WL2 (SOA -R) N A P 71) DL +COLL +0.6WL3 (SOA -L) N A P 72) DL +COLL +0.6WL3 (SOA -R) N A P 73) DL +COLL +0.6WL4 (SOA -L) N A P 74) DL +COLL +0.6WL4 (SOA -R) N A P 75) DL +0.75LL +COLL +0.45WL1 (SOA -L) N A P 76) DL +0.75LL +COLL +0.45WL1 (SOA -R) N A P 77) DL +0.75LL +COLL +0.45WL2 (SOA -L) N A P 78) DL +0.75LL +COLL +0.45WL2 (SOA -R) N A P 79) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -L) N A P 80) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -R) N A P 81) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -L) N A P 82) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -R) N A P 83) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -L) N A P 84) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -R) N A P 85) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -L) N A P 86) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -R) N A P 87) DL +0.75LL +COLL +0.45WL3 (SOA -L) N A'P 88) DL +0.75LL +COLL +0.45WL3 (SOA -R) N A P 89) DL +0.75LL +COLL +0.45WL4 (SOA -L) N A P 90) DL +0.75LL +COLL +0.45WL4 (SOA -R) N A P 91) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L) N A P 92) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R) N A P 93) DL +COLL -+0.6LWL2 +0,.6RBDWLW (SOA -L) N A P 94) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R) N A P 95) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L) N A P 96) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R) N A P 97) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L) N A P 98) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R) N A P 99) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -L) N A P 100) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -R) N A P 32 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R.=Frame Design Program - Version V5.01 Job : 76438A Continue Load Comb Report File:. frames_1_3.fra Date:- 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Load Combination 101) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -L) 102) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -R) 103) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -L) 104) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -R) 105) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -L) 106) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -R) 107) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -L) 108) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -R) 109) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -L) 110) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -R) 111) LL 112) 0.6WL1 113) 0.6WL2 114) 0.6LWL1 115) 0.6LWL2 116) 0.6LWL3 117) 0.6LWL4 118) 0.6WL3 119) 0.6WL4 120) 1.3053DL +EQ 121) 1.3053DL -EQ 122) 0.7947DL +EQ 123) 0.79.47DL -EQ 124) 1.3053DL +1.3053COLL +EQ 125) 1.3053DL +1.3053COLL -EQ N A N A P N A P N A P N A P N A P N A P N A P N C R P N C R P D D D D D D D D D D E D E D E D E D E, D E: 33 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job : 76438A Continue Load Comb Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load EQ = Lateral•Se.ismic Load...[parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Longit. Seismic WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load RBUPLW= Upward Acting Rod Brace Load from Longitud. Wind LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load RBDWLW= Downward Acting Rod Brace Load from Longit. Wind RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic Combination Descriptions N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strengh Design Combination - ASD10 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations 34 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job : 76438A User Load Report File: frames_1_3.fra Date: 2/11/15 cs. -------------------------------------------------------------------------------- 40./18./30. 20./110./0. Start Time: 17:57:43 * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTF NO. START END 1 RC EQDW GLOB M C 18.000 0.8000 0.0000 0.000 2 LC EQDW GLOB M C •.18.-0.00 0-:8000 0.0000 0.000 3 LC RBUPLW GLOB Y C 0.010 1.8720 0.0000 0.917 4 LC RBUPLW GLOB L C 0.010 3.1210 0.0000 0.000 5 LC RBDWLW GLOB Y C 18.000 -1.8720 0.0000 0.917 6 RC RBDWLW GLOB Y C 18.000 -1.8720 0.0000 -0.917 7 RC RBUPLW GLOB Y C 0.010 1.8720 0.0000 -0.917 8 RC RBUPLW GLOB L C 0.010 3.1210 0.0000 0.000 9 LC RBUPEQ GLOB Y C 0.010 0.6980 0.0000 0.917 10 LC RBUPEQ GLOB, L C 0.010 1.1640 0.0000 0.000 11 LC RBDWEQ GLOB Y C 18.000 -0.6980 0.0000 0.917 12 RC RBDWEQ GLOB Y C 18.000 -0.6980 0.0000 -0.917 13 RC RBUPEQ GLOB Y C 0.010 0.6980 0.0000 -0.917 14 RC RBUPEQ GLOB L C 0.010 _. .1.1640 0.0000 0.000 35 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R=Frame Design Program - Version V5.01 Job : 76438A Load Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTF NO. START END 1 RC EQDW GLOB M C 18.000 0.8000 N/A 0.00c 2 LC EQDW GLOB M C 18.000 0:8000 N/A 0.00c 3 LC RBUPLW GLOB Y C 0.010 1.8720 N/A 0.917. 4 LC RBUPLW GLOB L C 0.010 3.1210 N/A 0.00c 5 LC RBDWLW GLOB Y C 18.000 -1.8720 N/A 0.91 6 RC RBDWLW GLOB Y C 18.000 -1.8720 N/A -0.91: 7 RC RBUPLW GLOB Y C 0.010 1.8720 N/A -0.91: 8 RC RBUPLW GLOB L C 0.010 3.1210 N/A 0.00c 9 LC RBUPEQ GLOB Y C 0.010 0.6980 N/A 0.91: 10 LC RBUPEQ GLOB L C 0.010 1.1640 N/A 0.00c. 11 LC RBDWEQ GLOB Y C 18.000. -0.6980 N/A 0.91- 12 RC RBDWEQ GLOB Y C 18.000 -0.6980 N/A -0.91. 13 RC RBUPEQ GLOB Y C 0.010 0.6980 N/A -0.91. 14 RC RBUPEQ GLOB L C •0.010 1.1640 N/A 0.00c 15 LR DL XREF Y U 0.000 -0.0765 N/A 0.000 16 RR DL XREF Y U 0.000 -0.0765 N/A 0.00G 17 LC SW GLOB Y U 0.000 -0.0132 N/A 0.0001 18 LR SW GLOB Y U 0.000 -0.0161 N/A 0.00c 19 RC SW GLOB Y U 0.000 -0.0132 N/A 0.00c 20 RR SW GLOB Y U 0.000 -0.0161 N/A 0.00c 21 LR LL XREF Y U 0.000 -0.3600 N/A 0.000 22 RR LL XREF Y U 0.000 -0.3600 N/A 0.000 23 LR COLL XREF Y U 0.000 -0.0150 N/A 0.000 24 RR COLL XREF Y U 0.000 -0.0150 N/A 0.000 25 LR SNOW XREF Y U 0.000 0.0000 N/A 0.000 26 RR SNOW XREF Y U 0.000 0.0000 N/A 0.000 27 LC WL1 MEMB Y U 0.000 -0.1533 N/A 0.000 28 RC WL1 MEMB Y U 0.000 0.3275 N/A 0.000 29 LR WL1 MEMB Y U 0.000 0.6062 N/A 0.000 30 RR WL1 MEMB Y U 0.000 0.3832 N/A 0.000 31 -LC WT % MEMB `Y U 0.000 -0.4041 N/A 0.000 32 RC WL2 MEMB Y U 0.000 0.0766 N/A 0.000 33 LR WL2 MEMB Y U 0.000 0.3553 N/A 0.000 34 RR WL2 MEMB Y U 0.000 0.1324 N/A 0.000 35 LC LWL1 MEMB Y U 0.000 0.4390 N/A 0.000 36 RC LWL1 MEMB Y U 0.000 0.4390 N/A 0.000 37 LR LWL1 MEMB Y U 0.000 0.6062 N/A 0.000 38 RR LWL1 MEMB Y U 0.000 0.3832 N/A 0.000 39 LC LWL2 MEMB Y U 0.000 0.4390 N/A 0.000 40 RC LWL2 MEMB Y U 0.000 0.4390 N/A 0.000 41 LR LWL2 MEMB Y U 0.000 0.3832 N/A 0.000 42 RR LWL2 MEMB Y U 0.000 0.'6062 N/A 0.000 43 LC LWL3 MEMB Y U 0.000 0.1881 N/A 0.000 44 RC LWL3 MEMB Y U 0.000 0.1881 N/A 0.000 45 LR LWL3 MEMB Y U 0.000 0.3553 N/A 0.000 46 RR LWL3 MEMB Y U 0.000 0.1324 N/A 0.000 47 LC LWL4 MEMB Y U 0.000 0.1881 N/A 0.000 48 RC ' LWL4 MEMB Y U 0.000 0.1881 N/A 0.000 49 LR LWL4 MEMB Y U 0.000 0.1324 N/A 0.000 50 RR LWL4 MEMB Y U 0.000 0.3553 N/A 0.000 36 02/17/2015 Star Building Systems, OKC, OK User: fgrambau Page: F1- 13 R. -Frame Design Program - Version V5.01 Job : 76438A Seismic Summary Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time 17:57:43 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Seismic Force Resisting System Per ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings.. Seismic Loads Required for Building ................................ Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... Long -period Transition Period Time [TL] (seconds) .................. Seismic Performance Category ....................................... Soil Profile Type .................................................. Seismic Site Coefficient [Fa] ...................................... Seismic Site Coefficient [Fv]...................................... Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) ..... Design Spectral Response Accel., for Short Periods [Sds] (g) ....... Design Spectral Response Accel., for 1 sec. Periods [Sd1j-.(g) ...... Seismic Response Modification Factor [R] ........................... Seismic Importance Factor [I] ...................................... Storage/Equipment Areas and/or Service Rooms Exist ................. Seismic Story Height [hn] (feet) ................................... Seismic Fundamental Period [T] Used (seconds) ...................... Longitudinal Seismic Overstrength Factor [OMEGA] ................... Seismic Overstrength Factor [OMEGAo] ............................... Longitudinal Seismic Redundancy/Reliability Factor [L -rho] ......... Seismic Redundancy/Reliability Factor [rho] ........................ Snow in Seismic Force Calculations [Used] (%) ...................... Snow in Seismic Force Calculations [Min. Required] (%) ............. Snow in Seismic Load Combinations [Used] M ....................... Snow in Seismic Load Combinations [Min. Required] (%) .............. Mezz. Live load in Seismic Force Calculations [Used] (%) ........... Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. Mezz. Live load in Seismic Load Combinations [Used] (%) ............ Mezz. Live load in Seismic -Load Combinations [Min. Required] (%) ... Building Height Limit (feet) ....................................... Seismic Story Drift Limit Factor ................................... Seismic Story Drift Limit (in) ..................................... Seismic Deflection Amplification Factor [Cd] ....................... Seismic Response Coefficient [Cs] Used ............................. Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ Theta Max [.5/BETA/Cd) where BETA=1.0 ............................... Roof Dead Load = 4.530 Wall Weight = 0.000 Collateral Load = 0.600 Snow Load = 0.000 Rafter Crane Weight = ------------------------------------- 0.000 Total Roof Weight = 5.130 kips User Mass Load (1) = 1.600 ------------------------------------- Total User Mass = 1.600 kips Yes 59.7000 26.0000 16.0000 D D 1.3224 1.8800 0.7895 0.4888 0.5263 0.3259 3.5000 1.0000 No 18.8333 0.2932 2.0000 2.5000 1.3000 1.3000 0.00 0.00 0.00 0.00 0.00 0.00 100.00 100.00 65.0000 0.0250 5.4000 3.0000 0.1504 3.282 0.011 0.167 37 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Load Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 ---------------------------- 51 LC WL3 MEMB Y --------------------------------------------------- U 0.000 0.3275 N/A 0.000 52 RC WL3 MEMB Y U 0.000 -0.1533 N/A 0.000 53 LR WL3 MEMB Y U 0.000 0.3832 N/A 0.000 54 RR WL3 MEMB Y U 0.000 0.6062 N/A 0.000 55 LC WL4 'MEMB Y U 0.000 0.0766 N/A 0.000 56 RC WL4 MEMB Y U 0.000 -0.4041 N/A 0.000 57 LR WL4 MEMB Y U 0.000 0.1324 N/A .0.000 58 RR WL4 MEMB Y' U 0.000 0.3553 N/A 0.000 M 38 02/17/2015 Total Roof Weight = 5.130 Total User Mass = 1.600 Mezzanine Weight = 0.000 Col. Crane : Weight = 0.000 --- Bldg Weight = 6.730 kips X 0.7676 X Seismic Coeff. Ld for Mass # = 0.1504 BASE SHEAR = 1.0121 kips ..._Seismic Load for Roof at col # 1 = 0.3838 kips Seismic Load for Roof at col # 2 = 0.3838 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 0.7676 kips Seismic Ld for Mass # 1 ® col # 1 = 0.1222 kips Seismic Ld for Mass # 1 Q col # 2 = 0.1222 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL = 0.2445 kips 39 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job : 76438A Continued Seismic Load Report File: frames_1_3.fra Date: 2/11/15 cs 40../18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE NO. 0.1222 N/A 0.000 0.3838 N/A 0.000 59 LC EQ YREF X C 16.836 60 LC EQ YREF X C 18.000 61 RC EQ YREF X C 16.836 62 RC EQ' YREF X C 18.000 INTENSITY LENGTH START END 0.3838 N/A 0.000 0.1222 N/A 0.000 0.3838 N/A 0.000 0.1222 N/A 0.000 40 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job : 76438A Forces and Allowable Stresses Summary File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.84 ft Kx = 1.00 Weight = 223. lbs Effective Ix = 64.1 in4 Part Length Web Height at Outer Flange Web Inner Flange 'Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 -10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 2 ----- 6.30 ------- 9.000 --------- 9.000 --- 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 = Point -------- ---Actual Forces---- --Allowable -------------------- Stresses-- ---------------------- - -------Unity Checks -------- ----- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load ------------------- (kip) (k -ft) L (kip) (ksi) (ksi) (ksi) (ksi) Oflg If lc Max Comb 6.6 26.0 2.1 32.9 34.5 36.2 16.6 0.10 0.73 0.69 0.73 51 208 -------------------------------------------------------------------------------- -6.9 -37.8 -2.0 25.2 37.0 35.4 19.8 0.06 0.95 1.0 1.0 89 Left Rafter Analysis Length = 18.98 ft Kx = 1.00 Weight = 306. lbs Effective Ix = 156.2 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 8.68 13.000 13.000 6.00x 0.2500 0.1340 6.00x 0.2500 0.00 55.0 4 10.00 13.000 13.000 6.00x 0.2500 0.1340 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bene Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflc Max Comb -------------------------------------------------------------------------------- 301 -2.2 -36.6 6.3 21.2 35.5 30.3 8.4 0.42 0.55 0.64 0.64 89 409 -2.0 47.8 0.5' 9.5 30.3 36.3 8.4 0.03 0.84 0.71 0.84 2 -------------------------------------------------------------------------------- Right Column Analysis.Length = 16.84 ft Kx = 1.00 Weight = 223. lbs Effective Ix = 64.1 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 5 10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 6 6.30 9.000 9.000 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb. -------------------------------------------------------------------------------- 510 6.6 26.0 2.1 32.9 34.5 36.2 16.6 0.10 0.73 0.69 0.73 63 608 -6.9 -37.8' -2.0 25.2 37.0 35.4 19.8 0.06 0.95 1.0 1.0 78 -------------------------------------------------------------------------------- 41 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Forces and Allowable Stresses Summary File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 18.98 ft Kx = 1.00 Weight = 306. lbs Effective Ix = 156.2 in4 Past Length Web Height at Outer Flange' Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 7 8.68 .13.090 13:000 6.00x 0.2500 0.1340 6.00x 0.2500 0.00 55.0 - 8 -------------------------------------------------------------------------------- 10.00 13.000 13.000 6.00x 0.2500 0.1340 6.00x 0.2500 0.00 55.0 Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load -------------------------------------------------------------------------------- (kip) (k -ft) (kip). (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 701 -2.2 -36.6 6.3 21.2 35.5 30.3 8.4 0.42 0.55 0.64 0.64 78 809 -------------------------------------------------------------------------------- -2.0 47.8 0.5 9.5 30.3 36.3 8.4 0.03 0.84 0.71 0.84 1 TOTAL MEMBER WEIGHT = 1059. lbs 42 02/17/2015 11 Star Building Systems, OKC, OK User: fgrambau R•�Frame Design Program - Version V5.01 Job : 76438A Anchor Rod and Base Plate Design File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. -Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 Q 4.0000, 2.5000 Plate Size 6.0000x 9.5000x 0.3750 in. (WidthxDepthxThicknessj Controlling Reactions for Anchor Rod Design >> Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 6.540 38.436 51 0.17 Rod Shear 3.623 0.000 23.061 54 0.16 Standard Base Plate Welding :> (Using E70 Electrodes) Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location -------------------------------------------------------- (in.) (in.) (kips) (kips) No. Ratic Inner Flg 0.25000 5.000 18.562 2.229 ---------- 55 0.12 Outer Flg 0.25000 5.000 18.562 2.555 55 0.14 Web Plate 0.18750 9.000 25.058 3.800 54 0.1r 43 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R. -Frame Design Program - Version V5.01 Job : 76438A Connection Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.2500 in. in. I.S. - 4.68 x 0.2500 in. Web Depth - 13.045 in. Web Thickness 0.185 in. - Gage - 3.000 in. Center of Bolt to Flange: an. Pf top (out) - 1.917 in. BFCD top (out) - 1.750 in. .Rise top (out) - 0.117 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.832 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.751 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.999 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 1.999 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top - 85.2 degrees Angle bot - 90.0 degrees Controlling Load Combinations: ---------------------------- 78) DL +0.75LL +COLL +0.45WL2 63) 0.6DL +0.6WL3 (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Web Depth - 13.045 in. Web Thickness 0.134 in. Gage - 3.000 in. Center of Bolt to Flange: - Pf top (out) - 1.833 in. BFCD top (out) - 1.750 an. Rise top (out) - 0.117 =n. XTO top (out) - 1.875 =n. Pf top (ins) - 1.916 =n. BFCD top (ins) - 1.750 _n. Rise top (ins) - 0.117 =n. XTI top (ins) - 1.874 =n.. Pf bot (out) - 1.792 .in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.957 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. XBI bot (ins) - 1.999 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top - 94.8 degrees Angle bot - 85.2 degrees Left Side Frame Right Side Frame Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- 1.53 -1.86 3.47 -36.57 -1.70 6.45 -5.33 1.66 -2.73 36.33 1.45 -6.21 6471 Plate Unity Check (O.S.) = 0.6471 6722 Plate Unity Check (I.S.) = 0.6:22 44 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Connection Report File: frames_1_3.fra Date: 2/11/15 cs 40./18-./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter and Right Rafter Depth 3 ----------------- -------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Web Depth - 13.045 in. Web Thickness 0.134 in. in. Gage - 3.000 in. Center of Bolt to Flange: in. Pf top (out) - 1.792 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.957 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.999 in. Pf bot (out) - 1.833 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.875 in. Pf bot (ins) - 1.916 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. ?CBI bot (ins) - 1.874 in. Bolt Spacing .- 3.000 in. Angle top - 85.2 degrees in. Angle bot - 94.8 degrees Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Left Web Depth - 13.045 in. Web Thickness 0.134 in. Moments Gage - 3.000 in. Center of Bolt to Flange: Load Combinations: ----------------------------- Pf top (out) - 1.792 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.957 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.999 in. Pf bot (out) - 1.833 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.875 in. Pf bot (ins) - 1.916 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. XBI bot (ins) - 1.874 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees Angle bot - 94.8 degrees Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet -BS 0.1875 12.0000 50.1162 42.7405 1 0.8528 45 02/17/2015 Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations: ----------------------------- (k -ft) ------------------------------------------------- (kips) (kips) (k -ft) (kips) (kips) 51) 0.6DL +0.6WL1 (SOA -L) -23.11 2.01 -0.50 -23.11 2.01 0.50 1) DL +LL +COLL (SOA -L) 48.03 -1.92 0.06 48.03 -1.92 -0.06 Connection Design Summary: Bolt Unity Check (O.S.) = 0.4387 Plate Unity Check (O.S.) = 0.4387 Bolt Unity Check (I.S.) = 0.8514 Plate Unity Check (I.S.) = 0.8514 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet -BS 0.1875 12.0000 50.1162 42.7405 1 0.8528 45 02/17/2015 Outer Flg Fillet -BS 0.1875 12:0000 50.1162 21.4975 63 0.4290 Web Plate Fillet -BS 0.1875 26.0901 72.6410 1.6951 55 0.0233 Right Side of Conn . - - Inner Flg Fillet -BS 0.1875 12.0000 50.1162 42.7405 1 0.8528 Outer Flg Fillet -BS 0.1875 12.0000 50.1162 . 21.4975 63 0.4290 Web Plate ------------------------------------------------------------------------------ Fillet -BS 0.1875 26.0901 72.6410 1.6951 55 0.0233 NS - Near side weld, FS - Far side weld, BS - Both sides weld. 46 02/17/2015 Star Building Systems, OKC, OK User: fgrambau Page: F1- 20 R -Frame Design Program - Version V5.01 Job : 76438A Knee and Stiffener Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- Left and Right Knee Design Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.1850 in. Thick Web Horizontal 2.2500 X 0.2500 in. 6.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- --------------------- Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 9.031 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.1875 in. x 9.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 12.295 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 12.295 in. GMAW on FAR Side (STD. WELD) Column Connection P1.: 0.1875 in. x 13.045 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld F 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. 47 02/17/2015 Star.Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Flange Brace Report File: frames_1_3.fra Date: 2/11/15 cs 40./18./30. 20./110./0. Start Time: 17:57:43 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN . RIGHT COLUMN 1 @ 7'4 @ FLOOR 1 @ 7'4 @ FLOOR 1 @ 5'3 1 @ 5'3 1 @ 5-15 @ EAVE 1 @ 515 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 4'4-3/8" @ EAVE 2 @ 4'4-3/8" @ EAVE 2 @ 510 2 @ 5'0 1 @ 1'3-1/4" @ PEAK 1 @ 1'3-1/4" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER Measured along T.F. from left steel lire - RIGHT RAFTER Measured along T.F. from right steel line - EXT. COLUMNS Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 7.33 12.58 (C) (C) LFT RAFTER 4.38 8.76 13.78 18.79 (C) (N) (N) (C) RGT COLUMN 7.33 12.58 (C) (C) RGT RAFTER 4.38 8.76 13.78 18.79 (C) (N) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located -at the brace point "C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point --------------------------------------------------------------------------------- 48 02/17/2015 Star Building Systems, OKC, OK User: fgramba R -Frame Design Program - Version V5.01 Job 76438A Primary Deflection Report File: frames_1_3.fra Date.: 2/11/15 cs 40./18./30. 20./110./0. Start Time:: 17:57:43 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Lef= S.L. ------------------------------------------------------------------------------ Max. Def -2.418 in. 20.00 ft. 1.080 in. 18.53 ft. Load Comb 1 118 Defl. L/188 L/421 PEAK DEFLECTIONS (Positive = Y:Upward) -------------------- -------------------- Y-Def Pos. Max 1.069 in. Load Comb 112 Defl. L/426 ------------------- Neg. Max -2.418 in. Load Comb 2 Deft. L/188 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 120 3.0 121 3.0 122 3.0 123 3.0 124 3.0 125 3.0 Vertical Clearance at the Left Knee is 16.3097 feet Vertical Clearance at the Right Knee is 16.3097 feet 49 02/17/2015 Ext. Left Col Ext Right Col -------------------------------------------------------------------------•------ X -Def Y -Def X -Def Y'=Def Pos. Max 3.199 0.010 3.418 0.010 Load Comb 122 112 124 118 Defl. H/ 63 H/ 59 ------------------------------------------------------------------------------ Neg. Max -3.418 -0.017 -3.189 -0.017 Load Comb 125 1 123 1 Defl. H/ 59 H/ 63 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Lef= S.L. ------------------------------------------------------------------------------ Max. Def -2.418 in. 20.00 ft. 1.080 in. 18.53 ft. Load Comb 1 118 Defl. L/188 L/421 PEAK DEFLECTIONS (Positive = Y:Upward) -------------------- -------------------- Y-Def Pos. Max 1.069 in. Load Comb 112 Defl. L/426 ------------------- Neg. Max -2.418 in. Load Comb 2 Deft. L/188 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 120 3.0 121 3.0 122 3.0 123 3.0 124 3.0 125 3.0 Vertical Clearance at the Left Knee is 16.3097 feet Vertical Clearance at the Right Knee is 16.3097 feet 49 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Input Data Echo File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20'./110./0. Start Time: 17:46:09 J:\Active\eng\14-B-76438\ver01-fgrambau\Bldg-A\ -------------------------------------------------------------------------------- VERSION V5.01 BRAND STAR DESCRIPTION cs 40./18./37.057 20./110./0. FRAME ID 2• # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 76438A ANALYZE all *DATASET members brace combinations wind -array connection base BUILDING LABEL A LOCATION frame lines 2 LATERAL GRID LABEL 2 LONGITUDINAL GRID LABEL D A NUMBER FRAMES 1 *PRICE complete TYPE cs t cs 60. 60. WIDTH 40. 20. LENGTH 60.- - - EAVE 18. *ROOF SLOPE 1. GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.07- *PURLIN THICKNESS 0.085 GIRT FLANGE 2.5 *PURLIN FLANGE 3.5 PURLIN STIFFNESS 34.7.26 13.952 5.871 4.602 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal DEAD LOAD 2.551 *COLLATERAL LOAD 0.5 LIVE LOAD 20. reduce SNOW R=O. E=0.9 T=1. S=N WEL=20. WER=20. WML=20. WMR=20. WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD S1=26. SS=59.7 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 LOF=2. \ TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 37.0575 WALL TRIBUTARY TR= 37.0575 S=O. E=18. DESIGN ASD10 LATERAL BRACE LENGTH 29.65 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TW=60. TE=50. SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=1 RA=1 RC=1 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT SPACING 7.3333 5.25 GIRT BRACE C M PURLIN SPACING 2@4.3642 2@5. PURLIN BRACE C C N C LEFT COLUMN BASE W=6. T=0.375 L=9.5 N=2 D=0.75 9. 0. 10. 5. 0.25 0.134 5. 0.25 0. 18. 0. 5. 0.25 0.25 5. 0.25 LEFT RAFTER 50 02/17/2015 CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 15.5 0. 0. 5. 0.25 0.134 5. D.25 0. 15.5 10. 5. 0.25 0.134 5. D.25 CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 SYMMETRICAL ALL WIND LOAD WL1 23.225 0.2200 -0.8700 -0.5500 -0.4700 20.000 L= -ft WIND LOAD WL2 23.225 0.5800 -0.5100 -0.1900 -0.1100 20.000 L=_ft WIND LOAD LWL1 23.225 -0.6300 -0.8700 -0.5500 -0.6300 20.000 WIND LOAD LWL2 23.225 -0.6300 -0.5500 -0.8700 -0.6300 20.000 WIND LOAD LWL3 23.225 -0.2700 -0.5100 -0.1900 -0.2700 20.000 WIND LOAD LWL4 23.225 -0.2700 -0.1900 -0.5100 -0.2700 20.000 WIND LOAD WL3 23.225 -0.4700 -0.5500 -0.8700 0.2200 20.000 Right _ WIND LOAD WL4 23.225 -0.1100 -0.1900 -0.5100 0.5800 20.000 Right LOAD COMBINATIONS 1)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 2)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 3)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 4)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA R 5)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA L' 6)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA R 7)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. *PDELTA L 8)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. *PDELTA R 9)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. *PDELTA L 10)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. *PDELTA R 11)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 12)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 13)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA L 14)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA R 15)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA L 16)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA R 17)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 18)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 19)0.7.9474 DL 2.5 EQ *TYPE R *APP C *PDELTA L 20)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R 21)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 22)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 23)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA L 24)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 25)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 26)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELT? R 27)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 28)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 29)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 30)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R 31)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 32)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 33)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 34)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 35)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA L 36)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA R 37)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA L 38)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA R 39)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 40)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 41)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 42)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 43)1. DL 0.6 WL1 *DEFL 60. 120. *PDELTA L 44)1. DL 0.6 WL1 *D$FL 60. 120. *PDELTA R 45)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA L 46)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA R 47)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA L 48)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA R 51 02/17/2015 49)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA L .50)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA R 51)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA L 52)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA R 53)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA L 54)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA R 55)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 56)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 57)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 58)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 59)0.6 DL 0.6 LWL3 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 60)0.6 DL 0.6 LWL3- 0.6.RBUPL•W *DEFL 60. 120. *PDELTA R 61)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA L 62)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA R 63)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA L 64)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA R 65)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA L 66)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA R 67)1. DL 1. COLL 0.6 WL1 *DEFL 60. 120. *PDELTA L 68)1. DL 1. COLL 0.6 WL1 *DEFL 60. 120. *PDELTA R 69)1. DL 1. COLL 0.6 WL2 *DEFL 60. 120. *PDELTA L 70)1. DL 1. COLL 0.6 WL2 *DEFL 60. 120. *PDELTA R 71)1. DL 1. COLL 0.6 WL3 *DEFL 60. 120. *PDELTA L 72)1. DL 1. COLL 0.6 WL3 *DEFL 60. 120. *PDELTA R 73)1. DL 1. COLL 0.6 WL4 *DEFL 60. 120. *PDELTA L 74)1. DL 1. COLL 0.6 WL4 *DEFL 60. 120. *PDELTA R 75)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 120. *PDELTA L 76)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 120. *PDELTA R 77)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 120. *PDELTA L 78)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 120. *PDELTA R 79)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. 12.0. \ *PDELTA L 80)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. 12.0. \ *PDELTA R 81)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 12.0. \ *PDELTA L 82)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 12.0. \ *PDELTA R 83)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *DEFL 60. 120. \ *PDELTA L 84)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *DEFL 50. 12.0. \ *PDELTA R 85)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 12.0. \ *PDELTA L 86)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 12.0. \ *PDELTA R 87)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 120. *PDELTA L 88)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 120. *PDELTA R 89)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 120. *PDELTA L 90)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 120. *PDELTA R 91)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *DEFL 60. 120. *PDELTA L 92)1. DL 1. COLL 0.6 LWL1 O'.6'12BDWLW *DEFL 60. 120. *PDELTA R 93)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 120. *PDELTA L 94)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 120. *PDELTA R 95)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 120. *PDELTA L 96)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 120. *PDELTA R 97)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *DEFL 60. 120. *PDELTA L '98)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *DEFL 60. 120. *PDELTA R 99)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA L 100)1. DL 0.75 LL 1. COLL '0.45 LWL1 0.45 RBDWLW- *DEFL 60. 120. \ *PDELTA R 52 02/17/2015 101)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *DEFL 60. 121). \ *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *DEFL 60. 120. \ *PDELTA R 107)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L 108)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R 109)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 110)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 111)1. LL *DEFL 60. 180. *TYPE D 112)0.6 WL1 *DEFL 60. 180. *TYPE D 113)0.•6 WL2 *DEFL 60. 180. *TYPE D 114)0.6 LWL1 *DEFL 60. 180. *TYPE D 115)0.6 LWL2 *DEFL 60. 180. *TYPE D 116)0.6 LWL3 *DEFL 60. 180. *TYPE D 117)0.6 LWL4 *DEFL' 60. 180. *TYPE D 118)0.6 WL3 *DEFL 60. 180. *TYPE D 119)0.6 WL4 *DEFL 60. 180. *TYPE D 120)1.30526 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 121)1.30526 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 122)0.79474 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 123)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 124)1.30526 DL 1.30526 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 125)1.30526 DL 1.30526 COLL -1. EQ *DEFL 40. 0. *TYPE,D *EQCD 3.0 ` LOADS RC EQDW GLOB M C 18.000000 0.800000 0.000000 \ # PANEL/GIRT SELF -WEIGHT FOR E LC EQDW GLOB M C 18.000000 0.800000 0.000000 \ # PANEL/GIRT SELF -WEIGHT FOR E LC RBDWLW GLOB Y C 18.000000 -1.872000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 1.872000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 3.121000 0.000000 \ _ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 1.872000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 3.121000 0.000000 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 18.000000 -1.872000 -0.916700 \ # WIND BRACE FORCE LC RBDWEQ GLOB Y C 18.000000 -0.698000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 0.698000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 1.164000 0.000000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 0.698000 -0.916700 \ # SEISMIC BRACE FORCE .RC RBUPEQ GLOB L C 0.010000 1.164000 0.000000 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 18.000000 -0.698000 -0.916700 \ # SEISMIC BRACE FORCE END _.. 53 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Building Grid label legend File: frame_2.fra Dater 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- -------------------------- Building A Frame Number 2 No. of Frames 1 Left Column Column @ * - D Right Column Column @ * - A *Frames located @ 2 54 02/17/2015 Star Building Systems, OKC, OK User: fg R -Frame Design Program - Version V5.01 Job : 76438A Code Summary Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Building :A Frame Number :2 Location: frame lines 2 No. of Frames: 1 2013 CALIFORNIA Main Code Requirements Per International Building Code 2012 Edition Supporting Design Manual(s): 2010 RISC Specification for Structural Steel Buildings.,Allowable Strength Design 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data Eave height Left & Right (feet) ..................................... 18.000 Horizontal width from left to right steel line (feet) ............... 40.000 Horizontal distance to ridge from left side (feet) .................. 20.000 Roof Slope Left & Right (rise:12)................................... 1.000 Column Slope Left & Right(lat:12).................................. 0.000 Purlin depth left & right side (inches) ............................. 8.000 Frame Rafter Inset left.& right side (inches) ....................... 8.250 Girt depth left & right side (inches) ............................... 8.000 Frame Column Inset left & right side (inches) ....................... 8.250 Tributary Width left & right side (feet) ............................ 37.057 .......from Height 0.00 to Height 18.00 Tributary Width roof (feet) ......................................... 37.057 Tension Flange Bolt Hole Reduction .................................. Yes Tension Field Action at Knee ........................................ Yes Second order analysis method ........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf)..................................... Frame Rafter Dead Weight (psf)...................................... Total Roof Dead Weight (psf)........................................ Collateral Load to Frame Rafter (psf) ............................... Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... Design Roof Live Load Used (psf).................................... Roof Snow -Load Entered (psf)........................................ Snow Exposure Factor Entered [Ce] .................................. Snow Importance Factor [I] -- Standard Use Category ................. Snow Thermal Factor Entered [Ct] -- User Entered .................... Snow Thermal Factor Used [Ct]Heated Building ......................... Slippery & Unobstructed Roof Surface ................................ Roof Snow Load [Pf = I*Pg] (psf).................................... Snow Slope Factor[Cs].............................................. Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow Loadings. 2.551 0.419 2.970 0.500 20.000 12.000 0.000 0.900 1.000 1.000 1.000 No 0.000 1.000 0.000 55 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R.Frame Design Program - Version V5.01 Job : 76438A Wind Summary Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 -------------------------------------------------------------------------------- 20./110./0. Start Time: 17:46:09 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left & Right (feet)..................................... 18.000 Wind Elevation on left column (feet)................................ 18.000 Wind Elevation on right column (feet) ............................... 18.000 Total frame width (feet)............................................ 40.000 Total building length (feet)....................................... 60.000 Number of primary wind loadings ... :................... .............. 8 56 02/17/2015 Star Building Systems, OKC, OK R -Frame Design Program - Version V5.01 Continue Wind Summary Report cs 40./18./37.057 20./110./0. 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition User: fgrambau Job : 76438A File: frame_2.fra Date: 2/11/15 Start Time: 17:46:09 *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load WLl Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.220 -0.870( 50.0%) -0.550( 50.0%) -0.470 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.580 -0.510( 50.0%) -0.190( 50.0%) -0.110 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter R_ght Wall Primary Coeff. (Cp) -0.630 -0.870( 50.0%) -0.550( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550( 50.0%) -0.870( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter R_ght Wall Primary Coeff. (Cp) -0.270 -0.510( 50.0%) -0.190( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter R_ght Wall Primary Coeff. (Cp) -0.270 -0.190( 50.0%) -0.510( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.470 -0.550( 50.0%) -0.870( 50.0%) 0.220 --------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.110 -0.190( 50.0%) -0.510( 50.0%) 0.580 --------------------------------------------------------------------------------- Notes 1. Wind coefficients applied to the roof may be located as a per::entage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. 57 02/17/2015 Star Building Systems, R.Frame Design Program - Load Combinations Report cs 40./18./37.057 20. Load Combination : OKC, OK Version V5.01 /110./0. User: fgrambau Job : 76438A File: frame_2.fra Date: 2/11/15 Start Time: 17:46:09 1) DL +LL +COLL (SOA -L) N A P 2) DL +LL +COLL (SOA -R) N A P 3) 1.0737DL +0.91EQ (SOA -L) N A P 4)-1.0737DL +0.91EQ (SOA -R) N A F 5) 1.0737DL-0.91EQ (SOA -L) N A P 6) 1.0737DL-0.91EQ (SOA -R) N A P 7) 1.0737DL +1.0737COLL +0.91EQ (SOA -L) N A P 8) 1.0737DL +1.0737COLL +0.91EQ (SOA -R) N A P 9) 1.0737DL +1.0737COLL-0.91EQ (SOA -L) N A P 10) 1.0737DL +1.0737COLL-0.91EQ (SOA -R) N A P 11) 0.5263DL +0.91RBUPEQ (SOA -L) N KP 12) 0.5263DL +0.91RBUPEQ (SOA -R) N A P 13) 0.5263DL +0.91EQ (SOA -L) N A P 14) 0.5263DL +0.91EQ (SOA -R) N A P- 15) 0.5263DL-0.91EQ (SOA -L) N A P 16) 0.5263DL-0.91EQ (SOA -R) N A P 17) 0.7947DL +2.RBUPEQ (SOA -L) N C R P 18) 0.7947DL +2.RBUPEQ (SOA -R) N C R P 19) 0.7947DL +2.5EQ (SOA -L) N C R P 20) 0.7947DL +2.5EQ (SOA -R) N C R P 21) 0.7947DL -2.5EQ (SOA -L) N C R P 22) 0.7947DL -2.5EQ (SOA -R) N C R P 23) 1.3053DL +1.3053COLL +2.5EQ (SOA -L) N C R P 24) 1.3053DL +1.3053COLL +2.5EQ (SOA -R) N C. R P 25) 1.3053DL +1.3053COLL -2.5EQ (SOA -L) N C R P 26) 1.3053DL +1.3053COLL -2.5EQ (SOA -R) N C R P 27) 0.7947DL +2.5EQ (SOA -L) N b R P 28) 0.7947DL +2.5EQ (SOA -R) N B R P 29) 0.7947DL -2.5EQ (SOA -L) N B R P 30) 0.7947DL -2.5EQ (SOA -R) N B R P 31) 1.3053DL +1.3053COLL +2.5EQ (SOA -L) N B R P 32) 1.3053DL +1.3053COLL +2.5EQ (SOA -R) N B R P 33) 1.3053DL +1.3053COLL -2.5EQ (SOA -L) N B R P 34) 1.3053DL +1.3053COLL -2.5EQ (SOA -R) N B R P 35) 0.7947DL +3.5EQ (SOA -L) N X R P 36) 0.7947DL +3.5EQ (SOA -R) N _{ R P 37) 0.7947DL -3.5EQ (SOA -L) N .{ R P 38) 0.7947DL -3.5EQ (SOA -R) N K R P 39) 1.3053DL +1.3053COLL +3.5EQ (SOA -L) N K R P 40) 1.3053DL +1.3053COLL +3.5EQ (SOA -R) N K R P 41) 1.3053DL +1.3053COLL -3.5EQ (SOA -L) N K R P 42) 1.3053DL +1.3053COLL -3.5EQ (SOA -R) N K R P 43) DL +0.6WL1 (SOA -L) N a p 44) DL +0.6WL1 (SOA -R) N A P 45) DL +0.6WL2 (SOA -L) N A P 46) DL +0.6WL2 (SOA -R) N A p 47) DL +0.6WL3 (SOA -L) N A P 48) DL +0.6WL3 (SOA -R) N A P 49) DL +0.6WL4 (SOA -L) N A P 50) DL +0.6WL4 (SOA -R) NA P 58 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R<Frame Design Program - Version V5.01 Job : 76438A Continue Load Comb Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 ---------------------------------------------------------- --------------------- Load Combination 51) 0.6DL +0.6WL1 (SOA -L) N A P 52) 0.6DL +0.6WL1 (SOA -R) N F P 53) 0.6DL +0.6WL2 (SOA -L) N A P -54) 0.6DL• +0..6WL2 (SOA -R) N A P 55) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -L) N P_ P 56) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R) N A P 57) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L) N A P 58) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R) N A P 59) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -L) N A P 60) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R) N A P 61) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -L) N A P 62) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R) N A P 63) 0.6DL +0.6WL3 (SOA -L) N ,A P 64) 0.6DL +0.6WL3 (SOA -R) N A P 65) 0.6DL +0.6WL4 (SOA -L) N A P 66) 0.6DL +0.6WL4 (SOA -R) N A P .. 67) DL +COLL +0.6WL1 (SOA -L) N A P 68) DL +COLL +0.6WL1 (SOA -R) N A P 69) DL +COLL +0.6WL2 (SOA -L) N A P 70) DL +COLL +0.6WL2 (SOA -R) N g P 71) DL +COLL +0.6WL3 (SOA -L) N e P 72) DL +COLL +0.6WL3 (SOA -R) N A P 73) DL +COLL +0.6WL4 (SOA -L) N n P 74) DL +COLL +0.6WL4 (SOA -R) N A P 75) DL +0.75LL +COLL +0.45WL1 (SOA -L) N a P 76) DL +0.75LL +COLL +0.45WL1 (SOA -R) N ;g P 77) DL +0.75LL +COLL +0.45WL2 (SOA -L) N A P 78) DL +0.75LL +COLL +0.45WL2 (SOA -R) N 2L P 79) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -L) N a P 80) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -R) N A P 81) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -L) N A P 82) DL +0.75LL +COLL +0.45LWL2 +0.45RBUP.L:ti (SO.A•R) N A P 83) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW .(SOA-?,) N A P 84) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -R) N A P 85) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -L) N A P 86) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -R) N A P 87) DL +0.75LL +COLL +0.45WL3 (SOA -L) N A P 88) DL +0.75LL +COLL +0.45WL3 (SOA -R) N _A P 89) DL +0.75LL +COLL +0.45WL4 (SOA -L) N _A P 90) DL +0.75LL +COLL +0.45WL4 (SOA -R) N _A P 91) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L) N _A P 92) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R) N _A P 93) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L) N _A P 94) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R) N A P 95) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L) N A P 96) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R) N .A P 97) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L) N A P 98) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R) N .A P 99) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -L) N _A P 100) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -R) N .A P 59 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R4Frame Design Program - Version V5.01 Job : 76438A Continue Load Comb Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Load Combination 101) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -L) 102) DL +0.75LL +COLL +0.45LWL2 +0.145RBDWLW (SOA -R) 103) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -L) 104) DL +0.75LL +COLI•..+0.45LWL3 +0.45RBDWLW (SOA -R) 105) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -L) 106) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -R) 107) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -L) 108) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -R) 109) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -L) 110) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -R) 111) LL 112) 0.6WL1 113) 0.6WL2 114) 0.6LWL1 115) 0.6LWL2 116) 0.6LWL3 117) 0.6LWL4 118) 0.6WL3 119) 0.6WL4 120) 1.3053DL +EQ 121) 1.3053DL -EQ 122) 0.7947DL +EQ 123) 0.7947DL -EQ 124) 1.3053DL +1.3053COLL +EQ 125) 1.3053DL +1.3053COLL -EQ N A P N A P N A P N A P N A P N A P N A P N A P N C R P N C R P D D D D D D D D D D E D E D E D E D E D E 60 02/17/2015 ,, Star Building Systems, OKC, OK User: fgrambau RYFrame Design Program --Version V5.01 Job .: 76438A Continue Load Comb Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load EQ = Lateral -Seismic -Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Longit. Seismic WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load RBUPLW= Upward Acting Rod Brace Load from Longitud. Wind LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load RBDWLW= Downward Acting Rod Brace Load from Longit. Wind RBDW.EQ= Downward Acting Rod Brace Load from Long. Seismic Combination Descriptions N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strengh Design Combination - ASD10 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations 61 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R=.Frame Design Program - Version V5.01 Job : 76438A User Load Report File: frame_2.fra Date: 2/11/15 cs -------------------------------------------------------------------------------- 40./18./37.057 20:/110./0. Start Time: 17:46:09 - * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.8000 0.0000 0.000 2 LC EQDW GLOB M C -.18-.•000 0.8000 0.0000 0.000 3 LC RBDWLW GLOB Y C 18.000 -1.8720 0.0000 0.91^ 4 LC RBUPLW GLOB Y C 0.010 1.8720 0.0000 0.917 5 LC RBUPLW GLOB L C 0.010 3.1210 0.0000 0.000 6 RC RBUPLW GLOB Y C 0.010 1.8720 0.0000 -0.917 7 RC RBUPLW GLOB L C 0.010 3.1210 0.0000 0.000 8 RC RBDWLW GLOB Y C 18.000 -1.8720 0.0000 -0.917 9 LC RBDWEQ GLOB Y C 18.000 -0.6980 0.0000 0.917 10 LC RBUPEQ GLOB Y C 0.010 0.6980 0.0000 0.917 11 LC RBUPEQ GLOB L C 0.010 1.1640 0.0000 0.000 12 RC RBUPEQ GLOB Y C 0.010 0.6980 0.0000 -0.917 13 RC RBUPEQ GLOB L C 0.010 1.1640 0.0000 0.000 14 RC RBDWEQ GLOB Y C 18.000 -0.6980 0.0000 -0.917 62 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -,Frame Design Program - Version V5.01 Job : 76438A Load -Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.8000 N/A 0.000 2 LC EQDW GLOB M C 18.900 .. 0.8000 N/A 0.000 3 LC RBDWLW GLOB Y C 18.000 -1.8720 N/A 0.917 4 LC RBUPLW GLOB Y C 0.010 1.8720 N/A 0.917 5 LC RBUPLW GLOB L C 0.010 3.1210 N/A 0.000 6 RC RBUPLW GLOB Y C 0.010 1.8720 N/A -0.917 7 RC RBUPLW GLOB L C 0.010 3.1210 N/A 0.000 8 RC RBDWLW GLOB Y C 18.000 -1.8720 N/A -0.917 9 LC RBDWEQ GLOB Y C 18.000 -0.6980 N/A 0.917 10 LC RBUPEQ GLOB Y C 0.010 0.6980 N/A 0.917 11 LC RBUPEQ GLOB L C 0.010 1.1640 N/A 0.000 12 RC RBUPEQ GLOB Y C 0.010 0.6980 N/A -0.917 13 RC RBUPEQ GLOB L C 0.010 1.1640 N/A 0.000 14 RC RBDWEQ GLOB Y C 18.000 -0..6980 N/A -0.917 15 LR DL XREF Y U 0.000 -0.0945 N/A 0.000 16 RR DL XREF Y U 0.000 -0.0945 N/A 0.000 17 LC SW GLOB Y U 0.000 -0.0174 N/A 0.000 18 LR SW GLOB Y U 0.000 -0.0155 N/A 0.000 19 RC SW GLOB Y U 0.000 -0.0174 N/A 0.000 20 RR SW GLOB Y U 0.000 -0.0155 N/A 0.000 21 LR LL XREF Y U 0.000 -0.4447 N/A 0.000 22 -RR LL XREF Y U 0.000 -0.4447 N/A 0.000 23 LR COLL XREF Y U 0.000 -0.0185 N/A 0.000 24 RR COLL XREF Y U 0.000 -0.0185 N/A 0.000 25 LR SNOW XREF Y U 0.000 0.0000 N/A 0.000 26 RR SNOW XREF Y U 0.000 0.0000 N/A 0.000 27 LC WL1 MEMB Y U 0.000 -0.1893 N/A 0.000 28 RC WL1 MEMB Y U 0.000 0.4045 N/A 0.000 29 LR _ WL1 MEMB Y U 0.000 0.7488 N/A 0.000 30. RR WL1 MEMB Y U 0.000 0.4734 N/A 0.000 33. LC WL2 MEMB Y U 0.000 -0.4992 N/A 0.000 32 RC WL2 MEMB Y U 0.000 0.0947 N/A O.00D 33 LR WL2 MEMB Y U 0.000 0.4389 N/A 0.000 34 RR WL2 MEMB Y U 0.000 0.1635 N/A 0.000 35 LC LWL1 MEMB Y U 0.000 0.5422 N/A 0.000 36 RC LWL1 MEMB Y U 0.000 0.5422 N/A 0.000 37 LR LWL1 MEMB Y U 0.000 0.7488 N/A 0.000 38 RR LWL1 MEMB Y U 0.000 0.4734 N/A 0.000 39 LC LWL2 MEMB Y U 0.000 0.5422 N/A 0.000 40 RC LWL2 MEMB Y U 0.000 0.5422 N/A 0.000 41 LR LWL2 MEMB Y U 0.000 0.4734 N/A 0.000 42 RR LWL2 MEMB Y U 0.000 0.7488 N/A 0.000 43 LC LWL3 MEMB Y U 0.000 0.2324 N/A 0.000 44 RC LWL3 MEMB Y U 0.000 0.2324 N/A 0.000 45 LR LWL3 MEMB Y U 0.000 0.4389 N/A 0.000 46 RR LWL3 MEMB Y U 0.000 0.1635 N/A 0.000 47 LC LWL4 MEMB Y U 0.000 0.2324 N/A 0.000 48 RC LWL4 MEMB Y U 0.000 0.2324 N/A 0.000 49 LR LWL4 MEMB Y U 0.000 0.1635 N/A 0.000 50 RR LWL4 MEMB Y U 0.000 0.4389 N/A 0.000 63 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Load Report File: frame_2.fra Date: 2/11/15 cs -------------------------------------------------------------------------------- 40./18./37.057 20./110./0. Start Time: 17:46:09 51 LC WL3 MEMB Y U 0.000 0.4045 N/A 0.000 52 RC WL3 MEMB Y U 0.000 -0.1893 N/A 0.000 53 LR WL3 MEMB Y U 0.000 0.4734 N/A 0.000 54 RR WL3 MEMB Y U 0.000 0.7488 N/A O.00C 55 LC WL4 MEMB Y U 0.000 0.0947 N/A 0.000 56 RC WL4 MEMB Y U 0.000 -0.4992 N/A 0.000 57 LR WL4 MEMB Y U 0.000 0.1635 -..F/•A . O.000 58 RR' WL4 MEMB Y U 0.000 0.4389 N/A 0.000 t. 64 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -•Frame Design Program - Version V5.01 Job : 76438A Seismic Summary Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Seismic Force Resisting System Per ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 59.7000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 26.0000 Long -period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type .................................................. . D Seismic Site Coefficient [Fa] ...................................... 1.3224 Seismic Site Coefficient [Fv]...................................... 1.8800 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 0.7895 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) ..... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) •...... 0.3259 Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 18.8333 Seismic Fundamental Period [T] Used (seconds) ...................... 0.2932 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L -rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 5.4000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.1504 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 1.588 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.005 Theta Max [.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load = 5.435 Wall Weight = 0.000 Collateral Load = 0.741 Snow Load = 0.000 Rafter Crane Weight = --------------7---------------------- 0.000 Total Roof Weight = 6.176 kips User Mass Load (1) = 1.600 ------------------------------------- Total User Mass = 1.600 kips 65 02/17/2015 Total Roof Weight = 6.176 Total User Mass = 1.600 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 7.776 kips X in TOTAL = X Seismic Coeff. = 0.1504 BASE SHEAR = 1.1694 kips Seismic Load for Roof at col # 1 = 0.4619 kips Seismic --------------------------------------------------- Load for Roof at col # 2 = 0.4619 kips SEISMIC LOAD for Roof in TOTAL = 0.9237 kips Seismic Ld for Mass # 1 @ col # 1 = 0.1228 kips Seismic --------------------------------------------------- Ld for Mass # 1 @ col # 2 = 0.1228 kips SEISMIC LOAD for Mass in TOTAL = 0.2456 kips 66 02/17/2015 Star Building. Systems, OKC, OK User: fgram R -Frame Design Program - Version V5.01 Job : 76438A Continued Seismic Load Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE NO. 0.000- 0.1228 N/A 0.000 0.4619 N/A -59 .LC- EQ YREF X C 16.764 60 LC EQ YREF X C 18.000 61 RC EQ YREF X C 16.764 62 RC EQ YREF X C 18.000 INTENSITY LENGTH START END 0.4619 N/A 0.000- 0.1228 N/A 0.000 0.4619 N/A 0.000 0.1228 N/A 0.000 67 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R;Frame Design Program - Version V5.01 Job : 76438A Forces and Allowable Stresses Summary File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 --------------------------------------------------.------------------------------ Left Column Analysis Length = 16.77 ft Kx = 1.00 Weight = 291. lbs Effective Ix = 224.8 in4 Part Length Web Height at Outer Flange Web Inner Flange --aper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 -•9.000 14.570 5.00x 0.2500 0.1340 S.00x 0.2500 2.66 55:0 2 -------------------------------------------------------------------------------- 6.16 14.570 18.000 5.00x 0.2500 0.2500 5.00x 0.2500 2.66 55.0 Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- ------ -- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load -------------------------------------------------------------------------------- (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 110 8.2 34.9 3.1 32.9 32.5 37.0 6.7 0.15 0.59 0.52 0.59 51 205 -------------------------------------------------------------------------------- 8.3 42.7 2.8 35.0 35.9 31.4 17.3 0.03 0.49 0.58 0.58 51 Left Rafter Analysis Length = 18.59 ft Kx = 1.00 Weight = 290. lbs Effective Ix = 196.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) -angle (ksi) 3 7.94 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 4 -------------------------------------------------------------------------------- 10.00 15.500 15.500 5.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0 Point ---Actual Forces---- --Allowable Stresses-- -------Unity Cheeks ------ -- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load -------------------------------------------------------------------------------- (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 301 -4.1 -44.6 9.9 20.5 37.2 32.4 5.9 0.79 0.61 0.70 0.79 1 409 -------------------------------------------------------------------------------- -3.3 42.2 0.5 11.5 32.4 31.4 5.9 0.04 0.67 0.69 0.69 2 Right Column Analysis Length = 16.77 ft Kx = 1.00 Weight = 291. lbs Effe%:tive I;;' = 224.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) tingle (ksi) 5 10.00 9.000 14.570 5.00x 0.2500 0.1340 5.00x 0.2500 2.66 55.0 6 ------------------------------------------------------------------------------ 6.16 14.570 18.000 5.00x 0.2500 0.2500 5.00x 0.2500 2.66 55.0 Point ---Actual Forces---- --Allowable Stresses-- -------Unity Cheeks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) -------------------------------------------------------------------------- (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 510 8.2 34.9 3.1 32.9 32.5 37.0 6.7 0.15 0.59 0.52 0.59 63 605 8.3 ------------------------------------------------------------------------- 42.7 2.8 35.0 35.9 31.4 17.3 0.03 0.49 0.58 0.58 63 68 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Forces and Allowable Stresses Summary File: frame_2.fra Date:' 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 18.59 ft Kx =-1.00 Weight = 290. lbs Effective Ix = 196.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 7 7.94 15.500 -15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 - 8 -------------------------------------------------------------------------------- 10.00 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load -------------------------------------------------------------------------------- (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb 701 -4.1 -44.6 9.9 20.5 37.2 32.4 5.9 0.79 0.61 0.70 0.79 2 809 -------------------------------------------------------------------------------- -3.3 42.2 0.5 11.5 32.4 31.4 5.9 0.04 0.67 0.69 0.69 1 TOTAL MEMBER WEIGHT = 1161. lbs 69 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Anchor Rod and Base Plate Design File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 --------------------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- C.750 -in. Dia..A36.•Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 2.5000 Plate Size : 6.00OOx 9.5000x 0.3750 in. (WidthxDepthxThickness), Controlling Reactions for Anchor Rod Design >> Shear Tension Allowable Load Check Loading Type (kips) ----------------------------------------------------------------- (kips) (kips) No. Ratio Rod Tension 0.000 8.123 38.436 63 0.21 Rod Shear 4.710 0.000 23.061 65 0.20 Standard Base Plate Welding » (Using E70 Electrodes) Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location ------------=-----------------------7----------------------------- (in.) (in.) (kips) (kips) No. Ratio Inner Flg 0.25000 5.000 18.562 3.981 2 0.21 Outer Flg 0.25000 5.000 '18.562 2.934 57 0.16 Web Plate 0.18750 9.000 25.058 5.003 63 0.20 70 02/17/2015 Star Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Connection Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Vertical Knee Connection Q Left Rafter and Right Rafter Depth 1 -----------------------------------=-------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 5.00 x 0.2500 in. in. I.S. - 4.75 x 0.2500 in. Web Depth - 15.554 in. Web Thickness 0.250 in. Gage - 3.000 in. Center of Bolt to Flange:-- in. Pf top (out) - 1.917 in. BFCD top (out) - 1..750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.832 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.751 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.999 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 1.999 in. Bolt Spacing - 3.000 in. Controlling Mode : Thick Plate Angle top - 85.2 degrees Angle bot - 90.0 degrees Controlling Load Combinations: ----------------------------- 78) DL +0.75LL +COLL +0.45WL2 63) 0.6DL +0.6WL3 (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 15.554 in. Web Thickness 0.134 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out) - 1.833 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.916 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.792 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.957 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. XBI bot (ins) - 1.9.99 in. Bolt Spacing - 3.000 in.. Controlling Mode Thick Plate Angle top - 94.8 degrees Angle bot - 85.2 degrees Left Side Frame Right Side Frame Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -5.03 -2.80 4.13 -45.17 -2.61 7.48 -1.32 2.53 -3.25 46.97 2.29 -7.43 6545 Plate Unity Check (O.S.) = 0.65,q:5 7263 Plate Unity Check (I.S.) = 0.7263 71 02/17/2015 Star.�Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : 76438A Connection Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter and Right Rafter Depth 3 -------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Weld (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Size Left Side of Conn Data:' ----------------------- Capacity Right Side of Conn Data: L•Dad Check Plate: 6.00 x 0.5000 in. (in.) ------------------------ Plate: 6.00 x 0.5000 in. No. Ratio Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi 10.0000 Fu 65.0 ksi 1 0.7472 72 Flanges: Flanges: 02/17/2015 O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 15.554 in. Web Depth - 15.554 -n. Web Thickness 0.134 in. Web Thickness 0.134 in. Gage - .3.000 in. Gage - 3.000 in. Center of Bolt to Flange: .••C3nter of Bolt to Flange: Pf top (out) - 1.792 in. Pf top (out) - 1.792 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. Rise top (out) - 0.117 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.957 in. Pf top (ins) - 1.957 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 an. Rise top (ins) - 0.117 in. Rise top (ins) - 0.117 an. XTI top (ins) - 1.999 in. XTI top (ins) - 1.999 in. Pf bot (out) - 1.833 in. Pf bot (out) - 1.833 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.875 in. XBO bot (out) - 1.875 in. Pf bot (ins) - 1.916 in. Pf bot (ins) - 1.916 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 _n. Rise bot (ins) - 0.117 in. Rise bot (ins) - 0.117 =n. XBI bot (ins) - 1.874 in. XBI bot (ins) - 1.874 =n. _ Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 =n. Angle top - 85.2 degrees Angle top - 85.2 degrees Angle bot - 94.8 degrees Angle bot - 94.8 degrees Left Side Frame Right S_de Frame Controlling Moments Axial Shear Moments Ax_al Shear Load Combinations: ----------------------------- (k -ft) ------------------------------------------------- (kips) (kips) (k -ft) (kips) (kips) 51) 0.6DL +0.6WLI. (SOA -L) -20.66 2.95 -0.62 -20.66 2.95 0.62 1) DL +LL +COLL (SOA -L) 42.27 -3.28 0.07 42.27 -3.28 -0.07 Connection Design Summary: Bolt Unity Check (O.S.) = 0.3390 Plate Unity Check (O.S.) = 0.3390 Bolt Unity Check (I.S.) = 0.6018 Plate Unity Check (I.S.) = 0.6018 Required Connection Plate Welding >> (Using E70 Electrodes) Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force L•Dad Check Weld Location Type ------------------------------------------------------------------------------ (in.) (in.) (kips) (kips) No. Ratio Left Side of Conn Inner Fig Fillet -BS 0.1875 10.0000 41.7635 31.2040 1 0.7472 72 02/17/2015 Outer Flg Fillet -BS 0.1875 10.0000 41.7635 16.4959 51 0.3950 Web Plate Fillet -BS 0.1875 31.1075 86.6104 2.6601 55-0.0307 Right.Side of Conn. Inner.Flg Fillet -BS 0.1875 10.0000 41.7635 31.2040 1 0.7472 Outer Flg Fillet -BS 0.1875 10.0000 41.7635 16.4959 5.1 0.3950 Web Plate Fillet -BS ------------------------------------------------------------------------------ 0.1875 31.1075 86.6104 2.6601 55 0.0307 NS - Near side weld, FS - Far side weld, BS - Both sides weld. 73 02/17/2015 Star..Building Systems, OKC, OK User: fgrambau R:Frame Design Program - Version V5.01 Job : 76438A Knee and Stiffener Report File: frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- Left and Right Knee Design Knee Web Thickness Use 0.2500 in. Thick Web Bearing Stiffener Type Horizontal Bearing Stiffener at Knee 2.2500 X 0.2500 in. Column Cap Plate 5.0000 X 0.2500 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap -Plate: 0.2500 in. x 18.062 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (3TD. WELD) Horizontal Stiffener: 0.2500 in. x 18.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 14.054 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 14.054 in. GMAW on FAR Side CSTD. WELD) Column Connection Pl.: 0.18,75 in. x 15.554•in. GMAW on BOTH Sides CSTD. WELD) Knee Stiffener to Connection Plate Weld 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (ETD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. 74 02/17/2015 Star.Building Systems, OKC, OK User: fgrambau R -Frame Design Program - Version V5.01 Job : .76438A Flange Brace Report File: frame_2.fra Dater 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -----------------------------------------------------------------------•--------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 7'4 @ FLOOR 1 @ 7'4 @ FLOOR 1 @ 5'3 1 @ 5'3 1 @ 515 @ EAVE 1 @ 515 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 4'4-3/8" @ EAVE 2 @ 4'4-3/8" @ EAVE 2 @ 510 2 @ 5'0 1 @ 1'3-1/4" @ PEAK 1 @ 1'3-1/4" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F. from right steel line - EXT. COLUMNS Measured along T.F. from base LFT COLUMN 7.33 12.58 (C) (M) LFT RAFTER 4.38 8.76 13.78 18.79 (C) (C) (N) (C) RGT COLUMN 7.33 12.58 (C) (M) RGT RAFTER 4.38 8.76 13.78 18.79 " (C) (C) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point "M" Indicates that One 2"x2"x1/p" flange brace is located at the brace point ----------------------------------------------------------------------------------- 75 02/17/2015 Star»Building Systems, OKC, OK User: fgrambau R,Frame Dejsign Program - Version V5.01 Job : 76438A Primary Deflection Report File:•frame_2.fra Date: 2/11/15 cs 40./18./37.057 20./110./0. Start Time: 17:46:09 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (.Inches) PEAK DEFLECTIONS (Positive = Y:Upward) -------------------- Y-Def Pos. Max 0.646 in. Load Comb 118 Defl. L/690 -------------------- Neg. Max -1.451 in. Load Comb 2 Defl. L/307 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 120 3.0 121 3.0 122 3.0 123 3.0 124 3.0 125 3.0 Vertical Clearance at the Left Knee is 16.1631 feet Vertical Clearance at the Right Knee is 16.1631 feet 76 02/17/2015 Ext. Left Col Ext Right Col X -Def Y -Def X -Def Y -Def ------------------------------------------------------------------------•------ Pos. Max 1.536 0.030 1.665 0.030 Load Comb 122 118 124 112 Defl. H/130 H/120 ------------------------------------------------------------------------------ Neg. Max -1.665 -0.027 -1.536 -0.027 Load Comb 125 77 123 89 Defl. H/120 H/130 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) Max. Downward Deflection Max. Upward Deflection ------------------------------------------------------------------------------ Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. Max. Def -1.451 in. 20.00 ft. 0.663 in. 17.62 ft. Load Comb 1 118 Defl. L/307 L/672 PEAK DEFLECTIONS (Positive = Y:Upward) -------------------- Y-Def Pos. Max 0.646 in. Load Comb 118 Defl. L/690 -------------------- Neg. Max -1.451 in. Load Comb 2 Defl. L/307 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 120 3.0 121 3.0 122 3.0 123 3.0 124 3.0 125 3.0 Vertical Clearance at the Left Knee is 16.1631 feet Vertical Clearance at the Right Knee is 16.1631 feet 76 02/17/2015 E 1-1 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB N6,1660-0008 National Flood Insurance Program Important: Read the instructions on pages 179. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE':GOMPANY USE Al. Building Owners Name Terrell Strom Polley Number ; 4 A2. Building Street Address (including Apt., Unit, Suite, -and/or Bldg. No.) or P.O. Route and Box No. Company NAIL Number a 1000 Haselbush Lane s k r a City Biggs State CA ZIP Code 95917 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description; etc.) 1000 Haselbush Lane, Biggs Ca A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Metal Shop A5. Latitude/Longitude: Lat. 39.44515 Long. -121.64308 Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number N/A A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within, 1.0 foot above adjacent grade N/A within 1.0 foot abo%e adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood qpenings? ❑ Yes Z No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMA-ION B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County 060017 Butte County California B4. Map/Panel Number . B5. Suffix B6. FIRM Indeic Date B7. FIRM Panel B8. Flooc B9. Base Flood Elevation(s) (Zone 060017 0960 E 06/08/1998 Effective/Revised Date Zone(s) AO, use base flood depth) 01/06/2011 A 110.0' B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ® Other/Source: FEMA Simplified Method B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings' ❑ Building Under Construction' ❑ Finished Constru "n `A new Elevation Certificate will be required when construction of the building is complete. j C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A3C, AR/AH, AR/AO. Complete It s C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. aQ c-) } LU Benchmark Utilized: DL9226 Vertical Datum: NAVD 88 Z IzU z ED OZ Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ® NAVD 1985 ❑ Other/Source: 2 U-< a Datum used for building elevations must be the same as that used for the BFE. O Q- J Check the measurement us� a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 1 a L ❑ feet ❑ meter p WO Q b) Top of the next higher floor N/A. ❑ feet ❑ meters � WQ () s c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑ feet ❑ met e�,p d) Attached garage (top of slab) N/A. ❑ feet ❑ meted" 0 O I, 0 U J e) Lowest elevation of machinery or equipment servicing the building NIA. ❑ feet ❑ meters ur (Describe type of equipment and location in Comments) J 0 Lowest adjacent (finished) grade next to building (LAG) 118.90 ® feet ❑ meters* m v g) Highest adjacent (finished) grade next to building (HAG) 118.93 Z feet ❑ meter h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support N/A. ❑ feet ❑ meterQ n O SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certifw elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data availa5le. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ❑ Yes ® Nb Certifiers Name Monte Johnson License Number RCE 69021 Title Owner Company Name Equa Engineering Address 1402 D Street City Marysville State CA ZIP Code 95901 Signature Date 7-1-15 Telephone 530-632-6605 No. C, 6N,121 C bz- r CCRAA c......, noc n '3'3 1-71,11)% Cao rawarec cirla fnr rnntiniintinn RPnlaces all Drevious editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY,USE...i Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 1000 Haselbush Lane City Biggs State CA ZIP Code 95917 Company NALC Number ,t SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments The site is located in an A zone where the BFE is undertirmend so we looked at the lowest levee elevation on the flood boundary as the elevation of the building BFE. This elevation was on the west side which was 110' and the site is 118.9' well above the top of levee elevation and the elevation of the levee and boundary to the east is 11 5'which is still below the pad elevation. Signature Date 7-1-15 SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B. and E for Zone A (without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8-G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community-issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G10) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. r r=oan r— naa_n_zz f711')N Replaces all previous editions. , _M ! � i r' I ,r� i �' I z1' r at `R . ' '. �. ;-w� ' m; t t4 R,­11 > ._„ I „ P i} l l f l-: . t r 5 v icy ' . M r i` 'M.1` w I I r'1 �-_ ) x _711.,.-�- J a Y 1i %12�-- ti'; . , .. . z " . � . . I . 6'.' , . . � - .. . , . .. I . - E; . . .: .: : I , , . - . !4 .". ... � .. i: iv. ! ice�', .,.i r rR tx t�� frs 4 } - - r Y 'a. >��`... 6 S;k h 7 Y- i k�eek�k i 'j"'..' 1.. r r-+� �� .� 1 w v i>+ ,� _ t - E `` t.)`_ . f ♦ 1x1c 'a �(t t��P A i b .� ! ' Uy ,ria. c.;-'- < � `;,;J F . ._ A k±�l>•r' ft1' t E' x - tt �., a H 0 s x.. ' '< o �-f„y,_,`^' '� -<.,ai �t 4 _ i , v. 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Is, -`h�.r.;r..! . 1 . .. .:t`if"::r'' N3 , �(, t } ;, .;: . °� ....:.; �: �dj .:i ; S.r �4 �Y'?.x 'nr..l- „"'.�+:.- r'Y IFZ WV73, 1: Qw; Yr W-*iE '0 1A uk Ar. :34 . . . ..... ....... aD ar zil uk Ar. :34 . . . ..... ....... aD ar r, EQUA ENGINEERING RCE69021 November 17, 2015 Bill Rodgers Interwest 1613 Santa Clara Drive Roseville, CA 95661 Subject: Interwest Job # 2015 03053 County Job # B 15-1716 Dear Bill: We have addressed your comments as follows: S 1.A,B&C: A note was added to clearly specify the special inspections required in the bottom left corner of the plans S2.: The soils reconnaissance provides the bearing capacity and genial information about the site for design purposes. The report was re -attached with the bearing capacity added. The bearing capacity was also added to the plan sheet. S3.: The top bars for F2 and F3 footings were added to the plan sheet. Fl.: The base flood elevation and ground elevation was added to the plan sheet. F2.: A note was added in bold that a finish flood elevation certificate is required before final building approval. If you have any comments or concerns, please call me at 530-632-6605 Sincerely, Monte Johnson RCE 69021 1402 D Street • MARYSVILLE, CA 95901 • PHONE (530) 632-6605 /FAX (-30) 742-1331 BUTTE COUNTY - Contract Building Services - Transmittal Permit Number: B15-1716 Type: Miscellaneous Description: Ag Bldg in Flood (2400) Application Date: 7/13/2015 SubType: Agricultural 3uildings Address: 1000 Haselbusch Lane Acres: 43.83 APN: 025-280-011 Flood Zone:A 0067CO960 E Map # Location: Biggs, CA 95917 Fire: LR 387494959.47 Map Index # Expansive Soils YES IF CKD ❑ 'Verify square footage Elevation' •: -Verify appropriate snow load, wind exposure & topography factor for this elevation, using Google Earth orsimilar. Zoning: Ag -4C Plan Check Fee: $ 905.20 3rd Party Plan Check Fee Payable: $ 362.08 1 Structural Review @ 40% Includes initial plan check, and 1st and 2nd Rechecks Work Date Assigned to: F—inter—west-1 Assignment Days Due Date Assigned: Monday, December 07, 2015 Initial Plan Check 5 Monday, December 14, 2015 Date Shipped: Friday, December 04, 2015 Due back to DDS Date Rec'd Est.: Monday, December 07, 2015 Draft plan check letters shall be submitted to County using Contractor's letterhead County shall advise Contractor of any revisions needed to the plan check comment letter County shall return to Contractor a County reviewed/approved comment letter with contact informatior for Contractor to send directly to applicant/designer and County via email Contractor shall communicate directly with applicants/designer during initial plan check and subsequent plan rechecks. TRANSMITTAL ITEMS Number Number Application Site Plan Foundation Plan Floor Plan Building Plans (architectural, MPE) Metal Building Plans Truss Calcs Structural Calcs Metal Building Structural Calcs _ Energy Calcs _ Green Building Calcs/Forms _ Accessibility Workshee: _ Flood Elevation Certificate _ Substantial Improvement Worksheet 1 Geo Technical Report 1 RESPONSE LTR 1 REVISED "Sl" PLANS PAGE APPLICANT CONTACT INFO NAME Jeremy Justeson �n r Cm ADDRESS 748 Cowee Ave., Gridley, CA 95948 PHONE 530.868.5658 530.682.9930 j EMAIL jfarrar@dieital.net cin EQUA ENGINEERING November 17, 2015 Bill Rodgers Interwest 1613 Santa Clara Drive Roseville, CA 95661 Subject: Dear Bill: Interwest Job # 2015 03053 County Job # B15-1716 We have addressed your comments as follows: BUTTE C'OUNTY NOV 24 2015 DEVELOPMENT SERVICES RCE 69021 S1.A,B&C: A note was added to clearly specify the special inspections required in the bottom left corner of the plans S2.: The soils reconnaissance provides the bearing capacity and general information about the site for design purposes. The report was re -attached with the bearing capacity added. The bearing capacity was also added to the plan sheet. S3.: The top bars for F2 and F3 footings were added to the plan sheet. F 1.: The base flood elevation and ground elevation was added to the plan sheet. F2.: A note was added in bold that a finish flood elevation certificate is required before final building approval. If you have any comments or concerns, please call me at 530-632-6605 Sincerely, Monte Johnson RCE 69021 qkl-� --- 1402 D Street • MARYSVILLE, CA 95901 • PHONE (530) 632-6605 / FAX (53D) 742-1331 Department of Develop-ment Sex -vices B uffding division 7 County-Ccaftr Mve Oroville, CA 95965 (530)53.8-7541 (530)-538-2190FAX SPECLAL .. INSPECTION NOTE For Building permit#. 1613-.-1916 - A .0 - - --------Assessor's Pared 75-.7 6C>* - Vk7 Structural Tests &. SpWial'Inspections - 2013, California Ruilding to the inspecti Code Chapter '7'- In addition ons 'required by Division A Section 110, the owner or the Professional - acting as the owner's agent SMH ' Re-gWered Design provide in§pwtions ' employ one or more speci*al inspectors Wh shall during construction on the types of work listed Under S.Wo", 1. - I special ksP000r shall be a - quaMed .person who shall demon ate 00 7014. II -e satisfaction of the building Offloilk for inspection of the particular 94vtmces to the VMS= requiring s type Of oonstrucdou or special inspecti-OlL D vfies and Respongbilifies. I. . . of, th-e-Special Inspeetok.- staff obscure the w&&a=j&*W for cMfi0=anoewi&tbcqpvved dmIM &Mq08S and 2� rv0C0r"fMMUbv0WM0An dbmpmcks "f* MOM to too bdkUng offieW fad tk a�e� or a*hkhreu& t0ow hmofflato auetwon offt C0Uftadffea of �f0rMr0Cd0n. GeV, if mmu=to4tothopnVw&sipauMotRyWto&obOdi4gofficiaL 3. IU VftW huPdw SbaH submit a find-jfgwd rCPM to the Butte COMWN�Hft DYWOn -st8ft who&= the workroqukingspeadbq*ctionVAUt'othotigofhisorbwimowl6dM wd Wdfic4dois wdft qpfic" *vvI*M,0fft co&. 1n. owfomanft V'& thO aPPrOftd plans 4. The SPM[d bVOOW "advio thmpowaoW do Baft C*uWy 13WUft saop"tq him DIvWw-0tboorhm 80 bVDWM MMt 01hoft Ma&by the Bum CMWBWkft AWdompia DIVISIOM R*CW bV0WMfi= nu& a8wpwmIt hmwo 4aU be BVpvved-by tho BWO County Dhisim pdwto #*now fimpaMmka MW finpocdom -S'oeW fiUP6c&0wMfn&ddAImto thcnVdwkV0W0ns pwftmm od-bytM BucotmWg.9 vision.on. Ommty bVOWM qpavafabd slem offitmt to bo emshmod as auMmkofion which obmars. covm 0r0&ftvd"ptv0nft q Pmpw=W hnpwflon. WMk S'Pecial rnspe�eqio 13 ROinf0foed n is mqtdrM.--far the following items. - Concrete OMLng oft -A V-daaeos, Pl---'--t -fWambg e4d placing.pf El struottw MMMY Strength Bolting Welding 13 DoltshistaHed ` Cc)jQteto In 0 Other, Name of speow- hapec -on ConwMY. FazN01 'M401"A Gn.�p N i s V��Lk-p p -�I UA-(-I.r-I U* rt ort4 9 rCICj::0Y-21 C57T c>;:?- C -(j MrLu--,- 9 r9 (EZ- I A- L w5pa-e-Tb YL P 12-oV A Y hi.V I S AGRICULTURAL BUILDINGS BONDING OF EQUIPOTENTIAL PLANES COMPLY WITH CALIFORNIA ELECTR/CAL CODE- ARTICLE 547 REQUIREMENTS FOR GROUNDING AND BONDING. BONDING OF EQUIPOTENTIAL - o PLANE tall BAE LIATION MOTE AWT EFFECTS OF AN EQUIPMENTIAL PURE: IF THE FIDDR IS AT THE SAME POTENTIAL AS THE CDN DtCJ VE EQUIP- COMPLY WITH CAL IFORW i HENT AN MIT STRHA:rWO ACCESSAB E TO TE Mrw START LIVESTOCK BUILDING GROUNDING AND VOLTAGE PIDELPS CAAW EXIST. THU CAN R AaAKISIED ELECTRrCAL CODE- ARTICLE 250 BY PLACING A BOED IETIORX OF MELDED MIRE IESB IN TE FLOOR. IGT ANDpL STANDING O A FLOOR CONTAINING A PWINLY INSTALLED EQUIPOTENTIAL PLATE WILL HAVE ALL REAUIREMEN 1 3 FOR GROUNDING BIBLE CONTACT POINTS AT TCA VERT NEAR TE SAFE POTEIU. and BONDING SEE ADDITIONAL INFORMATION MI CEC ARTICLE 547.10 IF TRETE TS A POSSIBILITY FOR DMUING OUE To A LOCAL ELECTRIUL FAULT SUCH AS ELECTRIC EQRPIEIT LOT BEiIG P T 80UROD, POSTS. GIDE P0515. SWPORT _ {NOR SERID6 CONDITIONS AN ANIMAL NAT B EFT�ECTED NRER IT STEPS ONTO THE EMOTENTIAL PLANE FROM AN AREA BEYOND TAGE .STEEL STS. :PASTS. FEE(E1N NDNAOO'te, M. SOLD BE i CECAgnm2SCam so .: .HE . P�ERI�AGE RMroSDtLDD BE E _ INSTALLED AST THE ENTRANCE OR OOR0.ET Y OF THE EQUIPOTEITM PLANE- (SEE VOLTAGE RAIU DETAIL) - AMU IRON GRATE SM. FOR FLOM DRAINS TO BE BOADED + /s' ' % M By RE51STMM MELDING AT X OR NDRE POINTS FOR EACH CONT. " _ _ . SECTION. - - - -- 9 TIO 011Ir1N is NOT NTTDLOED TO ;rluwTERT 'iRAL DRAMG NOT 10 SCALE AGRICULTURAL BUILDINGS BONDING OF EQUIPOTENTIAL PLANES aCAIMCLE 250 and S47 w CROSS SECMN COMPLY WITH CALIFORNIA ELECTRICAL CODE- ARTICLE 250 REQUIREMENTS FOR GROUNDING SEE ADDITIONAL INFORMATION IN CEC ARTICLE 547.10 and BONDING a COMPLY WITH CALIFORNIA ELECTRICAL CODE- ARTICLE 547 REQUIREMENTS FOR GROUNDING AND BONDING. 6ONDING OF EQUIPOTENTIAL PLANE LIVESTOCK BUILDING GROUNDING AND BONDING I I ve www cowrarsD c-Aw p -sciCr) FF FUM FUM I I 3 F_ F:..= aoae Alt- ���,� ` 45' aae oRouo ro row tww .-• I E.r,I� A _ ' = = V = _ mm of MWL Faw „MDFAIM t3 MIT MUM ,O AL. Yd AWAL. 1 —r) - 1. C c. . ► FO �.• STEFL RxLe aon� ; E ,0 �, ,n To FWT 4 _� DRAWINGS HOT M SMLE ww em. � Rm. me _% W etm Roo .LL esu- - - 7oosrrm TO e3L m emw COUTUAM.COOPOUTIVE�l(aLT E RAW DETAIL AGRM$4 AP Mw"�sei.. OPTiQNAL TBCAFOR BONDING Rrs FARTS FOR CONCRETE FLOOR INSTALLATION ,•, weroemeaos.�ma ' .owa.,u�i