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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 18-00354 - 261 N 1st E - Rexburg storage UnitsStructural Engineers 505 Lindsay Boulevard Idaho Falls, ID 83402 Telephone: (208) 523-6918 Email: gs@gsengineers.net Fax: (208)523-6922 October 7, 2019 # 19205 Mr. Tyler Peterson 686 Tanglewood Dr Rexburg, Idaho 83440 Re: Rexburg Storage 261N1E Rexburg, Idaho Dear Tyler, I have designed the gravity and lateral force resisting systems for the three structures at above referenced location. The design is based upon the 2018 IBC with a 125 psf live load for the upper level storage, 115 mph Ultimate (90 mph Nominal) three second wind gust, exposure C, and a seismic design category D. Enclosed are the calculations supporting the gravity and lateral design for the structures. Also attached are the schedules and "redlined" plans dated 10/7/19. G&S Structural Engineers did not review or design any other aspects of the residence stated above and does not claim responsibility for any other structural items, nor any mechanical, electrical, or architectural features. The structural design is limited to a one time use for the above referenced project and none of the design or portions of the design are to be used or reused on any other projects without the written consent of G&S Structural Engineers. Due to the limited scope that G&S Structural Engineers had in this project, our limit of liability in this project is limited to the fees rendered. Please call if you have any questions or if I can be of further assistance. Sincerely, Enclosures Structural Engineers 505 Lindsay Boulevard Idaho Falls, ID 83402 Telephone: (208) 523-6918 Email: gs@gsengineers.net Fax: (208)523-6922 October 7, 2019 # 19205 Re: Rexburg Storage 261 North 1St East Rexburg, Idaho Shear Wall Schedule BW1 2x4 @ 16" centers stud wall. Provide minimum 5/8" diameter anchor bolts at 6'-0" o.c. with 3x3x1/4 plate washers, minimum 2 bolts per wall or sill plate segment. SW2 2x6 @ 16" centers stud wall with 7/16" OSB wall sheathing (panels oriented horizontal or vertical). Fasten OSB with 8d common nails (or staples per alternate staple schedule) at 6" o.c. at all panel edges (block horizontal joints) and 12" o.c. at intermediate studs. Provide minimum 5/8" diameter anchor bolts at 4'-0" o.c. with 3x3x1/4 plate washers, minimum 2 bolts per wall or sill plate segment. SW2 2x6 @ 16" centers stud wall with 7/16" OSB wall sheathing (panels oriented horizontal or vertical). Fasten OSB with 8d common nails (or staples per alternate staple schedule) at 4" o.c. at all panel edges (block horizontal joints) and 12" o.c. at intermediate studs. Provide minimum 5/8" diameter anchor bolts at 32" o.c. with 3x3x1/4 plate washers, minimum 2 bolts per wall or sill plate segment. SW4 2x6 @ 16" centers stud wall with 7/16" OSB wall sheathing on both sides of the wall (panels oriented horizontal or vertical). Fasten OSB with 8d common nails (or staples per alternate staple schedule) at 6" o.c. at all panel edges (block horizontal joints) and 12" o.c. at intermediate studs. Provide minimum 5/8" diameter anchor bolts at 16" o.c. with 3x3x1/4 plate washers, minimum 2 bolts per wall or sill plate segment. Note: 5/8" diameter x 8" Titian HD concrete screws may be used in lieu of cast it place anchors. Holdown Schedule HD1 Simpson HDU2 with (2) 2x stud column, SB5/8x24 Anchor Bolt with 18" embed. Note: 5/8" diameter threaded rod post installed with Simpson AT -XP with 10" embed may be used in lieu of SB5/8x24. HD2 Simpson HDU8 with (3) 2x stud column, SB7/8x24" Anchor Bolt with 18" embed. HD3 Simpson 2-CS16 with (2) 2x column Wood Header Schedule WH1 (3) 2x8 DF Header with (1) 2x cripple WH2 (2) 2x10 DF Header with (1) 2x cripple WH3 (3) 2x12 DF Header with (2) 2x cripple WH4 (3) 13/"x11 7/8" 2.0E LVL Header with (3) 2x cripple Fasten headers together with 2 rows of 16d nails at 12" on center at each ply. Diaphragms Roof: Provide minimum 5/8" C -D APA Rated Sheathing (Span Rating 40/20) and fasten with 8d common nails (or staples per alternate staple schedule) at 6" o.c. at supported panel edges and 12" o.c. at intermediate supports. Floor: Provide minimum W C -D APA Rated Sheathing (Span Rating 48/24) and fasten with 8d common nails (or staples per alternate staple schedule) at 6" o.c. at supported panel edges and 12" o.c. at intermediate supports. Concrete Footing Schedule CF1 12" wide by 10" deep with (2) #4 CF2 1'-6" wide by 10" deep with (3) #4 STRUCTURAL DESIGN CALCULATIONS FOR THE REXBURG STORAGE Prepared For: Tyler Peterson 686 Tanglewood Dr Rexburg, ID Designed By: Ryan L. Flamm, PE Project # 19205 TABLE OF CONTENTS DESCRIPTION SHEET Design Criteria 1 -5 Lateral Design 6-13 Gravity Design 14-29 Foundation Design 30-36 Reduced 'Redlines' 37-47 �55\ONAL eA-ci GENSF� -15556 kP to- 7 -1? Q ygTE OF VoP���. SNL. FSP Structural Engineers 505 Lindsay Boulevard Idaho Falls, ID 83402 Telephone: (208) 523-6918 Email: gs@gsengineers.net Fax: (208)523-6922 Telephone: (208) 523-6918 Project: Location: Building Code: Design Loads: Roof: Main Level: Foundation Structural Engineers 505 Lindsay Boulevard Idaho Falls, ID 83402 Email: gs@gsengineers.net Fax: (208)523-6922 Rexburg Storage (Project 19205) Rexburg Idaho 2018 International Building Code (IBC) Snow Load (SL): Live Load (LL): Dead Load (DL): Live Load (LL): Dead Load (DL): 35 PSF 20 PSF 20 PSF 125 PSF 15 PSF Assumed soil type: Sandy clay, and/or sandy silt Allowable soil pressure: 1500 PSF (Per IBC Table 1806.2) Design soil pressure: 1500 PSF Wind: Importance Factor: Ultimate Wind Speed Nominal Wind Speed Directionality Exposure Category Enclosure Classification 1.00 115 mph 90 mph 0.85 C Enclosed Seismic: Ss = 36.80% g SDs = 0.369 g S1 = 14.30% g SD1 = 0.221 g Site class D Design Category D Importance Factor: IE = 1.0 Response Modification coefficient: R = 6.5 Sheet 1 G&S Structural Engineers 505 Lindsay Boulevard JOB TITLE Peterson Storage Units Idaho Falls, Idaho JOB NO. "I UZUb SHEET NO. (208) 523-6918 CALCULATED BY RF DATE 9/30/19 CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2018 Occupancy: Occupancy Group = S Storage Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 4.00/12 18.4 deg Building length (L) 86.0 ft Least width (B) 30.0 ft Mean Roof Ht (h) 24.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 125 psf Partitions N/A Partitions N/A Partitions N/A Partitions N/A I G&S Structural Engineers 505 Lindsay Boulevard JOB TITLE Peterson Storage Units Idaho Falls, Idaho JOB NO. "I `JLUb SHEET NO. (208) 523-6918 CALCULATED BY RF _ DATE 9/30/19 15 ft CHECKED BY DATE Wind Loads: ASCE 7- 16 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.941 Kh case 2 0.941 Type of roof Gable V(Z Topographic Factor (Kzt) a Topography Flat/ Speed-up Hill Height (H) 80.0 ft z x(up� Half Hill Length (Lh) 100.0 ft �f '•indmwi J - .,t (dottr�d) Actual H/Lh = 0.80 ` "" H12 Use H/Lh = 0.50 Lh Hl2 H xd Modified Lh = 160.0 ft, From top of crest: x = 50.0 ft Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.50 Ki = 0.000 x/Lh = 0.31 K2 = 0.792 V(2) Z z/Lh = 0.15 K3 = 1.000 Speed-up At Mean Roof Ht: Vizi x(upwind) x(downwind) Kzt = (1+KjKZK3)^2 = 1.00 -'I Gust Effect Factor h = 24.5 ft B = 30.0 ft /z (0.6h) = 15.0 ft Rigid Structure J§ = 0.20 t = 500 ft Zmin = 15 ft C = 0.20 9Q, 9v = 3.4 LZ = 427.1 ft Q = 0.92 IZ = 0.23 G = 0.88 use G = 0.85 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/13>4 then may be flexible and should be investigated. h/B = 0.82 Rigid structure (low rise bldg) G = 0.85 Using rigid structure default Flexible or Dvnamicallv Sensitive Structure 34 ICY (Ill) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 VZ = 97.1 Nj = 0.00 Kn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 rl = 0.000 RL = 28.282 ri = 0.000 gR = 0.000 R = 0.000 Gf = 0.000 h = 24.5 ft G&S Structural Engineers 505 Lindsay Boulevard Idaho Falls, Idaho (208) 523-6918 JOB TITLE Peterson Storaqe Units JOB NO. 19205 CALCULATED BY RF CHECKED BY Wind Loads - MWFRS h:560' (Low-rise Buildings) except for open buildings SHEET NO. DATE U/;Jul l y DATE Kz = Kh (case 1) = 0.94 Edge Strip (a) = 3.0 ft Base pressure (qh) = 27.1 psf End Zone (2a) = 6.0 ft GCpi = +/-0.18 Zone 2 length = 15.0 ft Wind Pressure Coefficients Ultimate Wind Surface Pressures (psf) 1 CASE A -7.3 -17.1 2 CASE B -13.8 -23.6 3 e = 18.4 deg -5.1 -14.9 4 -6.4 -16.1 Surface GCpf w/-GCpi w/+GCpi 15.7 6.0 GCpf w/-GCpi w/+GCpi 1 0.52 0.70 0.34 -8.1 -17.9 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -9.5 -19.2 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 21.4 11.6 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.78 0.96 0.60 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 18.9 9.1 -7.3 -17.1 2 -13.8 -23.6 -13.8 -23.6 3 -7.8 -17.6 -5.1 -14.9 4 -6.4 -16.1 -7.3 -17.1 5 15.7 6.0 6 -3.0 -12.7 1E 26.0 16.3 -8.1 -17.9 2E -24.1 -33.9 -24.1 -33.9 3E -13.4 -23.1 -9.5 -19.2 4E -11.9 -21.6 -8.1 -17.9 5E 21.4 11.6 6E -6.8 -16.5 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (ps Transverse direction (normal to L) Interior Zone: Wall 25.2 psf Roof -6.0 psf ** End Zone: Wall 37.9 psf Roof -10.7 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 18.7 psf End Zone: Wall 28.2 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 19.0 psf (upward) add to windward roof pressure WINDWARD OVERHANG M WIRDWAR.DROOF I� LEEWARD ROOF 1! t l l! 1!! I VERTICAL BI? - ZY_,NE 2 TRANSVERSE ELEVATI0IT WINDWARD Poor LEEWARD ROOF 11 ! 1 1 l I I 1! FT1W til VERTICAL Z _ Ll2 or ZINE 2 x L0ITGTTTJDIITAL ELEVATION 1, G&S Structural Engineers 505 Lindsay Boulevard JOB TITLE Peterson Storaqe Units Idaho Falls, Idaho JOB NO. 1 a2U5 SHEET NO. (208) 523-6918 CALCULATED BY RF DATE 9/30/19 CHECKED BY DATE Seismic Loads: IBC 2018 Risk Category : II Importance Factor (1) : 1.00 Site Class : D Ss (0.2 sec) = 36.80 %g S1 (1.0 sec) = 14.30 %g Fa = 1.506 Fv = 2.314 Sms = 0.554 SDS = 0.369 Sm1 = 0.331 SDI = 0.221 Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 2 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 27.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over -Strength Factor (.Qo) = 2.5 Deflection Amplification Factor (Cd) = 4 SDs = 0.369 SDI = 0.221 Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D Special Seismic Load Effect (Em) = Emh +/- Ev = Qo QE +/- 0.28os D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Building period coef. (CT) = Approx fundamental period (Ta) = User calculated fundamental period (T) = Long Period Transition Period (TL) = Seismic response coef. (Cs) = need not exceed Cs = but not less than Cs = USE Cs = Model & Seismic Response Analysis - Permitted 0.020 CTh," = 0.237 sec x= 0.75 sec Strength Level Forces Design Category = C Design Category = D = 1.3Qe +/- 0.074D QE = horizontal seismic force = 2.5Qe +/- 0.074D D = dead load Cu = 1.48 Tmax = CuTa = 0.350 Use T = 0.237 ASCE7 map = 6 SDSI/R = 0.057 Sd1 I /RT = 0.143 0.044Sdsl = 0.016 0.057 Design Base Shear V = 0.057W - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa = 0.020hsx where hsx is the story height below level x S Project_ Designed By Ca.( u. 611J Project No, —t'7; -/05 - Iv I Date /0-/-/7 rc"bm- O'l - U'OS-) 34- f (" w.' 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Project____ Designed By Project No, Date '7.'50 '1q 04,-C '0 'Ivo ,ill "01)fp— r -I -o6+,'- 11-11 � 'l) I 2►0 u-- m- u. w— /610 ✓/ (f � yOG k,1/ 5'0° 3'©' 'Cm/A P )0 Vkl 77 f- �a 700 G&S StruCtUral Engineers Sheet l �( Project___.______--- Project No. _—I') Z-05- _.® Date_—Io— -1,-( Designed B 1i(ey i�l� �- G&S Structural Engineers Feet � COMPANY PROJECT WoodWorkso Sep. 30, 2019 14:16 Beamt SOFIR'AREEON tVOOD DESIGN Design Check Calculation Sheet Woodworks Sizer 10.0 Loads: LoadType 850 1457 Distribution Pat- Location Ift) Magnitude Unit fv = 83 Capacity tern start End start End 2307 Load( Dead Full UDL fb/FW = 0.72 Anal/Des 320.0 plf Load2 snow Full UDL Support 0.89 560.0 plf self-wei ht Dead Full UDL 1.23 1.23 6.6 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5'-2.5" Unfactored: Dead snow 850 1457 850 1457 Factored: Total 2307 2307 Beating: fv = 83 Capacity 207 2307 Beam 2307 2595 supports 2595 fb/FW = 0.72 Anal/Des 0.03 1.00 Heam 1.00 0.89 Support 0.89 02 Load comb 112 1.23 Length 1.23 1.23 Min req'd 1.23 1.00 Cb 1.00 1.00 Cb min 1.00 1.13 Cb support 1.13 625 Fc sun 625 Header Lumber n -ply, D.Fir-L, No.2, 2x10, 2 -ply (3"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L N0.2 Total length: 5'-2,5% Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desi Value Anal sis/Desi n Shear fv = 83 Fv'n= 207 fv Fv' = 0.40 Bending(+) fb = 809 Fb' = 1124 fb/FW = 0.72 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.16 Total Defl'n 0.05 = <L/999 0.26 = L/240 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt ci to LCI$ Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fib 900 1.15 1.00 1.00 0.987 1.100 1.00 1.00 1.00 1.00 - 2 F.P. 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 E.1 a.O.SB million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: shear LC H2 = D+S, V = 2262, V design = 1533 lbs Bending(+)1 LC p2 = D+S, 14 = 2885 lbs -ft Deflection: LC 42 = D+S (live) LC q2 = D+S (total) D=dead L=live S=snow t4=wind I=impact Lr=roof live L -concentrated E=earthquake 1,11 LC's a e listed in the Analysis output Load combinations: ASCE 7-10 / IHC 2012 CALCULATIONS: Deflection: EI = 158e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, 4, BUILT-UP BEAMS: it is assumed that each ply Is a single continuous member (that Is, no butt joints are present) fastened together securely at Intervals not exceeding 4 times the depth and that each ply Is equally lop -loaded. Where beams are side -loaded, special fastening details may be required. S. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 169 U MEMBER REPORT PASSE Level, Floor: Joist 1 piece(s) 117/8" TJI@ 210 @ 12" OC Overall Length: 30' U 12' `f" li 12, 1, 5'8" 1 u ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2044 @ 12'4" 2145 (3.50") Passed (95%) 1.00 1,0 D + 1.0 L (Adj Spans) Shear (lbs) 951 @ 12' 2 1/4" 1655 Passed (57%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -2346 @ 12'4" 3795 Passed (62%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.153 @ 6' 3/16" 0.299 Passed (L/936) -- 1.0 D + 1.0 L (Alt Spans) Total Load DeFl.(in) 0.172 @ 5' 11 5/8" 0.598 Passed (L/833) 1.0 D + 1.0 L (Alt Spans) TJ -Pro- Rating 62 40 Passed -- Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5'4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 9" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is nailed down. • Additional considerations for the TJ -Pro'" Rating include: None. Supports Total Bearing Length Available Required loads to Supports (Itis) Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 100 695/-54 795/-54 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 279 1764 2043 None 3 - Stud wall - SPF 3,50" 3.50" 3.50" 190 1406 1596 None 4 - Stud wall - DF 5.50" 4.25" 1.75" 30 430/-229 4609 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are Lhird-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ryan Flamm Dead Floor Live Vertical Load Location (Side), Spacing (0.90) (1.00) Comments 1- Uniform (PSF) 0 to 30' 12" 20.0 125.0 Default Commercial Load System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are Lhird-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ryan Flamm GB&S Structural Engineers (208) 523-6918 ryan@gsengineers.net AoSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 10/4/2019 7:01:21 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Peterson Storage Units -Page—l—/=I-- t Page—/=I---t _'� l M11MBER refPORT PASSE® 0 Level, Copy of Floor: Joist 1 piece(s) 11 7/8" TJIO 210 @ 12" OC Overall Length: 24' 4" i, 12' 4" i, 12' 1 u All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2152 @ 12'4" 2145 (3.50") Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 967 @ 12' 2 1/4" 1655 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -2556 @ 12'4" 3795 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.156 @ 6' 7/16" 0.299 Passed (L/920) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.173 @ 5' 113/4" 0.598 1 Passed (L/828) 1.0 D + 1.0 L (Alt Spans) TJ -Pro"" Rating 1 62 1 40 1 Passed • Defection criteria: LL (L/480) and TL (L/290). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 6" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Total Bearing Length Available Required Loads to Supports (Itis) Dead Floor Live Total Accessories 1 -Stud wall - DF 5.50" 4.25" 1.75" 98 700/-77 798/-77 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.53" 297 1856 2153 None 3 - Stud wall - DF 3.50" 2.25" 1.75" 92 672/-82 764/-82 1 1/4" Rim Board • KIM MdrU IS dSS1.1111 LU W1fy 111 I—N IPP11eu U11 -1y au , yVu '..9 LUc 111c...— vcy -'9 -- 0 System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/wGodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ryan Flamm Dead Floor Live Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) Oto 24' 4" 12" 20.0 125.0 Default Commercial Load 0 System : Floor Member Type : Joist Building Use : Commercial Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/wGodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ryan Flamm G&S Structural Engineers (208) 523-6918 ryan@gsengineers.net `I SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 10/4/2019 7:01:24 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Peterson Storage Units 'Page--1-/-1­ 11 Page 1_/-1.. COMPANY PROJECT WoodWorkso .p.30,201916:23 Beam2 SOFIN'ARE FOR IVOOO DESIGN Design Check Calculation Sheet WoodWorks Sizer 10.0 Loads: Load Type Distribution Pat- Location [ft] 19agnitude Unit fv = 168 capacity tern Start End Start End 7168 L-adl Dead Full U 6614 190.0 p1f 10 d2 Live Full UDL support 1.00 1406.0 p1f Self-wei ht Dead Full UDL 2.73 2'73 12.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'-2.7" Unfacto red: Dead Live 030 5704 830 5784 Factored: Total 6614 6614 Bearing: fv = 168 capacity 285 fv Fv' = 0.59 Beam 7168 7168 Supports 6614 6614 Anal/Des 0,15 = L/651 Beam 0.92 0.92 support 1.00 1.00 Load comb 112 #2 Length 2.73 2'73 Min req'd 2.73" 2.73" Cb1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 625 For, su 625 "Minimum bearing length governed by the required width of the supporting member. I FloorBeam LVL n -ply, 1.8E, 2600Fb, 1-314"x11-7/8", 2 -ply (3-1/2"x11-718") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-2.7"; Lateral support: lop= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analvsis vs. Allowable Stress (psi) and Deflection (in) usinu NDS 2012: Additional Data: FACTORS: F/Etpsi)CDCM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'1 2600 1.00 - 1.00 0.965 1.00 - 1.00 1.00 - - 2 Fcp' 750- - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V6432. V design = 4658 lbs Bendingl+): LC 02 = D+L, M = 12864 lbs -ft Deflection: LC #2 = D+L (live) LC 02 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live L -concentrated E=earthquake A11 LCLare listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 440e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed In the database editor. 0. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys, 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 0 Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 168 Fv' = 285 fv Fv' = 0.59 Bending(+) fb = 1877 Eb' = 2512 fb/Fb' = 0.75 Live Defl'n 0,15 = L/651 0.27 = L/360 0.55 TSC Total Defl'n 0.10 = L/535 0.90 = L/240 0.45 Additional Data: FACTORS: F/Etpsi)CDCM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'1 2600 1.00 - 1.00 0.965 1.00 - 1.00 1.00 - - 2 Fcp' 750- - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V6432. V design = 4658 lbs Bendingl+): LC 02 = D+L, M = 12864 lbs -ft Deflection: LC #2 = D+L (live) LC 02 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live L -concentrated E=earthquake A11 LCLare listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 440e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed In the database editor. 0. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys, 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 0 COMPANY PROJECT WoodWorks° Sep. 30,201916:42 Beam3 WI Design Check Calculation Sheet Wood Works Sizer 10.0 Loads: Load Type Distribution Pat- Location [ftt Magnitude Unit fv 102 Bearing: tern Start End Start End fb Loadl Dead Full UDL 3309 Supports 450.0 p11 Load2 Live Full UDL Beam 1.00 430,0 plf Load3 snow Full UDL p3 1.0099 560.0 plf Self-wei ht Dead Full UDL 1.00 Cb 7.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5'-1.1" Unfactored: Dead1165 Live Snow 1094 1425 1165 1094 1425 Factored: Value 3055 Total3055 fv 102 Bearing: 207 3 Capacity fb 3055 Beam3055 1928 3309 Supports 3309 = "/999 Anal/Des L/360 1.00 Beam 1.00 0.92 Support 0.92 0.35 Load comb p3 1.0099 Length 1.09 1.09 Min req'd 1.09 1.00 Cb 1.00 1.00 cb min 1.00 1.08 Cb support 1.08 625 Fc s 625 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.n Header Lumber n -ply, D.Fir-L, No.2, 2x8, 3 -ply (4-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: VAX; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: criterion Anal V' s value Desin Value Anal sis/Desi n Shear fv 102 Fv'= 207 3 Bending)+) fb = 1192 Fb' = 1928 fb/Fb' = 0.80 Live Def1'n 0.05 = "/999 0.17 = L/360 0.27 Total Def1'n 0.09 = L/682 0.25 = L/Z90 0.35 Additional Data: FACTORS: F/E(psi)CD Ch1 Ct CL CF Cfu Cr Cfrt Ci Cn LCa Fv' 180 1.15 1,00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.001.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear: LC 13 = D+.75(L+S), V = 3001, V design = 2221 Its Bending(+): LC 43 = D+.75 (L+S), td = 3751 lbs -ft Deflection: LC 43 = D+,75(L+S) (live) LC 43 = D+.75(L+S) (total) D=dead L=live S=snow t4=wind I=impact Lr=roof live L -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 76e06 lb-in2/ply "Live" deflection = Deflectionfrom all non -dead loads (live, wind, s ow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.n Design Notes: 1. WoodWorks analysts and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify That the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply Is a single continuous member (that is, no butt joints are present) fastened together securely at Intervals not exceeding 4 times the depth and that each ply Is equally lop'loaded. Where beams are side -loaded, special fastening details may be required. S. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Loads: COMPANY PROJECT WoodWorkso Sep. 30, 201916:43 Beam3 I I UDL 728.0 1 UDL 560.0 Design Check Calculation Sheet WoodWorks Sizer 10e Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3'-1.2" U nfactored: Dead Live 9re 032 1130 0 069 red: Fa T-1 2331 2331 acing: poetry 2331 2331 262] Supports Mal/pee Bea, 2E23 Loo o. oo Support Load co;b 0.09 .09 43 H3 1'24 Length "In req'd 1.24 1.24 1.24 1'00 Cb 1.00 1.00 @ nln 1.00 1.1] cb cupporc 1.13 21 625 Header Lumber n -ply, D.Fir-L, No.2, 2x10, 2 -ply (3"x9.1/4") Seppodr. Au - TLnbzr-soft Beam, DYI,-L No.2 Taal ength: s-t.r; Lateral supped: top= at supports, bottom= at supports; 4nalysis vs. Allowable Stress (psi) and Deflection (in) usi Criterion An I,ln Value T -a value Anal sis/Desi n Sheac207 fv/Ev' 0.27 pencil ngl+l fb 474 Eb' 1130 fb/fb' - 0.42 Live Defl'n 0.01 = <L/999 0.10 = L/360 Additional Data: FAC ar: F/Elpsi)CD C1CL CF Cf. C1 L" Fv' 100 1.15 I.00 1C00 1L00 1.00 IC00 Fb'+ 900 I.15 I.00 1.00 0.993 1.100 I.00 1.00 1.00 1.00 - Fcp' 1.6 mtllion I.00 1.00 - - - - 1.00 1.00 - 3 Ervin' 0.50 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC p3 D�.75L�.51. V 2254. V design lO1N lbs Bandin91�1: Lr 13 D�.751Lt 51. tl 1690 lbv-ft Deflection: LCp3 M.751Lr 51 (l tvel LC 13 Dt.751Lr 51 I[utall 0=dead L=11,, 5= v 4: lint I=iepact Lr -roof live Lc=concentrated E=..arthqua Y.e All Lc's a e listed in the Analysts output Load Co-binations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deft ectlon: EI = 150e 06 Ib-ln2/ply ^LSve" -r-d- T-1 on = OLflection fton all n-deatl loads 11 Ive, wind. a o.r_ Total Deflection = 1.50IOead Load peflec[Sonl + LSve Load Def lectlon.n Design Notes: 1. Wood Wes" analysts and design are 61 eccordence WNM the ICC International B'> g Code (IBC 2012), the National Design Speaf atien (NDS 2012), and NOS Dss! n Supp'em L 2. Pease vadfy Ilial the delau'd deflection Emits are appropriate for your app9catim. 3. Sadm kanber belldag members shag be bteragy suppoded ac cordag to the pnodlsbns of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: A is assumed that each pry Is a sIng!cenb ala member (that Is, no butt Iy oWa are present) fastened together at Intervals notexceedng 4 times the depth and that each plyIs eq-gy toploaded. Where beams are akl.[.ded, special fastam'ng detate may be rartuned. 5. FIRE RATING: Joists, .I studs, ant.01-ply membars are not rated for fee endurance. 21 COMPANY PROJECT WoodWorks' Sep. 30, 2019 16:44 Beam3 N0I Design Check Calculation Sheet Wood Works Sizer 10.0 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit fv = 109 Capacity tern Start End Start End 5284 5725 Loa dl Dead Full UDL fb/Fb' = 0.97 Beam1.00 520.0 plf Load2 Live Full UDL Load comb p3 700,0 plf Load3 Snow Full UDL 1.881 ,88 560.0 plf Self-wei ht Dead Full UDL 1.00 Cb support 12.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : T-1.9" Unfacto red: Dead Live Snow 1903 2505 2004 1903 2505 2004 Factored: Total 5289 5284 Hearing: fv = 109 Capacity 207 5284 Beam Supports 5284 5725 5725 Anal/Des = 1179 fb/Fb' = 0.97 Beam1.00 0.06 1.00 Support 0.92 0.92 Load comb p3 43 Length 1.88 I.BI Min req'd 1.881 ,88 Cb 100 1.00 Cb min 1.. 00 1.00 Cb support 1.08 1.08 c su Fe, 625 625 Header Lumber n -ply, D.Fir-L, No.2, 2x12, 3 -ply (4.1/2"x11.1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: T-1.9"; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: criterion [Analysis Value Desi n Value Anal sis/Desi n hear SO fv = 109 - 1.00 207 fv Fv' = 0.53 Bending(+) fb = 1144 Fb' = 1179 fb/Fb' = 0.97 Live Defl'n 0.06 = <L/999 0.23 = L/360 0.26 Total Defl'n 0.11 = L/762 0.35 = L/240 0.31 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCH Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 0.991 1.000 1.00 1.15 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00- - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00- 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 43 = D+.75(L+S), V = 5170, V design = 3669 lbs Bending(+): LC 43 = D+.75(L+S), M = 9047 lbs -ft Deflection: LC 43 = D+.75 (L +S) (live) LC q3 = D+.75(L+S) (total) D=deadL=live s=snow t9=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 7-10 / IHC 2012 CALCULATIONS: Deflection: EI = 285e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it Is assumed that each ply is a single continuous member (that is, no butt Joints are present) fastened together securely at Intervals not exceeding 4 times the depth and that each ply Is equally top -loaded. Where beams are side -loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT WoodWorks O Oct. 7, 2019 11:05 Beam2 WI Design Check Calculation Sheet Wood Works Sizer 10.0 Loads: Load Type Distribution Pat- Location tot] bfagnitude Unit 7379 I Fv'n= tern start End Start End fb = Load( Dead Full UDL 7990 Live Defl'n 190.0 plf Lo a d2 snow Full UDL Anal/Des Beam 0.92 1764.0 plf self-wei ht Dead Full UDL 1.00 Load comb 12.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7-6.1" Unfactored: Dead Snow 757 6622 Value 757 6622 Factored: Total 7379 ,.at 7379 Bearing: Fv'n= 32B fv Fv' = 0.54 Capacity fb = 1886 Fb' Beam 7990 Live Defl'n 7996 supports 7379 = L/360 7379 Anal/Des Beam 0.92 0.92 Support 1.00 1.00 Load comb #2 02 Length 3.05 3.05 Min req'd 3.05- 3.05- Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.1 1 Fc 625 625 Minimum bearing length governed by the required width of the supporting member. Header LVL n -ply, 1.8E, 2600Fb, 1-3/4"x11-7/8", 2 -ply (3.1/2"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: T-6,1"; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desi Value Anal sis/Desi n ,.at fv = 178 Fv'n= 32B fv Fv' = 0.54 Bending(+) fb = 1886 Fb' = 2879 fb/Fb' = 0.66 Live Defl'n 0.13 = L/696 0.29 = L/360 0.52 Total ➢efl'n0.36 = L/240 0.40 Additional Data: FACTORS: F/E(ps1)CD CM Ct CL CV Cfu Cr Cfrt Ci C. LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2600 1.15 - 1.00 0.962 1.00 - 1.00 1.00 Fcp' 750 - - 1.00 - - - - 1.00 - - E. 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1,00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S, V = 7131, V design = 4935 lbs Bending(+): LC #2 = D+S, M = 12931 lbs -ft Deflection: LC 42 = D+S (live) LC 42 = D+S (total) D=dead L=live S=snow 11=wind I=impact Lr=roof live Lc=concentrated E=earthquake All Ws are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 440e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SOL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. f' MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 117/8" TJI@ 210 @ 12" OC 0 Overall Length: 30' I, 12' d" I, 12' 11 5' 8" 1 0 H All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, C 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2044 @ 12'4" 2145 (3.50") Passed (95%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 951 @ 12' 2 1/4" 1655 Passed (57%) 1,00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -lbs) -2346 @ 12'4" 3795 Passed (62%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.153 @ 6'3/16" 0.299 Passed (L/936) 1.0 D + 1.0 L (Alt Spans) Total Load Dell. (in) 0.172 @ 5' 115/8" 1 0.598 Passed (L/833) 1.0 D + 1.0 L (Alt Spans) TJ-ProT" Rating 62 1 40 Passed 42209 • Detlectlon criteria: LL (L/480) and TL (L/290), • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 9" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed, • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is nailed down. • Additional considerations for the TJ -Pro'" Rating include: None. Supports Total Hearing Length Available Required Loads to Supports (lbs) Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 100 695/-54 795/-54 11/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 279 1764 2043 None 3 - Stud wall - SPF 3.50" 3.50" 3.50" 190 1406 1596 None 4 - Stud wall - DF 5.50" 4.25" 1.75" 30 430/-229 42209 1 1/4" Rim Board rum Dudru is daounieu w Ldny du ructus dppueu uueury auuve n, uypdssmy I— rn r suer uemy uesiyneu. + 0 System : Floor Member Type : Joist Building Use: Commercial Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 ind/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library, -he product application, input design loads, dimensions and support information have been provided by ForteWE6 Software Operator ForteWEB Software Operator Job Notes Ryan Flamm Dead Floor Live Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 30' 12"20.0 125,0 Default Commercial Load + 0 System : Floor Member Type : Joist Building Use: Commercial Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 ind/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library, -he product application, input design loads, dimensions and support information have been provided by ForteWE6 Software Operator ForteWEB Software Operator Job Notes Ryan Flamm GBPS Structural Engineers (208) 523-6918 ryan@gsengineers.net l l SUSTAINABLE FORESTRY INITIATIVE \Veyerhaeuser 10/4/2019 7:01:21 PM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: Peterson Storage Units Rage -1-4-1 I, Project___ Designed B U✓�(�f r� ,f (,(J(>� Ear; X31 °'t}t'(a'nr IZV IC 1,V (—, v €-... U00 ,ftp" iD 9101 01� S Structural Engineers Project No. IgZUS _ Date 10-1.1-1 U la »i PO ev 11 , k\ v'yecr} F —6 - 2 x Q— -,I z- ?,Y ("r' \car> � (-.) �)— 2�,\2 4-a/ - 7 Y aV-1ok,C-) Sheet W COMPANY PROJECT WoodWorks° Oct.4, 2019 16:52 Beaml SOF71VAAE EOR tvoon OES/GN Design Check Calculation Sheet Wood Works Sizer 10.0 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit fv = 93 Capacity tern Start End Start End fb = Loadl Dead FullUDL fb/. = 0.96 Anal/Des 460.0 1.00 Load2 Live FullUDL Support 0.92 150.0 f Eff L..,13 Snow Full UDL 1.78 455.0f 1,78 Self-wei ht Dead Full UDL 1.00 Cb min 12.0 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : T-3.6" Unfactored: Dead Live Snow 1721 2737 1660 1721 2737 1660 Factored: Total 5019 5019 Bearing: fv = 93 Capacity = 180 5019 Beam5019 fb = 5437 Supports 5437 fb/. = 0.96 Anal/Des 0.06 = 1.00 Beam 1.00 0.92 Support 0.92 #3 Load comb #3 1.78 Length1.78 1.78 tlin req'd 1,78 1.00 cb 1.00 1.00 Cb min 1.00 1.08 Cl, support 1.08 625 Fc 625 Header Lumber in -ply, D.Fir-L, No.2, 2x12, 3 -ply (4-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: T-3.6"; Lateral support: top= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analvsis vs. Allowable Stress (osi) and Deflection (in) using NDS 2012: Criterion Anal sis Va1ue Desi n Value Foal4sis/Design Shear fv = 93 Fv' = 180 fv Fv' = 0.52 Bending(+) fb = 987 Fb' = 1026 fb/. = 0.96 Live Defl'n 0.06 = <L/999 0.29 1.00 - 0.26 Total Defl'n 0.11 = L/773 0.36 = L/290 0.31 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 100 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 0b'+ 900 1.00 1.00 1.00 0.992 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Elaf.n' O.SB million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+L, V = 4368, V design = 3131 lbs Bending(+): LC 42 = D+L, 11 = 7806 lbs -ft Deflection: LC 43 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) D=deadL=11ve 5=snow t4=wind I=impact Lr --roof live Lc=concentrated E=earthquake All LC's arelisted in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 285.06 lb-in2/ply non -dead "Live" deflection = Deflection from all n loads (live, wind, snow...) n Total Deflection = 1.50(Dead Load Deflection) + Live Load Do flection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, 4. BUILT-UP BEAMS: it Is assumed that each ply Is a single continuous member (that is, no butt joints are present) fastened together securely at Intervals not exceeding 4 times the depth and that each ply is equally top'loaded. Where beams are side -loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for Ore endurance. COMPANY PROJECT WoodWorks' Oct. 4, 201916:52 Beamt Wt Design Check Calculation Sheet Woodworks sizer 10.0 Loads Load I Type Distribution Pat- Location lid (Qagnitude Unit = 97 Fv' Beam tern Start En Start End 5048 5048 Dead Full UDL Live Defl'n Beam 175.0 plf ISILoad( Live Full UDL Load comb 42 1094.0 pit Self-wei ht Dead Evil UDL 1.66 1.66 12.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7'-3.3" Unfactored: Dead Live 680 3980 680 3980 Factored: Total 4660 4660 Hearing: Capacity = 97 Fv' Beam 4660 4660 Supports 5048 5048 Anal/Des fb/. = 1.00 Live Defl'n Beam 1.00 1.00 Support 0.92 0.92 Load comb 42 N2 Length 1.66 1.66 Min req'd 1.66 1.66 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fc 625 625 Header Lumber n -ply, D.Fir-L, No.2, 2x12, 3 -ply (4.1/2"x11-1/4") Supports: All - Timber -son Beam, D.Fir-L No.2 Total length: 7'-3.3"; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 97 Fv' = 180 fv Fv' = 0.54 Bending(+) fb = 1031 Fb' = 1026 fb/. = 1.00 Live Defl'n 0.07 = <L/999 0.29 = L/360 0.31 Total Defl'n 0.09 = L/911 0.36 = L/290 0.26 Additional Data: FACTORS: F/E(psi)CD C19 Ct CL CF Cfu Cr Cfrt Ci Cn LCq FV' 180 100 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1..00 1.00 1.00 0.992 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC 42 = D+L, V = 4572, V design = 3283 lbs Bending(+): LC 42 = D+L, 14 = 8159 lbs -ft Deflection: LC q2 = D+L (live) LC N2 = D+L (total) D=deadL=1ive S=snow W=ind' -imp lot Lr=roof live Lc=concentrated E=earthquake All LC's a e listed in the Ansly' ia output Load combinations: ASCE 7-10 / IHC 2012 CALCULATIONS: Deflection: EI = 285e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it Is assumed that each ply is a single continuous member (that Is, no butt joints are present) fastened together securely at Intervals not exceeding 4 limes the depth and that each ply is equally lop -loaded, where beams are side -loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Proiect _ _ Project No. � Mos- date 0-1-/-K! Designed By &S Structural Engineers Sheet ? � COMPANY PROJECT WoodWorks ° Ocl. 7, 2019 09:34 Beamt VI Design Check Calculation Sheet Wood Works Sizer 10.0 Loads: Load I Type Distribution Pat -Location Iftj Magnitude Unit fv = 87 Capacity Beam tern Start End Start End 2457 LoadlDead Anal/Des Beam Full UDL 1.00 Support 200.0 pp L. 12 Snow Full UDL Min req'd 0,81 350.0 plf Self-wei ht Dead Full UDL 1.00 1.00 7.7 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'-t6^ Unfactored: Dead845 snow 1424 845 1424 Factored: Total 2260 2268 Bearing: fv = 87 Capacity Beam 2268 2268 Supports 2457 2457 Anal/Des Beam 1.00 1.00 Support 0.92 0'92 #2 Load comb Length #2 0.81 0.81 Min req'd 0,81 0.81 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.08 Fcp sup 625 1625 Header Lumber n -ply, D.Fir-L, No.2, 2x8, 3 -ply (4-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-1.6"; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 87 FV' = 207 0.42 Bending(+) fb = 1381 Fb' = 1428 fb/Fb' = 0.97 Live Do. 0.15 = L/663 0.27 = L/360 0.54 Total Defl'n 0.20 = L/351 0.40 = L/240 0.66 Additional Data: FACTORS: F/E(psi) CB Cht Ct CL CF Cfu Cr Cfrt Ci CirLC# Fv' leo 115 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1..15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S, V = 2250, V design = 1894 lbs Bending(+): LC #2 = D+S, E4 = 4537 lbs -ft Deflection: LC #2 = D+S (live) LC #2 = DIS (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC -s are listed in theAnalysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 76e06 16-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that Is, no butt joints are present) fastened together securely at Intervals not exceeding 4 times the depth and that each ply Is equally top -loaded. Where beams are side -loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 9 Project_ Designed By ///)- -(-- 6 tXf I H (, S Project No, t q1 0 � — Date —/0 - V, / SEC 'Z - 7Y 'CA6 L G&S Structural Engineers Sheet 30 /"l a� I A -I(, .0"J'4- Z-/ 7 � ///)- -(-- 6 tXf I H (, S Project No, t q1 0 � — Date —/0 - V, / SEC 'Z - 7Y 'CA6 L G&S Structural Engineers Sheet 30 Company G&S Structural Engineers October 7, 2019 Designer RF Job Number : 19205 Rexburg Storage Checked By: Sketch x 0 ft 12 in 41 Details LH 1 ft 1 ft x Dir. Steel: .39 int (2 #4) z Dir. Steel: .39 int (2 #4) Bottom Rebar Plan 5 in G L 5 in Geometrv. Materials and Criteria 0 .rq O rA Footing Elevation G .ri O ri Length :1 ft eX : 0 in Net Allowable Bearing :1500 psf (net) Steel fy :60 ksi Width :1 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.002 Thickness :10 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318-11 Footing Top Bar Cover :3.5 in Overturning / Sliding SF :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P (k) Vx k Vz (k) Mx(k-ft) Mz (k -ft) Overburden (psf) DL .46 100 LL .75 SL .455 RISAFoot Version 4.00 [Untitled.rft] Fuge -1 ( Company G&S Structural Engineers October 7, 2019 Designer RF Job Number: 19205 Rexburg Storage Checked By: Soil Bearing nescrintinn Categories and Factors Gross Allow.(osf) Max Bearina (osf) Max/Allowable Ratio ASCE 2.4.1-1 IDL 1720.83 680.833 A .396 ASCE 2.4.1-2 1 DL+I LL+.75LLS 1720.83 1430.83 A .831 ASCE 2.4.1-3a 1DL+IRLL+1SL+1SLN+1 RL 1720.83 1135.83 A .66 ASCE 2.4.1-4 1DL+.75LL+.75LLS+.75.. 1720.83 1584.58 A .921 ASCE 2.4.1-5a 1 DL+1 WL 1720.83 680.833 A .396 ASCE 2.4.1-5b IDL+.7EL 1720.83 680.833 A .396 ASCE 2.4.1-6a 1DL+.75WL+.75LL+.75L.. 1720.83 1584.58 A .921 ASCE 2.4.1-6b 1DL+.525EL+.75LL+.75.. 1720.83 1584.58 A .921 ASCE 2.4.1-7 .6DL+1WL 1720.83 408.5 A .237 ASCE 2.4.1-8 .6DL+.7EL 1720.83 408.5 A .237 Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): .24 in^2 As -min x-dir (T & S):.216 in^2 As -min z-dir (Top Flexure): .24 in^2 As -min z-dir (T & S):.216 in^2 As -min x-dir (Bot Flexure): .24 in^2 .393 As -min z-dir (Bot Flexure): .24 in^2 0 0 .393 z -Dir As z -Dir As x -Dir As x -Dir As 0 Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided naccrintinn (Mprinriac and Factors UC Max (k -ft) (in^2) (in ^2) UC Max (k -ft) (in ^2) (in ^2) ACI -2005 9-1 V 1.4DL 0 0 0 .393 0 0 0 .393 ACI -2008 9-2 1.2DL+1.6LL+1.6LL.. 0 0 0 .393 0 0 0 .393 ACI -2008 9-3a 1.5DL+I LL+1 LLS+I.., 0 0 0 .393 0 0 0 .393 CI -2008 9-3b 1.2DL+.8WL+1.6RL.. 0 0 0 .393 0 0 0 .393 ACI -2008 9-4 .2DL+1.6WL+1 LL+I. 0 0 0 .393 0 0 0 .393 ACI -2008 9-5 .2DL+1 EL+1 LL+1 LL. 0 0 0 .393 0 0 0 .393 ACI -2008 9-6 .9DL+1.6WL 0 0 0 .393 0 0 0 .393 ACI -2008 9-7 .9DL+1 EL 0 0 0 .393 0 0 0 .393 Footing Shear Check Two Way (Punching) Vc: NA One Way (x Dir. Cut) Vc 7.2 k One Way (z Dir. Cut) Vc: 7.2 k Punching x Dir. Cut z Dir. Cut noccrintinn ('.atannriac anri Factnrc \/u(k) \/I I/ Vu(k) VuIoSVC Vu(k) Vu/0VC ACI -2005 9-1 1 ADL NA NA .000322 0 .000322 0 ACI -2008 9-2 1.2DL+1.6LL+1.6LLS+.5R.. NA NA .00098975 0 .00098975 0 ACI -2008 9-3a 1.5DL+1 LL+I LLS+1.6RLL+1.. NA NA .001 0 .001 0 ACI -2008 9-3b 1.2DL+.8WL+1.6RLL+1.6S.. NA NA .00064 0 .00064 0 ACI -2008 9-4 1.2DL+1.6WL+1 LL+1 LLS+... NA NA .00076475 0 .00076475 0 ACI -2008 9-5 1.2DL+1 EL+1 LL+1 LLS+.2S.. NA NA .0006965 0 .0006965 0 ACI -2008 9-6 .9DL+1.6WL NA NA .000207 0 .000207 0 ACI -2008 9-7 .9DL+1 EL NA NA .000207 0 .000207 0 RISAFoot Version 4.00 [Untitled.rft] -f age 2 Company G&S Structural Engineers Designer RF October 7, 2019 Job Number: 19205 Rexburg Storage Checked By: Concrete Bearing Check (Vertical Loads Only) Bearing Be: 306 k Description Cateaories and Factors Bearinq Bu W Bearinq Bu/0Bc ACI -2005 9-1 1.4DL .644 .003 ACI -2008 9-2 1.2DL+1.6LL+1.6LLS+.5R.. 1.98 .01 ACI -2008 9-3a 1.5DL+1 LL+1 LLS+I.6RLL+1.. 2.168 .011 ACI -2008 9-3b 1.2DL+.8WL+1.6RLL+1.6S.. 1.28 .006 ACI -2008 9-4 1.2DL+1.6WL+1 LL+1 LLS+... 1.53 .008 ACI -2008 9-5 1.2DL+1 EL+1 LL+1 LLS+.2S.. 1.393 .007 ACI -2008 9-6 .9DL+1.6WL .414 .002 ACI -2008 9-7 .9DL+1 EL .414 .002 RISAFoot Version 4.00 [Untitled.rft] Page -3 �s "� Company G&S Structural Engineers October 7, 2019 Designer RF Job Number: 19205 Rexburg Storage Checked By: Sketch 0 ft eX : 0 in Net Allowable Bearing :1500 psf (net) Steel fy :60 ksi Width 13 -- eZ :0 in 44 :145 pcf Minimum Steel :.002 12 in ,I q a co z- pX :8 in -- w a U-) o i, 11 :0 in pZ :12 in Design Code :ACI 318-11 1 ft Details 5 in 1 ft Controlling z direction steel requires the following placement: Region 1 (starts at A): 3 in Steel: .2 in2(21 #4 @NA) Region 2 (middle): 12 in Steel: .39 in (2 #4 @12 in) Region 3 (ends at D): 3 in Steel: .2 in2(1#4 @NA) Bottom Rebar Plan Geometrv. Materials and Criteria Footing Elevation Length :1 ft eX : 0 in Net Allowable Bearing :1500 psf (net) Steel fy :60 ksi Width :1.5 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.002 Thickness :10 in pX :8 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height :0 in pZ :12 in Design Code :ACI 318-11 Footing Top Bar Cover :3.5 in Overturning / Sliding SF :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads DL LL RISAFoot Version 4.00 [Untitled.rft] Page -1 3 -1 Company G&S Structural Engineers October 7, 2019 Designer RF Job Number : 19205 Rexburg Storage Checked By: Soil Bearing Descrintion Categories and Factors Gross Allow.(Dsf) Max Bearing (r)sf) Max/Allowable Ratio ASCE 2.4.1-1 IDL 1720.83 414.833 A .241 ASCE 2.4.1-2 1 DL+1 LL+.75LLS 1720.83 1625.5 A .945 ASCE 2.4.1-3a 1 DL+1 RLL+1 SL+1 SLN+1 RL 1720.83 414.833 A .241 ASCE 2.4.1-4 1DL+.75LL+.75LLS+.75.. 1720.83 1322.83 A .769 ASCE 2.4.1-5a 1 DL+1 WL 1720.83 414.833 A .241 ASCE 2.4.1-5b 1DL+.7EL 1720.83 414.833 A .241 ASCE 2.4.1-6a 1DL+.75WL+.75LL+.75L.. 1720.83 1322.83 A .769 ASCE 2.4.1-6b 1DL+.525EL+.75LL+.75.. 1720.83 1322.83 A .769 ASCE 2.4.1-7 .6DL+1WL 1720.83 248.9 A .145 ASCE 2.4.1-8 .6DL+.7EL 1720.83 248.9 A .145 Footina Flexure Desian (Bottom Bars As -min x-dir (Top Flexure): .24 in^2 As -min x-dir (T & S):.216 in^2 As -min z-dir (Top Flexure): .36 in"2 As -min z-dir (T & S):.324 in^2 As -min x-dir (Bot Flexure): .24 in^2 As -min z-dir (Bot Flexure): .36 in^2 z -Dir As z -Dir As x -Dir As x -Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided naw-rintinn (.nfPnnriac anri Fnrrtnrc 11(' Max (k -ft) (in^i) (in^2) I d(: Max (k -ft) (in ^2) (in ^2) ACI -2005 9-1 1.4DL 0 0 0 .785 .00241 .02 0 .393 ACI -2008 9-2 1.2DL+1.6LL+1.6LL.. 0 0 0 .785 .01925 .19 .007 .393 ACI -2008 9-3 .5DL+1 LL+1 LLS+1.., 0 0 0 .785 .01332 .13 .005 .393 CI -2008 9-3b 1.2DL+.8WL+1.6RL.. 0 0 0 .785 .00206 .02 0 .393 ACI -2008 9-4 .2DL+1.6WL+1 LL+1. 0 0 0 .785 .0128 .13 .005 .393 ACI -2008 9-5 .2DL+1 EL+1 LL+1 LL. 0 0 0 .785 .0128 .13 .005 .393 ACI -2008 9-6 .9DL+1.6WL 0 0 0 .785 .00155 .02 0 .393 ACI -2008 9-7 .9DL+1 EL 0 0 0 .785 .00155 .02 0 .393 Footing Shear Check Two Way (Punching) Vc: NA One Way (x Dir. Cut) Vc 10.8 k One Way (z Dir. Cut) Vc: 7.2 k Punching x Dir. Cut z Dir. Cut rlasrrintinn CatPnnriac and Fartnrs Vu(k) Vu/ove Vu(k) Vu/oSVc Vu(k) Vu/ oSVc ACI -2005 9-1 1.4DL NA NA .0002037 0 .0002037 0 ACI -2008 9-2 1.2DL+1.6LL+1.6LLS+.5R.. NA NA .002 0 .002 0 ACI -2008 9-3a 1.5DL+1 LL+1 LLS+1.6RLL+1.. NA NA .001 0 .001 0 ACI -2008 9-3b 1.2DL+.8WL+1.6RLL+1.6S.. NA NA .0001746 0 .0001746 0 ACI -2008 9-4 1.2DL+1.6WL+1 LL+1 LLS+... NA NA .001 0 .001 "0 ACI -2008 9-5 1.2DL+1 EL+1 LL+1 LLS+.2S.. NA NA .001 0 .001 0 ACI -2008 9-6 .9DL+1.6WL NA NA .00013095 0 .00013095 0 ACI -2008 9-7 .9DL+1 EL NA NA .00013095 0 .00013095 0 RISAFoot Version 4.00 [Untitled.rft] Company G&S Structural Engineers Designer RF October 7, 2019 Job Number: 19205 Rexburg Storage Checked By: Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 204 k Description Cateaories and Factors Bearinq Bu (k) Bearing Bu/¢Bc ACI -2005 9-1 1.4DL .407 .003 ACI -2008 9-2 1.2DL+1.6LL+1.6LLS+.5R.. 3.255 .025 ACI -2008 9-3a 1.5DL+1 LL+1 LLS+1.6RLL+1.. 2.253 .017 ACI -2008 9-3b 1.2DL+.8WL+1.6RLL+1.6S.. .349 .003 ACI -2008 9-4 1.2DL+1.6WL+1 LL+1 LLS+... 2.165 .016 ACI -2008 9-5 1.2DL+1 EL+1 LL+1 LLS+.2S.. 2.165 .016 ACI -2008 9-6 .9DL+1.6WL .262 .002 ACI -2008 9-7 .9DL+1 EL .262 .002 RISAFoot Version 4.00 [U ntitled. rft] Page -3 ,It as --.s7 .o I N LL U 0 n N �- 12•-3j- 11•-11}' 5• -8J - i --.s7 0 O �:g It XJ N Q C% U C1 T C C Fa N OU 7 N LO CY) j D 1- d 6 ¢C7st N N J CIS C 2 31 0 C2 i i i i i 11'-11 �' 5'-4j' :N S• 12'-5j' f 6-7' 30'-0' E 1d 0_ Co CV J N W O «1 N z c O 1-000 � p � N x 3 0 ? ¢ u1 m m 0 N 3U m E LL C O ol O C LL W > -i� C: O) O U J N O C (n d — o a�co m 3q C _N d C_ E (d O LL C_ as w 1 N j C �, J o" N 2 N N CL CCnpr 9c (D it O C CO (�D U � p_ N E L U 0 C d as 12'-D" - - - - - - 12'-D" N LL U i sm i i i 2a' -o" CIS a LU 1 c O U 7In 7 LL C U) O 3k N o clj od m a .7 co 1// C E � N U CD (U c C LU J 2:' C c 0b C U) (V _ O ik -p U) N CD Q al$ m m 11-103• Wit- 12'-l3" Cl) m N N Cl) i N •i m O •i J � Q � U Z Q aww �w= w LW> U) m 0 O J � Q U Z Q IL W W } W S F- m W 0 W > 2m0 IlZ /©\ rr C N E a1 m m c LL rn o` c o w � am c � o" d N � J d N m CCnp 7 OL :5cn�r- o. CL) C,6 D cc N m C a m Y3 ,i i i 'I 5'-4 i 12'-9• -- W-3• 3-�3 24'-0• rr C N E a1 m m c LL rn o` c o w � am c � o" d N � J d N m CCnp 7 OL :5cn�r- o. CL) C,6 D cc N m C a m Y3 N C_ O1 � C C W LL C co —U) v N ps N :5 CIJ Q Q D N It O) .C— _0 B Y/ E2 0) 0) C C 07 0) CL C C w O T N C f6 O 7 a CJ C N 0 `_ LL C C/) O co N Q o6 m C a m Vs L a c � m 0. N C U) O O(n iE5°� r O m y� Pre -Engineered Trusses at 24" on center typical. Anchor to supporting walls with Simpson H2.5A or H1 anchors FTG Width Provide 2x full height blocking or truss blocking between roof trusses at perimeter shear walls at every other truss bay. Nail the roof sheathing to the blocking with 8d nails spaced at 6" centers. Nail the blocking to the double top plate with toe nails spaced at 6" centers. Turned down Slab Footing. Bottom of footing to be below frost depth. Typical Wall Section 'Redlines' Only G&S Structural Engineers #19205 10-7-19 Y7