The URL can be used to link to this page

Home My WebLink AboutSTRUCTURAL CALCS - 23-00848 - Bear World - Jurassic Creek Gift Shop 2023 estoddard@civilize.design 350 N 2nd East Rexburg, ID 83440 208-206-6653 11/29/2023 Structural Calculations Package Jurassic Creek, Madison County, Idaho Brent E Crowther 11/29/23 Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC 1 | P a g e Jurassic Creek Madison County, Idaho Structural Calculations Package Location Map Figure 1: Location Map for Jurassic Creek Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC 1 | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx Exhibit A General Information Project Analysis Worksheet Structural Calculations Design Loading Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek CHECKED Project No.:02-23-006 DATE: 11/29/2023 Project Location Risk Category per ASCE 7 =II Frost Depth =36 inches Importance Factor (Is) = Unobstructed Slippery Surface =N Ground Snow Load (Pg) =psf Roof Pitch =1 /12 Exposure Factor (Ce) = Roof Angle =4.8 degrees Thermal Factor (Ct) = Slope Factor (Cs) =1.00 Flat Roof Snow Load, (Pf) = psf Sloped Roof Snow Load (Ps) =31.5 psf Design Wind Speed (ultimate)MPH Wind Exposure Zone 1 -6.9 psf Enclosure Classification Zone 1 (net)4.26 psf Internal Pressure Coefficient Zone 2 -11.7 psf Zone 2 (net)-0.5 psf Importance Factor = Soil Site Class = SS =0.369 g Seismic Design Category =S1 =0.141 g Light-frame (wood) walls R =SDS =0.370 g sheathed with wood structural Ωo =SD1 =0.218 g panels rated for shear resistance Cd = Cs =Seismic Weight =kips Roof:4 1.7 1 3.5 2.2 0 12.4 psf 35 psf 20 psf Floor: 5 2.5 3.5 1 2.2 0.8 15 psf 40 psf 60 psf Wall: 4 1.7 1.2 1.5 2.8 3.8 15 psf https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/[PAW-Design Loads.xlsx]Design Loading insulation ................................................. drywall ...................................................... miscellaneous .......................................... Dead Load = miscellaneous .......................................... wood studs .............................................. Floor Live Load = Deck Live Load = siding ....................................................... plywood ................................................... Dead Load = Mapped Spectral Response Accelerations Design Spectral Response Accelerations 1.00 Seismic Loads: C Lateral Seismic Force Resisting System 3 4 0.084 D 6.5 Gravity Loads: wood joists ............................................... insulation ................................................. drywall ...................................................... miscellaneous .......................................... shingles ................................................... Dead Load = covering ................................................... plywood ................................................... plywood ................................................... wood truss at 24" o.c. .............................. drywall ...................................................... insulation ................................................. Roof Live Load = Snow Load = 0.18 Roof Uplift Snow Loads: 1.0 50 0.9 1.0 31.5 Wind Loads: Enclosed C 90 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. Latitude, Longitude: 43.73823542, -111.86573197 Date 11/22/2023, 11:48:01 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 0.369 MCER ground motion. (for 0.2 second period) S1 0.141 MCER ground motion. (for 1.0s period) SMS 0.556 Site-modified spectral acceleration value SM1 0.327 Site-modified spectral acceleration value SDS 0.37 Numeric seismic design value at 0.2 second SA SD1 0.218 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.505 Site amplification factor at 0.2 second Fv 2.317 Site amplification factor at 1.0 second PGA 0.158 MCEG peak ground acceleration FPGA 1.485 Site amplification factor at PGA PGAM 0.234 Site modified peak ground acceleration TL 6 Long-period transition period in seconds SsRT 0.369 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 0.394 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.141 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.149 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.158 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.937 Mapped value of the risk coefficient at short periods CR1 0.951 Mapped value of the risk coefficient at a period of 1 s CV 0.946 Vertical coefficient DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC 1 | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx Exhibit B Structural Calculations Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK GIFT SHOP JURASSIC CREEK GIFT SHOP KEY PLAN SCALE: NTS B.1 Seismic = 1347.5 Wind = 1525 B.2 Seismic = 1347.5 Wind = 1525 A. 1 Se i s m i c = 1 3 4 7 . 5 Wi n d = 3 2 5 6 . 5 A. 2 Se i s m i c = 1 3 4 7 . 5 Wi n d = 3 2 5 6 . 5 7/ 1 6 U N B L O C K E D 6 I N E D G E 12 I N F I E L D 7/16 UNBLOCKED 6 IN EDGE 12 IN FIELD 7/ 1 6 U N B L O C K E D 6 I N E D G E 12 I N F I E L D 7/16 UNBLOCKED 6 IN EDGE 12 IN FIELD B1 B2 B3 B4 B5 B6 B7 B8 B9 B10 B11 B12 B13B14 B1 5 B16B17 B1 8 B1 9 B20 J1 J1 J3 J2 P1 4X 4 D F # 2 2X6 DF #2 @ 24" O.C. (2) 2X6 DF #2 (2) 2X6 DF #2 (2) 2X6 DF #2 (2 ) 1 . 7 5 X 9 . 2 5 2. 0 E L V L (2 ) 1 . 7 5 X 5 . 5 2. 0 E L V L (2 ) 1 . 7 5 X 5 . 5 2. 0 E L V L (2 ) 1 . 7 5 X 7 . 2 5 2. 0 E L V L (2) 2X6 DF #2 (2) 2X6 DF #2 (2) 2X10 DF #2 (2) 2X6 DF #2 (2) 2X6 DF #2 3.125x7.5 24F-V4 GLB 3.125x7.5 24F-V4 GLB 3.125x7.5 24F-V4 GLB 3.125x7.5 24F-V4 GLB 3. 1 2 5 x 7 . 5 24 F - V 4 G L B 3. 1 2 5 x 7 . 5 24 F - V 4 G L B 3. 1 2 5 x 7 . 5 24 F - V 4 G L B 3.125x7.5 24F-V4 GLB 2X 6 D F # 2 @ 2 4 " O . C . 2X6 DF #2 @ 24" O.C. 2X6 DF #2 @ 24" O.C. 2X6 DF #2 @ 24" O.C. P2 4X 4 D F # 2 P3 4X 4 D F # 2 P4 4X 4 D F # 2 P5 4X 4 D F # 2 P6 4X 4 D F # 2 P7 4X4 DF # 2 P8 4X4 DF # 2 P 9 4 X 4 D F # 2 P 1 0 4 X 4 D F # 2 Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK RESTROOM GRAVITY DESIGN Project Analysis Worksheet Structural Calculations Continuous Footing Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Gift Shop CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Description: Soil Bearing Pressure (q) =1500 psf Allowable Soil Bearing (qu) =2154 psf qmin =142.00 psf Soil Bearing Pressure (qmax)=1704 psf OK Tributary Length (ft) P Dead (lbs/ft) P Live (lbs/ft) Pu (lbs/ft) Roof Loading:30 450.00 1050.00 2220.00 Floor Loading:0 0.00 0.00 0.00 Wall Loading:14 280.00 0.00 336.00 Total Loads(lbs/ft) =730.00 1050.00 2556.00 Ultimate Ratio = 1.44 Footing Dimensions Width = inches Width =8 inches Thickness = inches Height 0 inches Max Point Load on Stem Wall (Pmax) =4,125.0 lbs Max Point Load at opening (Pmax) =2,493.3 lbs Continuous Reinforcing area of bar(in^2) =0.20 Min p =0.0018 Rebar Size =#4 fy = psi bar diameter(in) =0.50 Max p =0.0134 f'c = psi Total Bars =2 Use p =0.0018 B1 =0.85 As req(in^2)=0.2592 8 inches Stemwall Height =0 Footing Thickness =8 inches (2)#4 18 inches https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Gift Shop Calcs/[PAW Cont Foot - JURASSIC Gift Shop.xlsx]Footing 1 (2) Soil Conditions: Footing and Stem Wall Dimensions: Loading: Dead Load (lbs) Live Load (lbs) 15 35 2500 0 0 20 0 Stemwall Dimensions 18 8 Footing Rebar: 60000 Footing Design Stemwall Width = inches Continuous Rebar Footing Width = Concrete Pad Footing Strength Design per ACI 318-11 Mark: SonoTube: inches Material Data P Self (k) =0.77 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =0.43 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =1.11 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) =3.2 Mu (k-ft) =0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =1.33 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =1.33 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =36 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100% 2784 >-389 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:997 >-22 OK q min (psf) =1308 q max (psf) =1308 OK qu-max (psf) =1821 qu at edge of base (psf) =1821 qu-min (psf) =1821 qu at edge of base (psf) =1821 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 0.16 Bar size =#4 p =0.0000 Fy (psi) = 60000 Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0 d (in)= 32.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Spacing (in) = 10746 Use p =0.0000 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 43.7 OK Check Development Length L' short (ft) = 0.16 Bar size =#4 p =0.0000 Fy (psi) = 60000 Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0 d (in)= 32.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Spacing (in) = 21491 Use p =0.0000 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 43.2 OK P1 - Gift Shop Use: w/ 1 #4 1.3 feet long x 1.3 feet wide x 36'' thick Footing Each Way Short Direction Check p P1 - Gift Shop 18 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Project Jurassic Creek 0.00 Job No.Gift Shop 0.00 By 0.00 0.00 Date 11/29/23 0.00 Sheet _____ of ______ NBSD-Software.Com DRIFTS ON ROOF PROJECTIONS AND PARAPETS ASCE 7-10 CHAPTER 7 - SNOW LOADS COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN 1. Snow Parameter Data Building Parameters L =328.75 feet (Length of Building) W =75.33 feet (Width of Building) Hp =4.50 feet (Height of parapet) Snow Design Parameters Note: Tables and Figures provided courtesy of American Society of Civil Engineers (ASCE). Occupancy:II (ASCE 7-10 Table 1.5-1) Fully Exposed Partially Exposed Sheltered pg =40 B 0.9 1.0 1.2 C 0.9 1.0 1.1 EXP =B (Exposure Category, ASCE 7-10 Chapt 26.7)D 0.8 0.9 1.0 Above the treeline in widswept mountainous areas 0.7 0.8 N/A Note: House Structure Kept at Room Temp Kept Above Freezing Unheated Greenhous e with Insulation Thermal Condition x Note: Fully Exposed Partially Exposed Sheltered Roof Condition x 2. Determination of Flat Roof Snow Load, Pf (Section 7.3) Pf = 0.7 Cs Ct Is Pg (7.3-1)Where Ce =0.9 lb/ft2 (Exposure Factor, from Figure 7-2) Ct =1.10 (Thermal Factor, Table 7-3) I =1.00 (Importance factor, from ASCE 7-10 Table 1.5-2) pg =40 lb/ft2 (Ground Snow Load, from Figure 7-1) Pf =27.72 psf 3. Determination of Drift Loads (7.7) a) Determination of Snow Density γ = 0.13 Pg + 14 < 30 pcf (7.7-1) Where pg =40 psf γ = 19.20 pcf b) Determination of Clear Height, hc hc = Hp - hb Where Hp =4.50 feet (Height of parapet) hb = pf / γ and pf =27.72 psf (Flat roof snow load) γ = 19.20 pcf hb = 1.44 feet (height of balanced snow load) hc =3.06 feet Chapter 26.7 N Above the treeline in widswept mountainous areas (Y or N) ? In Alaska, in areas where trees do not exist within a 2- mile radius of the site Table 7-2 Exposure Factor, Ce Terrain Category lb/ft2 (Ground Snow Load, from Figure 7-1) Chapter 26.7 Chapter 26.7 Slippery Non-Slippery 0.7 0.8 N/A N In Alaska, in areas where trees do not exist within a 2-mile radius of the site (Y or N) ? Roof Surface x Metal, Slate, glass, bituminous, rubber, plastic surfaces with a smooth surface. Membranes with imbedded aggregate or mineral granule surface, asphalt shingles, wood shingles, shakes. p s f 2 0 Pf o r 2 0 g  Hp Page 1 of 2Snow Loads - Parapets - ASCE 7-10 Gravity Loads - JURASSIC Gift Shop 11/29/2023 Project Jurassic Creek 0.00 Job No.Gift Shop 0.00 By 0.00 0.00 Date 11/29/23 0.00 Sheet _____ of ______ NBSD-Software.Com DRIFTS ON ROOF PROJECTIONS AND PARAPETS ASCE 7-10 CHAPTER 7 - SNOW LOADS COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN 1. Snow Parameter Data Building Parameters L =328.75 feet (Length of Building) W =75.33 feet (Width of Building) Hp =4.50 feet (Height of parapet) Hp d) Determine if Drift Loads are Required (7.7.1) Note:If hc/hb < 0.2, drift loads are not required to be applied, where hc =3.06 feet hb =1.44 feet hc/hb =2.12 Drift loads must be considered! a) Drift along Length of Building 4. Drift Loads on Roof Projections (Sect 7.7) Pd = 86.40 psf Pf = 27.7 psf a) Drift along Length of Building 4.50' Lu = L =329 ft (Length of building) pg =40 lb/ft2 (Ground Snow Load, from Figure 7-1) 0.75 hd =4.79 feet w = 24.45' Drift Width Where hd =4.79 feet hc =3.06 feet <= Governs! Thus, w =24.45 feet hd =3.06 feet Maximum Intensity of Drift Surcharge Load b) Drift along Width of Building Pd = hd γ Where hd =4.50 feet Pd = 47.94 psf Pf = 27.7 psf γ = 19.20 pcf Pd =86.4 psf 2.50' b) Drift along Width of Building Lu = L =75 ft (Length of building)w = 9.99' pg =40 lb/ft2 (Ground Snow Load, from Figure 7-1) 0.75 hd =2.50 feet Drift Width <= Governs! Where hd =2.50 feet hc =3.06 feet Thus, w =9.99 feet hd =2.50 feet Maximum Intensity of Drift Surcharge Load Pd = hd γ Where hd =2.50 feet γ = 19.20 pcf Pd =47.9 psf (7.7.1) 1.5 - 10 p L 0.43 0.75 h 0.75 4 g3ud  dddcdh 4 wand h h ,h h If  h 8 h h 4 wand h h ,h h If c c 2 d cdcd  (7.7.1) 1.5 - 10 p L 0.43 0.75 h 0.75 4 g3ud  dddcdh 4 wand h h ,h h If  h 8 h h 4 wand h h ,h h If c c 2 d cdcd  Page 2 of 2Snow Loads - Parapets - ASCE 7-10 Gravity Loads - JURASSIC Gift Shop 11/29/2023 Wall Height: 10'Member Height: 9' 7 1/2"O. C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 21 50 Passed (42%)---- Compression (lbs)1880 7329 Passed (26%)1.15 1.0 D + 1.0 S Plate Bearing (lbs)1880 6445 Passed (29%)--1.0 D + 1.0 S Lateral Reaction (lbs)93 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)84 1584 Passed (5%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)223 @ mid-span 1342 Passed (17%)1.60 1.0 D + 0.6 W Total Deflection (in)0.08 @ mid-span 0.48 Passed (L/1477)--1.0 D + 0.6 W Bending/Compression 0.19 1 Passed (19%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S •Lateral deflection criteria: Wind (L/240) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •A bearing area factor of 1.25 has been applied to base plate bearing capacity. •A 15% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 1' System : Wall Member Type : Stud Building Code : IBC 2018 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Snow Vertical Load Spacing (0.90)(1.15)Comments 1 - Point (PLF)16.00"360.0 1050.0 Default Load • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (19'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Spacing (1.60)Comments 1 - Uniform (PSF)Full Length 16.00"24.1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, CENTER WALL 1 piece(s) 2 x 6 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)493 @ 10' 5 1/4"3828 (3.50")Passed (13%)--1.0 D + 1.0 L (All Spans) Shear (lbs)247 @ 9' 10"1829 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-567 @ 10' 5 1/4"2126 Passed (27%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.459 @ 15' 7"0.343 Failed (2L/268)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.469 @ 15' 7"0.515 Passed (2L/264)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Wind Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"11 215/-41 97/-18 225/-30 See note ¹ 2 - Stud wall - DF 3.50"3.50"1.50"32 461 207 493 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)15' 4" o/c Bottom Edge (Lu)15' 4" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HU1.81/5 2.50"N/A 12-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 15' 7"N/A 2.8 ---- 1 - Uniform (PSF)0 to 15' 7" (Front)1'-40.0 18.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT Level, Floor: Drop Beam 1 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)534 @ 0 2813 (1.50")Passed (19%)--1.0 D + 1.0 S (All Spans) Shear (lbs)387 @ 7"2277 Passed (17%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)567 @ 2' 1 1/2"1696 Passed (33%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.028 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"111 423 534 None 2 - Trimmer - DF 1.50"1.50"1.50"111 423 534 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 4' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 4' 3"N/A -59.0 Drift Load (4' *14.77 psf) 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B1 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)785 @ 0 2813 (1.50")Passed (28%)--1.0 D + 1.0 S (All Spans) Shear (lbs)638 @ 7"2277 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1226 @ 3' 1 1/2"1696 Passed (72%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.103 @ 3' 1 1/2"0.208 Passed (L/731)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.130 @ 3' 1 1/2"0.313 Passed (L/579)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"163 622 785 None 2 - Trimmer - DF 1.50"1.50"1.50"163 622 785 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 6' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 6' 3"N/A -59.0 Drift Load (4' *14.77 psf) 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B2 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)534 @ 0 2813 (1.50")Passed (19%)--1.0 D + 1.0 S (All Spans) Shear (lbs)387 @ 7"2277 Passed (17%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)567 @ 2' 1 1/2"1696 Passed (33%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.028 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"111 423 534 None 2 - Trimmer - DF 1.50"1.50"1.50"111 423 534 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 4' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 4' 3"N/A -59.0 Drift Load (4' *14.77 psf) 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B3 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2300 @ 0 3938 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1475 @ 7"4206 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1869 @ 1' 7 1/2"4889 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.035 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.048 @ 1' 7 1/2"0.162 Passed (L/816)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"594 1706 2300 None 2 - Trimmer - DF 1.50"1.50"1.50"594 1706 2300 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 5.6 -- 1 - Uniform (PSF)0 to 3' 3"30'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B4 2 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3726 @ 0 3938 (1.50")Passed (95%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2454 @ 10 3/4"7074 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4890 @ 2' 7 1/2"12884 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.052 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.070 @ 2' 7 1/2"0.262 Passed (L/901)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"970 2756 3726 None 2 - Trimmer - DF 1.50"1.50"1.50"970 2756 3726 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 9.4 -- 1 - Uniform (PSF)0 to 5' 3"30'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B5 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2300 @ 0 3938 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1475 @ 7"4206 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1869 @ 1' 7 1/2"4889 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.035 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.048 @ 1' 7 1/2"0.162 Passed (L/816)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"594 1706 2300 None 2 - Trimmer - DF 1.50"1.50"1.50"594 1706 2300 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 5.6 -- 1 - Uniform (PSF)0 to 3' 3"30'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B6 2 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1786 @ 0 3938 (1.50")Passed (45%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1369 @ 8 3/4"5544 Passed (25%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2790 @ 3' 1 1/2"8182 Passed (34%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.074 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.101 @ 3' 1 1/2"0.313 Passed (L/743)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"473 1313 1786 None 2 - Trimmer - DF 1.50"1.50"1.50"473 1313 1786 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 7.4 -- 1 - Uniform (PSF)0 to 6' 3"12'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B7 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ericalanstoddard@gmail.com ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)838 @ 0 2813 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans) Shear (lbs)608 @ 7"2277 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)890 @ 2' 1 1/2"1696 Passed (52%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.034 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.043 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None 2 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 4' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 4' 3"N/A -59.0 Drift Load (4' *14.77 psf) 3 - Uniform (PSF)0 to 4' 3"3'12.6 35.0 Porch 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B8 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)838 @ 0 2813 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans) Shear (lbs)608 @ 7"2277 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)890 @ 2' 1 1/2"1696 Passed (52%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.034 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.043 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None 2 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 4' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 4' 3"N/A -59.0 Drift Load (4' *14.77 psf) 3 - Uniform (PSF)0 to 4' 3"3'12.6 35.0 Porch 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B9 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1241 @ 0 2813 (1.50")Passed (44%)--1.0 D + 1.0 S (All Spans) Shear (lbs)885 @ 10 3/4"3830 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1938 @ 3' 1 1/2"4059 Passed (48%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.033 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.043 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"291 950 1241 None 2 - Trimmer - DF 1.50"1.50"1.50"291 950 1241 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 7.0 -- 1 - Uniform (PSF)0 to 6' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 6' 3"N/A -59.0 Drift Load (4' *14.77 psf) 3 - Uniform (PSF)0 to 6' 3"3'12.6 35.0 Porch 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B10 2 piece(s) 2 x 10 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)838 @ 0 2813 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans) Shear (lbs)608 @ 7"2277 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)890 @ 2' 1 1/2"1696 Passed (52%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.034 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.043 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None 2 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 4' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 4' 3"N/A -59.0 Drift Load (4' *14.77 psf) 3 - Uniform (PSF)0 to 4' 3"3'12.6 35.0 Porch 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B11 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)838 @ 0 2813 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans) Shear (lbs)608 @ 7"2277 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)890 @ 2' 1 1/2"1696 Passed (52%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.034 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.043 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None 2 - Trimmer - DF 1.50"1.50"1.50"192 646 838 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 4' 3"4'12.0 35.0 Default Load 2 - Uniform (PLF)0 to 4' 3"N/A -59.0 Drift Load (4' *14.77 psf) 3 - Uniform (PSF)0 to 4' 3"3'12.6 35.0 Porch 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B12 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)816 @ 2"6836 (3.50")Passed (12%)--1.0 D + 1.0 S (All Spans) Shear (lbs)660 @ 11"4762 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1820 @ 4' 9 1/2"6738 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.102 @ 4' 9 1/2"0.308 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.142 @ 4' 9 1/2"0.463 Passed (L/783)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 7" o/c Bottom Edge (Lu)9' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9' 7"N/A 5.7 -- 1 - Uniform (PSF)0 to 9' 7" (Front)3' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B13 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)816 @ 2"6836 (3.50")Passed (12%)--1.0 D + 1.0 S (All Spans) Shear (lbs)660 @ 11"4762 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1820 @ 4' 9 1/2"6738 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.102 @ 4' 9 1/2"0.308 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.142 @ 4' 9 1/2"0.463 Passed (L/783)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 7" o/c Bottom Edge (Lu)9' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9' 7"N/A 5.7 -- 1 - Uniform (PSF)0 to 9' 7" (Front)3' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B14 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)875 @ 2"6836 (3.50")Passed (13%)--1.0 D + 1.0 S (All Spans) Shear (lbs)611 @ 11"4762 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1189 @ 3' 1/2"6738 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.026 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.036 @ 3' 1/2"0.287 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 5' 9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"236 639 875 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"236 639 875 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 1" o/c Bottom Edge (Lu)6' 1" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 1"N/A 5.7 -- 1 - Uniform (PSF)0 to 6' 1" (Front)6'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B15 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)816 @ 2"6836 (3.50")Passed (12%)--1.0 D + 1.0 S (All Spans) Shear (lbs)660 @ 11"4762 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1820 @ 4' 9 1/2"6738 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.102 @ 4' 9 1/2"0.308 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.142 @ 4' 9 1/2"0.463 Passed (L/783)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 7" o/c Bottom Edge (Lu)9' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9' 7"N/A 5.7 -- 1 - Uniform (PSF)0 to 9' 7" (Front)3' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B16 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)816 @ 2"6836 (3.50")Passed (12%)--1.0 D + 1.0 S (All Spans) Shear (lbs)660 @ 11"4762 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1820 @ 4' 9 1/2"6738 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.102 @ 4' 9 1/2"0.308 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.142 @ 4' 9 1/2"0.463 Passed (L/783)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 9' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"229 587 816 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 7" o/c Bottom Edge (Lu)9' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9' 7"N/A 5.7 -- 1 - Uniform (PSF)0 to 9' 7" (Front)3' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B17 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)875 @ 2"6836 (3.50")Passed (13%)--1.0 D + 1.0 S (All Spans) Shear (lbs)611 @ 11"4762 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1189 @ 3' 1/2"6738 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.026 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.036 @ 3' 1/2"0.287 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 5' 9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"236 639 875 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"236 639 875 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 1" o/c Bottom Edge (Lu)6' 1" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 1"N/A 5.7 -- 1 - Uniform (PSF)0 to 6' 1" (Front)6'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B18 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)901 @ 2"6836 (3.50")Passed (13%)--1.0 D + 1.0 S (All Spans) Shear (lbs)745 @ 11"4762 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)2235 @ 5' 3 1/2"6738 Passed (33%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.154 @ 5' 3 1/2"0.342 Passed (L/799)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.214 @ 5' 3 1/2"0.512 Passed (L/575)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 10' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"252 648 901 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"252 648 901 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 7" o/c Bottom Edge (Lu)10' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 10' 7"N/A 5.7 -- 1 - Uniform (PSF)0 to 10' 7" (Front)3' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B19 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)901 @ 2"6836 (3.50")Passed (13%)--1.0 D + 1.0 S (All Spans) Shear (lbs)745 @ 11"4762 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)2235 @ 5' 3 1/2"6738 Passed (33%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.154 @ 5' 3 1/2"0.342 Passed (L/799)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.214 @ 5' 3 1/2"0.512 Passed (L/575)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 10' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"252 648 901 Blocking 2 - Stud wall - DF 3.50"3.50"1.50"252 648 901 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 7" o/c Bottom Edge (Lu)10' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 10' 7"N/A 5.7 -- 1 - Uniform (PSF)0 to 10' 7" (Front)3' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B20 1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)335 @ 2 1/2"3281 (3.50")Passed (10%)--1.0 D + 1.0 S (All Spans) Shear (lbs)261 @ 8 11/16"1139 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)483 @ 3' 3 1/2"975 Passed (50%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.076 @ 3' 3 1/2"0.325 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.110 @ 3' 3 1/2"0.433 Passed (L/706)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"104 230 335 Blocking 2 - Beveled Plate - DF 3.50"3.50"1.50"104 230 335 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 6' 7"24"15.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 7' 1 1/8" MEMBER REPORT PASSED Level, J1 1 piece(s) 2 x 6 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)258 @ 2 1/2"3281 (3.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)184 @ 8 11/16"1139 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)277 @ 2' 6 1/2"975 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.025 @ 2' 6 1/2"0.246 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.036 @ 2' 6 1/2"0.328 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"80 178 258 Blocking 2 - Beveled Plate - DF 3.50"3.50"1.50"80 178 258 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 4" o/c Bottom Edge (Lu)5' 4" o/c Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 5' 1"24"15.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 5' 6 1/8" MEMBER REPORT PASSED Level, J2 1 piece(s) 2 x 6 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)258 @ 2 1/2"3281 (3.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)184 @ 8 11/16"1139 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)277 @ 2' 6 1/2"975 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.025 @ 2' 6 1/2"0.246 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.036 @ 2' 6 1/2"0.328 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"80 178 258 Blocking 2 - Beveled Plate - DF 3.50"3.50"1.50"80 178 258 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 4" o/c Bottom Edge (Lu)5' 4" o/c Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 5' 1"24"15.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 5' 6 1/8" MEMBER REPORT PASSED Level, J3 1 piece(s) 2 x 6 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Post Height: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (62%)---- Compression (lbs)1691 5727 Passed (30%)1.15 1.0 D + 1.0 S Base Bearing (lbs)1691 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.22 1 Passed (22%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Beam Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Loads (0.90)(1.15)Comments 1 - Point (lb)229 587 Linked from: B14, Support 1 2 - Point (lb)236 639 Linked from: B15, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P4 1 piece(s) 4 x 4 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Post Height: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (62%)---- Compression (lbs)900 5727 Passed (16%)1.15 1.0 D + 1.0 S Base Bearing (lbs)900 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.08 1 Passed (8%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Beam Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Load (0.90)(1.15)Comments 1 - Point (lb)252 648 Linked from: B19, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P7 1 piece(s) 4 x 4 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Post Height: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (62%)---- Compression (lbs)900 5727 Passed (16%)1.15 1.0 D + 1.0 S Base Bearing (lbs)900 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.08 1 Passed (8%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Beam Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Load (0.90)(1.15)Comments 1 - Point (lb)252 648 Linked from: B19, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P8 1 piece(s) 4 x 4 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:34:32 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Gift Shop Location: Height (ft) =10.0 Gravity Loads to Wall: Le/d = 21.8 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 12 15 705 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =30 (Due to Wind)wall weight 15 15 225 0.6 * w = (psf) 18.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 930 plf Lumber Grade: (DF No. 2) Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 540 per stud P (lbs) = 525 P (lbs) = 1240 per stud M (lb-ft) = 300 M (lb-ft) = 225 M (lb-ft) = 0 FcE (psi) =1002 FcE (psi) =1002 FcE (psi) =1002 Fc' (psi) = 894 Fc' (psi) = 894 Fc' (psi) = 839 fc (psi) = 65 < Fc'OK fc (psi) = 64 < Fc'OK fc (psi) = 150 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 476 < Fb'OK fb (psi) = 357 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.24 < 1.0 OK CSR = 0.18 < 1.0 OK CSR = 0.03 < 1.0 OK D (in.) =0.11 = L/1056 OK D (in.) =0.09 = L/1408 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers: King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 6924 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.24 for M < Mcap (governs) trib width capacity (ft) = 5.87 for D < L /240 (DF No. 2)Typical 10'-0" Plate 1 319'-7'' to 30'-1'' 1 1 1 1 29'-1'' to 19'-7'' < 9'-1'' 30'-1'' to 40'-7'' 4 3 1 1 4 2 1 11 1 Wood Stud Wall Design Design based on NDS 2012 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Typical 10'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 0 Location: Height (ft) =10.0 Gravity Loads to Wall: Le/d = 21.8 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 12 15 705 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =30 (Due to Wind)wall weight 15 15 225 0.6 * w = (psf) 18.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 930 plf Lumber Grade: (2.0E - LVL) Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 405 per stud P (lbs) = 394 P (lbs) = 930 per stud M (lb-ft) = 225 M (lb-ft) = 169 M (lb-ft) = 0 FcE (psi) =1755 FcE (psi) =1755 FcE (psi) =1755 Fc' (psi) = 1627 Fc' (psi) = 1627 Fc' (psi) = 1542 fc (psi) = 42 < Fc'OK fc (psi) = 41 < Fc'OK fc (psi) = 97 < Fc'OK Fb' (psi) = 4811 Fb' (psi) = 4811 Fb' (psi) = 3458 fb (psi) = 306 < Fb'OK fb (psi) = 230 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.07 < 1.0 OK CSR = 0.05 < 1.0 OK CSR = 0.00 < 1.0 OK D (in.) =0.06 = L/2054 OK D (in.) =0.04 = L/2738 OK D (in.) =0.00 = L/5000 OK USE:1.75 x 5.5 Framing at Openings: Trimmers: King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 14842 Mcap (lb-ft) = 3401 Rcap (lbs) = 6016 (bearing governs)trib width capacity (ft) = #### for M < Mcap trib width capacity (ft) = 8.56 for D < L /240 (governs) 35 Wood Stud Wall Design Design based on NDS 2012 Typical 10'-0" Plate LL(psf) 0 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Typical 10'-0" Plate at 12'' o.c.(2.0E - LVL) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 16'-1'' 2 1 16'-1'' to 33'-2'' 3 2 33'-2'' to 50'-4'' 4 3 50'-4'' to 67'-5'' 6 4 1 1 1 10 1 1 1 1 1 Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK GIFT SHOP LATERAL DESIGN Project JURASSIC CREEK Job No.Gift Shop By EAS Date 11/29/23 Sheet _____ of ______ NBSD-Software.Com MAIN WIND FORCE RESISTING SYSTEMS - WALLS AND ROOF ASCE 7-10 WIND PROVISIONS - CHAPTER 28 - ENVELOPE PROCEDURE PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS ENCLOSED COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN Requirements :- Building has Simple Diaphragms per Section 26.2 ASCE 7-10 Figure 28.6-1 1. Building Parameters Please note: Risk Category:II (ASCE 7-10 Table 1.5-1) ASCE 7-10 Figure 28.6-1 data and information provided for reference courtesy of Site Data American Society of Civil Engineers (ASCE) and Structural Engineering Institute (SEI). EXP =C (Exposure Category per ASCE 26.7.3) V =90 mph (Basic Wind Speed, ASCE 7-10 Fig 26.5-1A) Building Dimensions Vertical:Horizontal: H1 = 15.00 feet m = 15.00 feet Roof Angle θ = 0.00 degrees (Windward Side) H2 = 0.00 feet n = 15.00 feet = 7.59 degrees (Leeward Side) H3 = 13.00 feet H4 = 2.00 feet Mean Roof Height (ASCE 7-10 Section 26.2): W = 30.00 feet (Transverse building dimension) Hmr = AVERAGE (He,Hmax), for θ >10 degrees, otherwise He L = 60.00 feet (Longitudinal building dimension) Where Hmax =15.00 ft (maximum elevation) Heave =15.00 ft (Max Eave Height) Hmr =15.00 ft (Mean Roof Height) 2. Wind Velocity Pressure (ASCE 7-10 28.6.3) ps = λ Kzt Ps30 (EQ 28.6-1) Where λ =1.21 (Adjustment Factor for Building Height and Exposure, per Fig 6-2, Exp C, H = 15 feet) Kzt =1.00 (Topographic Factor per Figure 6-4 - No info provided on topography) ps =1.21 * ps30 psf (Wind Velocity Pressure) 3. Wind Pressure Values from ASCE 7-10 Figure 28.6-1, at Basic Wind Speed a) Wind Pressures ps30 on MWFRS For θ =7.59 degrees (Windward Side) A B C D E F G H EOH GOH 90 0 to 5°1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 10 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3 20 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 2 -----4.1 -7.9 -1.1 -5.1 -- 30 to 45° 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7 1 20.45 -9.48 13.58 -5.54 -23.10 -13.62 -16.00 -10.46 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - building must be regular shaped low-rise building as defined in Section 26.2 7.59 - Building is not sited at a location where channeling effects or buffeting in the wake of upwind obstructions need to be considered. Simplified Design Wind Pressure, Ps30 (psf) (Exposure B at h = 30 ft., Kzt =1.0) Basic Wind Speed (mph) Roof Angle (degrees)Load Case - Building does not have complex response characteristics (vortex chedding, etc); Zones Horizontal Pressures Vertical Pressures Overhangs H1 H2 H3 H4 m n W MWFRS Wind Pressures Page 1 of 2 ASCE 7-10 MWFRS - Envel Proced Part 2 - JURASSIC Gift Shop 11/29/2023 Project JURASSIC CREEK Job No.Gift Shop By EAS Date 11/29/23 Sheet _____ of ______ NBSD-Software.Com MAIN WIND FORCE RESISTING SYSTEMS - WALLS AND ROOF ASCE 7-10 WIND PROVISIONS - CHAPTER 28 - ENVELOPE PROCEDURE PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS ENCLOSED COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN Requirements :- Building has Simple Diaphragms per Section 26.2 ASCE 7-10 Figure 28.6-1 - building must be regular shaped low-rise building as defined in Section 26.2 - Building is not sited at a location where channeling effects or buffeting in the wake of upwind obstructions need to be considered. - Building does not have complex response characteristics (vortex chedding, etc); H1 H2 H3 H4 m n W 3. Wind Pressure Values from ASCE 7-10 Figure 28.6-1, at Basic Wind Speed (Cont) b) Wind Pressures ps on MWFRS A B* C D* E F G H EOH GOH 1 24.74 -11.47 16.43 -6.70 -27.95 -16.48 -19.36 -12.66 -39.08 -30.61 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A B* C D* E F G H EOH GOH ps (Psf)1 23.23 -12.10 15.37 -7.14 -27.95 -15.85 -19.36 -12.22 -39.08 -30.61 Notes:1. For Longitudinal MWFRS, use θ = 0°, and locate Zone E/F and G/H boundary at mid length of building. 2. Horizontal and Vertical pressures shown represent the sum of internal and external pressures. 3*. Per Note 7, the total horizontal load must not be less than that determined by assuming p s = 0 in Zones B and D. 4. The minimum wind load case of 28.6.4 must also be considered, as follows: A B*C D*E F G H ps (Psf)16.00 8.00 16.00 8.00 0.00 0.00 0.00 0.00 Extent of Loading: a = MAX { MIN (10% Least Dimension, 40% Eave Height), 4% Least Dimension or 3.0'}Where 10% Least Dimension = 3.00 feet 40% Eave Height = 0.40 Hmr =6.00 feet Therefore a = 3.00 feet (See note 9 in Figure 28.6-1) 4% Least Dimension, or 3 ft = 3.00 feet 2a = 6.00 feet Horizontal Pressures Vertical Pressures Load Case Horizontal Pressures Vertical Pressures Horizontal Pressures Vertical PressuresLoad Case Overhangs Transverse Loading (Case A) Longitudinal Loading (Case B) Overhangs ps (Psf) MWFRS Wind Pressures Page 2 of 2 ASCE 7-10 MWFRS - Envel Proced Part 2 - JURASSIC Gift Shop 11/29/2023 Project Analysis Worksheet Structural Calculations Lateral Distribution Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Gift Shop CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Project Location Risk Category per ASCE 7 =II Exposure =C Site Class =D Wind Speed =90 Importance Factor Iw =1.00 Roof DL =15 psf Bldg/Area Length, L =60 ft Overall Structure Height =15.0 ft Ground Snow Load (Pg) =50 psf Bldg/Area Width, W =30 ft Plate Height = 10.0 ft Percent Seismic (Pg) =20% Edge Strip (a)=3 ft Wall Weight = 20.0 psf Ss =36.9%g End Zone (2a)=6 ft R = 6.5 S1 =14.1%g Roof Type (receiving wind) = Roof Type (receiving wind) =Gable End Use Only End Zone Pressures = Use Only End Zone Pressures =N Interior Pressure (psf) (T-H-C)= Interior Pressure (psf) (L-H-C) =15.4 Roof Interior Pressure (psf) (T-H-D)= Roof Interior Pressure (psf) =-6.7 End Zone Pressure (psf) (T-H-A) = End Zone Pressure (psf) (L-H-A)=23.2 Roof End Zone Pressure (psf) (T-H-B)= Roof End Zone Pressure (psf) =-11.5 Wind Lateral Load Vertical Distribution: Transverse Force Level hi (ft) di (ft) wx-end zone (plf) wx-min (plf) wx-avg (plf) Fx (kip) 1st 10 5 247 160 181 LRFD 10.9 Longitudinal Force Level hi (ft) di (ft) wx-end zone (plf) wx-min (plf) wx-avg (plf) Fx (kip) 1st 10 5 232 160 169 LRFD 5.1 Seismic Lateral Loading:ASCE 7-16 SMS = 0.555g CS = 0.057 T = 0.133 T0 = 0.118 SDS = 0.370g Cs-max = 0.252 Ta = 0.133 TS = 0.589 SM1 = 0.33g Cs-min = 0.016 Tmax = 0.186 Sa = 0.370 SD1 = 0.218g CS (controls)= 0.057 CU = 1.4 k = 1.00 TL =6 Fv = 2.32 Roof Area = 1984 Ct =0.020 Fa = 1.50 Seismic Weight = 67.6 x =0.750 V = 3.8 Seismic Lateral Distribution: Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) 1st 12.5 67.6 845 1.000 3.8 LRFD 3.8 Total Lateral Distribution: ASD Wind = 3050 Seismic = 2695 Wind = Seismic = 6513 2695 pounds pounds https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Gift Shop Calcs/[PAW_Lateral Distribution - JURASSIC CGift Shop.xlsx]Lateral Distribution -11.5 Lateral Loading: Wind Lateral Pressures: Longitudinal Direction (parallel to L):Transverse Direction (normal to L): Gable End N 16.4 -6.7 pounds 30 ft. 60 ft. 154 wx-interior (plf) pounds wx-interior (plf) 164 24.7 Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Gift Shop CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Project Location Line = ASD Seismic =1347.5 lbs ASD Wind =3256.5 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 18.5 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 18.5 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :D APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 6 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Gift Shop Calcs/[PAW_Shear Wall - JURASSIC Gift Shop.xlsx]A.1 12 18.5 A.1 1 2 3 1 18.5 12 0.6 16170.0 1.0518 1347.5 72.8 0.5482 197.352 378.648 2080.3 176.0 39078.0 0.0 3256.5 0.60 216 360 3221.3 72.8 OK non req 18.5 3221.3 2080.3 176.0 OK B D D 0.0 non req 6 in. 6 in. 6 in. 12 in. 6 in. 6 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Gift Shop CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Project Location Line = ASD Seismic =1347.5 lbs ASD Wind =3256.5 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 30 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 30 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :F APA Rated Sheating (in.): 7/16 Blocking: Blocked Edge Nailing (8d O.C.): 4 in. Field Nailing (8d O.C.): 12 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Gift Shop Calcs/[PAW_Shear Wall - JURASSIC Gift Shop.xlsx]A.2 12 30 A.1 1 2 3 1 30 18 0.4 16170.0 1.0518 1347.5 44.9 0.5482 246.69 473.31 2000.6 108.6 39078.0 0.0 3256.5 0.60 270 450 2667.4 44.9 OK 0.0 30 2667.4 2000.6 108.6 OK B B F 0.0 0.0 6 in. 6 in. 4 in. 12 in. 12 in. 12 in. 7/16 7/16 7/16 Unblocked Unblocked Blocked Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Gift Shop CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Project Location Line = ASD Seismic =1347.5 lbs ASD Wind =1525 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 35 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 35 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :D APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 6 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Gift Shop Calcs/[PAW_Shear Wall - JURASSIC Gift Shop.xlsx]B.1 6 in. 6 in. 6 in. 12 in. 6 in. 6 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked B D D 0.0 0.0 1248.8 1241.5 43.6 OK 38.5 OK 0.0 35 0.60 144 240 1248.8 43.6 18300.0 0.0 1525.0 0.5482 131.568 252.432 1241.5 16170.0 1.0518 1347.5 38.5 1 35 4 0.3 12 35 B.1 1 2 3 Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Gift Shop CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Project Location Line = ASD Seismic =1347.5 lbs ASD Wind =1525 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) =10 total: Length (ft) =5 25 Roof Trib (psf) = 4 aspect ratio 2.0 aspect ratio factor 1 total: Effective Length 5 23.33333333 Seismic: F = 288.8 shear = 57.8 Moment = 2887.5 DL factor 1 = 1.0518 wDL = 220.878 Compression = 1291.1 DL factor 2 = 0.5482 wDL = 115.122 Uplift = non req Wind: F = 326.8 shear = 65.4 Moment = 3267.9 wDL = 210 Compression = 1219.2 DL factor 2 = 0.60 wDL = 126 Uplift = non req Wall Results: Wall Length = ft ft ft 5 ft Max Seismic Shear = plf plf plf 57.8 plf OK Max Wind Shear = plf plf plf 65.4 plf OK Max Compression Seismic= lbs lbs lbs 1291.1 lbs Max Compression Wind= lbs lbs lbs 1291.1 lbs Max Uplift Seismic = lbs lbs lbs non req lbs Max Uplift Wind = lbs lbs lbs non req lbs Shear wall Type :B APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 12 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Gift Shop Calcs/[PAW_Shear Wall - JURASSIC Gift Shop.xlsx]B.2 15 15 10 10 5 5 B.2 1 2 3 1 0.66666667 1 10 3.33333333 5 4 4 4 1.5 3.0 2.0 8662.5 2887.5 2887.5 1.0518 1.0518 1.0518 577.5 192.5 288.8 57.8 38.5 57.8 0.5482 0.5482 0.5482 156.237 156.237 115.122 299.763 299.763 220.878 1883.2 1516.5 1291.1 65.4 43.6 65.4 9803.6 3267.9 3267.9 non req non req non req 653.6 217.9 326.8 0.60 0.60 0.60 171 171 126 285 285 210 1866.5 1413.2 1219.2 57.8 38.5 57.8 OK OK OK non req non req non req 10 5 5 1883.2 1516.5 1291.1 1883.2 1516.5 1291.1 65.4 43.6 65.4 OK OK OK B B B non req non req non req non req non req non req 6 in. 6 in. 6 in. 12 in. 12 in. 12 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK RESTROOMS JURASSIC CREEK RESTROOM KEY PLAN SCALE: NTS A. 1 B.1 Se i s m i c = 9 6 1 . 5 Wi n d = 2 0 2 0 Seismic = 961.5 Wind = 1944 A. 2 Se i s m i c = 9 6 1 . 5 Wi n d = 2 0 2 0 B.2 Seismic = 949 Wind = 2271 7/ 1 6 U N B L O C K E D 6 I N E D G E 12 I N F I E L D 7/ 1 6 U N B L O C K E D 6 I N E D G E 12 I N F I E L D 7/16 UNBLOCKED 6 IN EDGE 12 IN FIELD 7/16 UNBLOCKED 6 IN EDGE 12 IN FIELD B1 (2) 1.75X9.25 2.0E LVL B2 B2 B3 P1 4X 4 D F # 2 P4 4X 4 D F # 2 2X6 DF #2 @ 24" O.C. B3B4 J1 (2) 2X8 DF #2 (2) 2X8 DF #2 3.125X9 24F-V4 GLB P3 4X 4 D F # 2 P2 4X 4 D F # 2 Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK RESTROOMS GRAVITY DESIGN Project Analysis Worksheet Structural Calculations Continuous Footing Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Restroom CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Description: Soil Bearing Pressure (q) =1500 psf Allowable Soil Bearing (qu) =2128 psf qmin =100.89 psf Soil Bearing Pressure (qmax)=1211 psf OK Tributary Length (ft) P Dead (lbs/ft) P Live (lbs/ft) Pu (lbs/ft) Roof Loading:20 300.00 700.00 1480.00 Floor Loading:0 0.00 0.00 0.00 Wall Loading:14 280.00 0.00 336.00 Total Loads(lbs/ft) =580.00 700.00 1816.00 Ultimate Ratio = 1.42 Footing Dimensions Width = inches Width =8 inches Thickness = inches Height 36 inches Max Point Load on Stem Wall (Pmax) =17,625.0 lbs Max Point Load at opening (Pmax) =12,611.7 lbs Continuous Reinforcing area of bar(in^2) =0.20 Min p =0.0018 Rebar Size =#4 fy = psi bar diameter(in) =0.50 Max p =0.0134 f'c = psi Total Bars =2 Use p =0.0018 B1 =0.85 As req(in^2)=0.2592 8 inches Stemwall Height =36 Footing Thickness =8 inches (2)#4 18 inches https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Restroom Calcs/[PAW Cont Foot - JURASSIC RR.xlsx]Footing 1 Soil Conditions: Footing and Stem Wall Dimensions: Loading: Dead Load (lbs) Live Load (lbs) 15 35 2500 0 0 20 0 Stemwall Dimensions 18 8 Footing Rebar: 60000 Footing Design Stemwall Width = inches Continuous Rebar Footing Width = Concrete Pad Footing Strength Design per ACI 318-11 Mark: SonoTube: inches Material Data P Self (k) =0.77 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =0.50 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =1.19 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) =3.4 Mu (k-ft) =0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =1.33 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =1.33 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =36 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100% 2784 >-414 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:997 >-24 OK q min (psf) =1390 q max (psf) =1390 OK qu-max (psf) =1937 qu at edge of base (psf) =1937 qu-min (psf) =1937 qu at edge of base (psf) =1937 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 0.16 Bar size =#4 p =0.0000 Fy (psi) = 60000 Mu (k-ft) = 0.03 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0 d (in)= 32.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Spacing (in) = 10100 Use p =0.0000 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 43.7 OK Check Development Length L' short (ft) = 0.16 Bar size =#4 p =0.0000 Fy (psi) = 60000 Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0 d (in)= 32.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Spacing (in) = 20200 Use p =0.0000 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 43.2 OK P1 - Restroom Use: w/ 1 #4 1.3 feet long x 1.3 feet wide x 36'' thick Footing Each Way Short Direction Check p P1 - Restroom 18 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Project Jurassic Creek 0.00 Job No.Restrooms 0.00 By 0.00 0.00 Date 11/29/23 0.00 Sheet _____ of ______ NBSD-Software.Com DRIFTS ON ROOF PROJECTIONS AND PARAPETS ASCE 7-10 CHAPTER 7 - SNOW LOADS COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN 1. Snow Parameter Data Building Parameters L =35.00 feet (Length of Building) W =35.00 feet (Width of Building) Hp =4.00 feet (Height of parapet) Snow Design Parameters Note: Tables and Figures provided courtesy of American Society of Civil Engineers (ASCE). Occupancy:II (ASCE 7-10 Table 1.5-1) Fully Exposed Partially Exposed Sheltered pg =50 B 0.9 1.0 1.2 C 0.9 1.0 1.1 EXP =B (Exposure Category, ASCE 7-10 Chapt 26.7)D 0.8 0.9 1.0 Above the treeline in widswept mountainous areas 0.7 0.8 N/A Note: House Structure Kept at Room Temp Kept Above Freezing Unheated Greenhous e with Insulation Thermal Condition x Note: Fully Exposed Partially Exposed Sheltered Roof Condition x 2. Determination of Flat Roof Snow Load, Pf (Section 7.3) Pf = 0.7 Cs Ct Is Pg (7.3-1)Where Ce =0.9 lb/ft2 (Exposure Factor, from Figure 7-2) Ct =1.10 (Thermal Factor, Table 7-3) I =1.00 (Importance factor, from ASCE 7-10 Table 1.5-2) pg =50 lb/ft2 (Ground Snow Load, from Figure 7-1) Pf =34.65 psf 3. Determination of Drift Loads (7.7) a) Determination of Snow Density γ = 0.13 Pg + 14 < 30 pcf (7.7-1) Where pg =50 psf γ = 20.50 pcf b) Determination of Clear Height, hc hc = Hp - hb Where Hp =4.00 feet (Height of parapet) hb = pf / γ and pf =34.65 psf (Flat roof snow load) γ = 20.50 pcf hb = 1.69 feet (height of balanced snow load) hc =2.31 feet Chapter 26.7 N Above the treeline in widswept mountainous areas (Y or N) ? In Alaska, in areas where trees do not exist within a 2- mile radius of the site Table 7-2 Exposure Factor, Ce Terrain Category lb/ft2 (Ground Snow Load, from Figure 7-1) Chapter 26.7 Chapter 26.7 Slippery Non-Slippery 0.7 0.8 N/A N In Alaska, in areas where trees do not exist within a 2-mile radius of the site (Y or N) ? Roof Surface x Metal, Slate, glass, bituminous, rubber, plastic surfaces with a smooth surface. Membranes with imbedded aggregate or mineral granule surface, asphalt shingles, wood shingles, shakes. p s f 2 0 Pf o r 2 0 g  Hp Page 1 of 2 Snow Loads - Parapets - ASCE 7-10 Gravity Loads - JURASSIC RR 11/29/2023 Project Jurassic Creek 0.00 Job No.Restrooms 0.00 By 0.00 0.00 Date 11/29/23 0.00 Sheet _____ of ______ NBSD-Software.Com DRIFTS ON ROOF PROJECTIONS AND PARAPETS ASCE 7-10 CHAPTER 7 - SNOW LOADS COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN 1. Snow Parameter Data Building Parameters L =35.00 feet (Length of Building) W =35.00 feet (Width of Building) Hp =4.00 feet (Height of parapet) Hp d) Determine if Drift Loads are Required (7.7.1) Note:If hc/hb < 0.2, drift loads are not required to be applied, where hc =2.31 feet hb =1.69 feet hc/hb =1.37 Drift loads must be considered! a) Drift along Length of Building 4. Drift Loads on Roof Projections (Sect 7.7) Pd = 37.13 psf Pf = 34.7 psf a) Drift along Length of Building 1.81' Lu = L =35 ft (Length of building) pg =50 lb/ft2 (Ground Snow Load, from Figure 7-1) 0.75 hd =1.81 feet w = 7.24' Drift Width <= Governs! Where hd =1.81 feet hc =2.31 feet Thus, w =7.24 feet hd =1.81 feet Maximum Intensity of Drift Surcharge Load b) Drift along Width of Building Pd = hd γ Where hd =1.81 feet Pd = 37.13 psf Pf = 34.7 psf γ = 20.50 pcf Pd =37.1 psf 1.81' b) Drift along Width of Building Lu = L =35 ft (Length of building)w = 7.24' pg =50 lb/ft2 (Ground Snow Load, from Figure 7-1) 0.75 hd =1.81 feet Drift Width <= Governs! Where hd =1.81 feet hc =2.31 feet Thus, w =7.24 feet hd =1.81 feet Maximum Intensity of Drift Surcharge Load Pd = hd γ Where hd =1.81 feet γ = 20.50 pcf Pd =37.1 psf (7.7.1) 1.5 - 10 p L 0.43 0.75 h 0.75 4 g3ud  dddcdh 4 wand h h ,h h If  h 8 h h 4 wand h h ,h h If c c 2 d cdcd  (7.7.1) 1.5 - 10 p L 0.43 0.75 h 0.75 4 g3ud  dddcdh 4 wand h h ,h h If  h 8 h h 4 wand h h ,h h If c c 2 d cdcd  Page 2 of 2 Snow Loads - Parapets - ASCE 7-10 Gravity Loads - JURASSIC RR 11/29/2023 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2383 @ 1 1/2"11813 (3.00")Passed (20%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2009 @ 1' 1/4"10611 Passed (19%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)7451 @ 6' 6"19327 Passed (39%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.238 @ 6' 6"0.425 Passed (L/643)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.332 @ 6' 6"0.637 Passed (L/460)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"677 1706 2383 None 2 - Trimmer - DF 3.00"3.00"1.50"677 1706 2383 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' o/c Bottom Edge (Lu)13' o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 13'N/A 14.2 -- 1 - Uniform (PSF)0 to 13'7' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B1 3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1449 @ 1 1/2"5625 (3.00")Passed (26%)--1.0 D + 1.0 S (All Spans) Shear (lbs)742 @ 10 1/4"3002 Passed (25%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1093 @ 1' 9"2720 Passed (40%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.014 @ 1' 9"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"377 1072 1449 None 2 - Trimmer - DF 3.00"3.00"1.50"377 1072 1449 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 6" o/c Bottom Edge (Lu)3' 6" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 6"N/A 5.5 -- 1 - Uniform (PSF)0 to 3' 6"17' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B2 2 piece(s) 2 x 8 DF No.2 ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)565 @ 2"4648 (3.50")Passed (12%)--1.0 D + 1.0 S (All Spans) Shear (lbs)435 @ 1' 1/2"5714 Passed (8%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1190 @ 4' 6 1/2"9703 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.034 @ 4' 6 1/2"0.292 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.048 @ 4' 6 1/2"0.438 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 8' 9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - SPF 3.50"3.50"1.50"167 397 565 Blocking 2 - Stud wall - SPF 3.50"3.50"1.50"167 397 565 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 1" o/c Bottom Edge (Lu)9' 1" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9' 1"N/A 6.8 -- 1 - Uniform (PSF)0 to 9' 1" (Front)2' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B3 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1124 @ 2"4648 (3.50")Passed (24%)--1.0 D + 1.0 S (All Spans) Shear (lbs)995 @ 1' 1/2"5714 Passed (17%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)4897 @ 9' 1/2"9703 Passed (50%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.572 @ 9' 1/2"0.592 Passed (L/372)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.813 @ 9' 1/2"0.887 Passed (L/262)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 17' 9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - SPF 3.50"3.50"1.50"333 791 1124 Blocking 2 - Stud wall - SPF 3.50"3.50"1.50"333 791 1124 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)18' 1" o/c Bottom Edge (Lu)18' 1" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 18' 1"N/A 6.8 -- 1 - Uniform (PSF)0 to 18' 1" (Front)2' 6"12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B4 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Post Height: 8' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%)---- Compression (lbs)564 7605 Passed (7%)1.15 1.0 D + 1.0 S Base Bearing (lbs)564 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.03 1 Passed (3%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Load (0.90)(1.15)Comments 1 - Point (lb)167 397 Linked from: B3, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P1 1 piece(s) 4 x 4 DF No.1 ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)258 @ 5' 3 1/2"1406 (1.50")Passed (18%)--1.0 D + 1.0 S (All Spans) Shear (lbs)214 @ 4' 10 5/16"1139 Passed (19%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)328 @ 2' 9"975 Passed (34%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.035 @ 2' 9"0.268 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.051 @ 2' 9"0.357 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"87 193 279 Blocking 2 - Hanger on 5 1/2" DF Ledger 3.50"Hanger¹1.50"89 198 287 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 7" o/c Bottom Edge (Lu)5' 7" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 5' 7"24"15.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 5' 8 3/4" MEMBER REPORT PASSED Level, J1 1 piece(s) 2 x 6 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Post Height: 8' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%)---- Compression (lbs)1688 7605 Passed (22%)1.15 1.0 D + 1.0 S Base Bearing (lbs)1688 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.15 1 Passed (15%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Loads (0.90)(1.15)Comments 1 - Point (lb)167 397 Linked from: B3, Support 1 2 - Point (lb)333 791 Linked from: B4, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P2 1 piece(s) 4 x 4 DF No.1 ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Post Height: 8' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%)---- Compression (lbs)1688 7605 Passed (22%)1.15 1.0 D + 1.0 S Base Bearing (lbs)1688 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.15 1 Passed (15%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Loads (0.90)(1.15)Comments 1 - Point (lb)167 397 Linked from: B3, Support 1 2 - Point (lb)333 791 Linked from: B4, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P3 1 piece(s) 4 x 4 DF No.1 ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Post Height: 8' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%)---- Compression (lbs)564 7605 Passed (7%)1.15 1.0 D + 1.0 S Base Bearing (lbs)564 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.03 1 Passed (3%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Load (0.90)(1.15)Comments 1 - Point (lb)167 397 Linked from: B3, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P4 1 piece(s) 4 x 4 DF No.1 ForteWEB Software Operator Job Notes 11/29/2023 11:52:17 PM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: Restroom Location: Height (ft) =10.0 Gravity Loads to Wall: Le/d = 21.8 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 12 15 705 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =30 (Due to Wind)wall weight 15 15 225 0.6 * w = (psf) 18.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 930 plf Lumber Grade: (DF No. 2) Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 540 per stud P (lbs) = 525 P (lbs) = 1240 per stud M (lb-ft) = 300 M (lb-ft) = 225 M (lb-ft) = 0 FcE (psi) =1002 FcE (psi) =1002 FcE (psi) =1002 Fc' (psi) = 894 Fc' (psi) = 894 Fc' (psi) = 839 fc (psi) = 65 < Fc'OK fc (psi) = 64 < Fc'OK fc (psi) = 150 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 476 < Fb'OK fb (psi) = 357 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.24 < 1.0 OK CSR = 0.18 < 1.0 OK CSR = 0.03 < 1.0 OK D (in.) =0.11 = L/1056 OK D (in.) =0.09 = L/1408 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers: King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 6924 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.24 for M < Mcap (governs) trib width capacity (ft) = 5.87 for D < L /240 Wood Stud Wall Design Design based on NDS 2012 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Typical 10'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 0 1 1 29'-1'' to 19'-7'' < 9'-1'' 30'-1'' to 40'-7'' 4 3 1 1 4 2 1 11 1 1 319'-7'' to 30'-1'' 1 1 (DF No. 2)Typical 10'-0" Plate Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK RESTROOMS LATERAL DESIGN Project JURASSIC CREEK Job No.Bathrooms By EAS Date 11/29/23 Sheet _____ of ______ NBSD-Software.Com MAIN WIND FORCE RESISTING SYSTEMS - WALLS AND ROOF ASCE 7-10 WIND PROVISIONS - CHAPTER 28 - ENVELOPE PROCEDURE PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS ENCLOSED COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN Requirements :- Building has Simple Diaphragms per Section 26.2 ASCE 7-10 Figure 28.6-1 1. Building Parameters Please note: Risk Category:II (ASCE 7-10 Table 1.5-1) ASCE 7-10 Figure 28.6-1 data and information provided for reference courtesy of Site Data American Society of Civil Engineers (ASCE) and Structural Engineering Institute (SEI). EXP =C (Exposure Category per ASCE 26.7.3) V =90 mph (Basic Wind Speed, ASCE 7-10 Fig 26.5-1A) Building Dimensions Vertical:Horizontal: H1 = 15.00 feet m = 17.50 feet Roof Angle θ = 0.00 degrees (Windward Side) H2 = 0.00 feet n = 17.50 feet = 6.52 degrees (Leeward Side) H3 = 13.00 feet H4 = 2.00 feet Mean Roof Height (ASCE 7-10 Section 26.2): W = 35.00 feet (Transverse building dimension) Hmr = AVERAGE (He,Hmax), for θ >10 degrees, otherwise He L = 35.00 feet (Longitudinal building dimension) Where Hmax =15.00 ft (maximum elevation) Heave =15.00 ft (Max Eave Height) Hmr =15.00 ft (Mean Roof Height) 2. Wind Velocity Pressure (ASCE 7-10 28.6.3) ps = λ Kzt Ps30 (EQ 28.6-1) Where λ =1.21 (Adjustment Factor for Building Height and Exposure, per Fig 6-2, Exp C, H = 15 feet) Kzt =1.00 (Topographic Factor per Figure 6-4 - No info provided on topography) ps =1.21 * ps30 psf (Wind Velocity Pressure) 3. Wind Pressure Values from ASCE 7-10 Figure 28.6-1, at Basic Wind Speed a) Wind Pressures ps30 on MWFRS For θ =6.52 degrees (Windward Side) A B C D E F G H EOH GOH 90 0 to 5°1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 10 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3 20 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 2 -----4.1 -7.9 -1.1 -5.1 -- 30 to 45° 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7 1 19.93 -9.70 13.22 -5.69 -23.10 -13.40 -16.00 -10.31 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - building must be regular shaped low-rise building as defined in Section 26.2 6.52 - Building is not sited at a location where channeling effects or buffeting in the wake of upwind obstructions need to be considered. Simplified Design Wind Pressure, Ps30 (psf) (Exposure B at h = 30 ft., Kzt =1.0) Basic Wind Speed (mph) Roof Angle (degrees)Load Case - Building does not have complex response characteristics (vortex chedding, etc); Zones Horizontal Pressures Vertical Pressures Overhangs H1 H2 H3 H4 m n W MWFRS Wind Pressures Page 1 of 2 ASCE 7-10 MWFRS - Envel Proced Part 2 - JURASSIC RR 11/29/2023 Project JURASSIC CREEK Job No.Bathrooms By EAS Date 11/29/23 Sheet _____ of ______ NBSD-Software.Com MAIN WIND FORCE RESISTING SYSTEMS - WALLS AND ROOF ASCE 7-10 WIND PROVISIONS - CHAPTER 28 - ENVELOPE PROCEDURE PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS ENCLOSED COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN Requirements :- Building has Simple Diaphragms per Section 26.2 ASCE 7-10 Figure 28.6-1 - building must be regular shaped low-rise building as defined in Section 26.2 - Building is not sited at a location where channeling effects or buffeting in the wake of upwind obstructions need to be considered. - Building does not have complex response characteristics (vortex chedding, etc); H1 H2 H3 H4 m n W 3. Wind Pressure Values from ASCE 7-10 Figure 28.6-1, at Basic Wind Speed (Cont) b) Wind Pressures ps on MWFRS A B* C D* E F G H EOH GOH 1 24.11 -11.73 15.99 -6.88 -27.95 -16.22 -19.36 -12.48 -39.08 -30.61 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A B* C D* E F G H EOH GOH ps (Psf)1 23.23 -12.10 15.37 -7.14 -27.95 -15.85 -19.36 -12.22 -39.08 -30.61 Notes:1. For Longitudinal MWFRS, use θ = 0°, and locate Zone E/F and G/H boundary at mid length of building. 2. Horizontal and Vertical pressures shown represent the sum of internal and external pressures. 3*. Per Note 7, the total horizontal load must not be less than that determined by assuming p s = 0 in Zones B and D. 4. The minimum wind load case of 28.6.4 must also be considered, as follows: A B*C D*E F G H ps (Psf)16.00 8.00 16.00 8.00 0.00 0.00 0.00 0.00 Extent of Loading: a = MAX { MIN (10% Least Dimension, 40% Eave Height), 4% Least Dimension or 3.0'}Where 10% Least Dimension = 3.50 feet 40% Eave Height = 0.40 Hmr =6.00 feet Therefore a = 3.50 feet (See note 9 in Figure 28.6-1) 4% Least Dimension, or 3 ft = 3.00 feet 2a = 7.00 feet Horizontal Pressures Vertical Pressures Load Case Horizontal Pressures Vertical Pressures Horizontal Pressures Vertical PressuresLoad Case Overhangs Transverse Loading (Case A) Longitudinal Loading (Case B) Overhangs ps (Psf) MWFRS Wind Pressures Page 2 of 2 ASCE 7-10 MWFRS - Envel Proced Part 2 - JURASSIC RR 11/29/2023 Project Analysis Worksheet Structural Calculations Lateral Distribution Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Restroom CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Project Location Risk Category per ASCE 7 =II Exposure =C Site Class =D Wind Speed =90 Importance Factor Iw =1.00 Roof DL =15 psf Bldg/Area Length, L =35 ft Overall Structure Height =15.0 ft Ground Snow Load (Pg) =50 psf Bldg/Area Width, W =35 ft Plate Height = 10.0 ft Percent Seismic (Pg) =20% Edge Strip (a)=3.5 ft Wall Weight = 20.0 psf Ss =36.9%g End Zone (2a)=7 ft R = 6.5 S1 =14.1%g Roof Type (receiving wind) = Roof Type (receiving wind) =Gable End Use Only End Zone Pressures = Use Only End Zone Pressures =N Interior Pressure (psf) (T-H-C)= Interior Pressure (psf) (L-H-C) =15.4 Roof Interior Pressure (psf) (T-H-D)= Roof Interior Pressure (psf) =-6.9 End Zone Pressure (psf) (T-H-A) = End Zone Pressure (psf) (L-H-A)=23.2 Roof End Zone Pressure (psf) (T-H-B)= Roof End Zone Pressure (psf) =-11.7 Wind Lateral Load Vertical Distribution: Transverse Force Level hi (ft) di (ft) wx-end zone (plf) wx-min (plf) wx-avg (plf) Fx (kip) 1st 10 5 241 160 192 LRFD 6.7 Longitudinal Force Level hi (ft) di (ft) wx-end zone (plf) wx-min (plf) wx-avg (plf) Fx (kip) 1st 10 5 232 160 185 LRFD 6.5 Seismic Lateral Loading:ASCE 7-16 SMS = 0.555g CS = 0.057 T = 0.133 T0 = 0.118 SDS = 0.370g Cs-max = 0.252 Ta = 0.133 TS = 0.589 SM1 = 0.33g Cs-min = 0.016 Tmax = 0.186 Sa = 0.370 SD1 = 0.218g CS (controls)= 0.057 CU = 1.4 k = 1.00 TL =6 Fv = 2.32 Roof Area = 1369 Ct =0.020 Fa = 1.50 Seismic Weight = 48.2 x =0.750 V = 2.7 Seismic Lateral Distribution: Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) 1st 12.5 48.2 603 1.000 2.7 LRFD 2.7 Total Lateral Distribution: ASD Wind = 3888 Seismic = 1923 Wind = Seismic = 4040 1923 pounds pounds https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Restroom Calcs/[PAW_Lateral Distribution - JURASSIC RR.xlsx]Lateral Distribution pounds wx-interior (plf) 160 24.1 pounds 35 ft. 35 ft. 154 wx-interior (plf) -11.7 Lateral Loading: Wind Lateral Pressures: Longitudinal Direction (parallel to L):Transverse Direction (normal to L): Gable End N 16.0 -6.9 Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Restrooms CHECKED EAS Project No.:02-23-006 DATE: 11/29/2023 Project Location Line = ASD Seismic =961.5 lbs ASD Wind =2020 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 35 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 35 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :D APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 6 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Restroom Calcs/[PAW_Shear Wall - JURASSIC RR.xlsx]A.1 12 35 A.1 1 2 3 1 35 4 0.3 11538.0 1.0518 961.5 27.5 0.5482 131.568 252.432 1106.7 57.7 24240.0 0.0 2020.0 0.60 144 240 1419.3 27.5 OK 0.0 35 1419.3 1106.7 57.7 OK B D D 0.0 0.0 6 in. 6 in. 6 in. 12 in. 6 in. 6 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Restrooms CHECKED EAS Project No.:02-23-006 DATE: 11/29/2023 Project Location Line = ASD Seismic =961.5 lbs ASD Wind =2020 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 35 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 35 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :F APA Rated Sheating (in.): 7/16 Blocking: Blocked Edge Nailing (8d O.C.): 4 in. Field Nailing (8d O.C.): 12 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Restroom Calcs/[PAW_Shear Wall - JURASSIC RR.xlsx]A.2 12 35 A.1 1 2 3 1 35 4 0.3 11538.0 1.0518 961.5 27.5 0.5482 131.568 252.432 1106.7 57.7 24240.0 0.0 2020.0 0.60 144 240 1419.3 27.5 OK 0.0 35 1419.3 1106.7 57.7 OK B B F 0.0 0.0 6 in. 6 in. 4 in. 12 in. 12 in. 12 in. 7/16 7/16 7/16 Unblocked Unblocked Blocked Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Restrooms CHECKED EAS Project No.:02-23-006 DATE: 11/29/2023 Project Location Line = ASD Seismic =961.5 lbs ASD Wind =1944 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 35 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 35 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :D APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 6 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Restroom Calcs/[PAW_Shear Wall - JURASSIC RR.xlsx]B.1 6 in. 6 in. 6 in. 12 in. 6 in. 6 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked B D D 0.0 0.0 2003.6 1757.3 55.5 OK 27.5 OK 0.0 35 0.60 265.5 442.5 2003.6 55.5 23328.0 0.0 1944.0 0.5482 242.5785 465.4215 1757.3 11538.0 1.0518 961.5 27.5 1 35 17.5 0.3 12 35 B.1 1 2 3 Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Restrooms CHECKED EAS Project No.:02-23-006 DATE: 11/29/2023 Project Location Line = ASD Seismic =961.5 lbs ASD Wind =1944 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 22 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 22 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :B APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 12 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Restroom Calcs/[PAW_Shear Wall - JURASSIC RR.xlsx]B.2 15 15 11 11 B.2 1 2 3 1 1 11 11 20 20 1.4 1.4 7211.3 7211.3 1.0518 1.0518 480.8 480.8 43.7 43.7 0.5482 0.5482 287.805 287.805 552.195 552.195 2451.4 2451.4 88.4 88.4 14580.0 14580.0 0.0 0.0 972.0 972.0 0.60 0.60 315 315 525 525 2945.1 2945.1 43.7 43.7 OK OK 0.0 0.0 11 11 2945.1 2945.1 2451.4 2451.4 88.4 88.4 OK OK B B B 0.0 0.0 0.0 0.0 6 in. 6 in. 6 in. 12 in. 12 in. 12 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK CAFE JURASSIC CREEK CAFE KEY PLAN SCALE: NTS B1 B3 A. 1 B.1 Se i s m i c = 5 5 0 Wi n d = 1 1 1 1 Seismic = 550 Wind = 1937.5 A. 2 Se i s m i c = 5 5 0 Wi n d = 1 1 1 1 B.2 Seismic = 550 Wind = 1937.5 ST H D 1 4 ST H D 1 4 ST H D 1 4 ST H D 1 4 ST H D 1 4 ST H D 1 4 B2 B4 B5 B5 7/ 1 6 U N B L O C K E D 6 I N E D G E 12 I N F I E L D 7/16 BLOCKED 6 IN EDGE 12 IN FIELD (2 ) 2 X 6 D F # 2 (2 ) 2 X 6 D F # 2 (2) 1.75X7.25 2.0E LVL (2) 1.75X7.25 2.0E LVL 3.125X6 24F-V4 GLB 3.125X6 24F-V4 GLB P1 4X 4 D F # 2 P2 4X 4 D F # 2 P3 4X 4 D F # 2 J1 2X6 DF #2 @ 24" O.C. 7/ 1 6 U N B L O C K E D 6 I N E D G E 12 I N F I E L D 7/ 1 6 U N B L O C K E D 6 I N E D G E 12 I N F I E L D 7/16 UNBLOCKED 6 IN EDGE 12 IN FIELD Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK CAFE GRAVITY DESIGN Project Analysis Worksheet Structural Calculations Continuous Footing Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Café CHECKED EAS Project No.:02-23-006 DATE: 11/28/2023 Description: Soil Bearing Pressure (q) =1500 psf Allowable Soil Bearing (qu) =2136 psf qmin =111.17 psf Soil Bearing Pressure (qmax)=1334 psf OK Tributary Length (ft) P Dead (lbs/ft) P Live (lbs/ft) Pu (lbs/ft) Roof Loading:22.5 337.50 787.50 1665.00 Floor Loading:0 0.00 0.00 0.00 Wall Loading:14 280.00 0.00 336.00 Total Loads(lbs/ft) =617.50 787.50 2001.00 Ultimate Ratio = 1.42 Footing Dimensions Width = inches Width =8 inches Thickness = inches Height 36 inches Max Point Load on Stem Wall (Pmax) =17,625.0 lbs Max Point Load at opening (Pmax) =12,122.1 lbs Continuous Reinforcing area of bar(in^2) =0.20 Min p =0.0018 Rebar Size =#4 fy = psi bar diameter(in) =0.50 Max p =0.0134 f'c = psi Total Bars =2 Use p =0.0018 B1 =0.85 As req(in^2)=0.2592 8 inches Stemwall Height =36 Footing Thickness =8 inches (2)#4 18 inches https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Cafe Calcs/[PAW Cont Foot - JURASSIC CAFE.xlsx]Footing 1 Footing Design Stemwall Width = inches Continuous Rebar Footing Width = Stemwall Dimensions 18 8 Footing Rebar: 60000 2500 0 0 20 0 Footing and Stem Wall Dimensions: Loading: Dead Load (lbs) Live Load (lbs) 15 35 Soil Conditions: Concrete Pad Footing Strength Design per ACI 318-11 Mark: SonoTube: inches Material Data P Self (k) =0.77 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =0.43 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =1.11 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) =3.2 Mu (k-ft) =0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =1.33 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =1.33 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =36 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100% 2784 >-389 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:997 >-22 OK q min (psf) =1308 q max (psf) =1308 OK qu-max (psf) =1821 qu at edge of base (psf) =1821 qu-min (psf) =1821 qu at edge of base (psf) =1821 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 0.16 Bar size =#4 p =0.0000 Fy (psi) = 60000 Mu (k-ft) = 0.02 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0 d (in)= 32.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Spacing (in) = 10746 Use p =0.0000 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 43.7 OK Check Development Length L' short (ft) = 0.16 Bar size =#4 p =0.0000 Fy (psi) = 60000 Mu (k-ft) = 0.01 area of bar = 0.20 Min p =0.0000 Ld1 (in) =24.0 d (in)= 32.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Spacing (in) = 21491 Use p =0.0000 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 43.2 OK P1 - Café Use: w/ 1 #4 Short Direction Check p P1 - Café 18 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p 1.3 feet long x 1.3 feet wide x 36'' thick Footing Each Way Project Jurassic Creek 0.00 Job No.Café 0.00 By 0.00 0.00 Date 11/29/23 0.00 Sheet _____ of ______ NBSD-Software.Com DRIFTS ON ROOF PROJECTIONS AND PARAPETS ASCE 7-10 CHAPTER 7 - SNOW LOADS COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN 1. Snow Parameter Data Building Parameters L =30.00 feet (Length of Building) W =20.00 feet (Width of Building) Hp =3.00 feet (Height of parapet) Snow Design Parameters Note: Tables and Figures provided courtesy of American Society of Civil Engineers (ASCE). Occupancy:II (ASCE 7-10 Table 1.5-1) Fully Exposed Partially Exposed Sheltered pg =50 B 0.9 1.0 1.2 C 0.9 1.0 1.1 EXP =B (Exposure Category, ASCE 7-10 Chapt 26.7)D 0.8 0.9 1.0 Above the treeline in widswept mountainous areas 0.7 0.8 N/A Note: House Structure Kept at Room Temp Kept Above Freezing Unheated Greenhous e with Insulation Thermal Condition x Note: Fully Exposed Partially Exposed Sheltered Roof Condition x 2. Determination of Flat Roof Snow Load, Pf (Section 7.3) Pf = 0.7 Cs Ct Is Pg (7.3-1)Where Ce =0.9 lb/ft2 (Exposure Factor, from Figure 7-2) Ct =1.10 (Thermal Factor, Table 7-3) I =1.00 (Importance factor, from ASCE 7-10 Table 1.5-2) pg =50 lb/ft2 (Ground Snow Load, from Figure 7-1) Pf =34.65 psf 3. Determination of Drift Loads (7.7) a) Determination of Snow Density γ = 0.13 Pg + 14 < 30 pcf (7.7-1) Where pg =50 psf γ = 20.50 pcf b) Determination of Clear Height, hc hc = Hp - hb Where Hp =3.00 feet (Height of parapet) hb = pf / γ and pf =34.65 psf (Flat roof snow load) γ = 20.50 pcf hb = 1.69 feet (height of balanced snow load) hc =1.31 feet Chapter 26.7 N Above the treeline in widswept mountainous areas (Y or N) ? In Alaska, in areas where trees do not exist within a 2- mile radius of the site Table 7-2 Exposure Factor, Ce Terrain Category lb/ft2 (Ground Snow Load, from Figure 7-1) Chapter 26.7 Chapter 26.7 Slippery Non-Slippery 0.7 0.8 N/A N In Alaska, in areas where trees do not exist within a 2-mile radius of the site (Y or N) ? Roof Surface x Metal, Slate, glass, bituminous, rubber, plastic surfaces with a smooth surface. Membranes with imbedded aggregate or mineral granule surface, asphalt shingles, wood shingles, shakes. p s f 2 0 Pf o r 2 0 g  Hp Page 1 of 2 Snow Loads - Parapets - ASCE 7-10 Gravity Loads - JURASSIC CAFE 11/29/2023 Project Jurassic Creek 0.00 Job No.Café 0.00 By 0.00 0.00 Date 11/29/23 0.00 Sheet _____ of ______ NBSD-Software.Com DRIFTS ON ROOF PROJECTIONS AND PARAPETS ASCE 7-10 CHAPTER 7 - SNOW LOADS COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN 1. Snow Parameter Data Building Parameters L =30.00 feet (Length of Building) W =20.00 feet (Width of Building) Hp =3.00 feet (Height of parapet) Hp d) Determine if Drift Loads are Required (7.7.1) Note:If hc/hb < 0.2, drift loads are not required to be applied, where hc =1.31 feet hb =1.69 feet hc/hb =0.77 Drift loads must be considered! a) Drift along Length of Building 4. Drift Loads on Roof Projections (Sect 7.7) Pd = 34.11 psf Pf = 34.7 psf a) Drift along Length of Building 1.66' Lu = L =30 ft (Length of building) pg =50 lb/ft2 (Ground Snow Load, from Figure 7-1) 0.75 hd =1.66 feet w = 8.46' Drift Width Where hd =1.66 feet hc =1.31 feet <= Governs! Thus, w =8.46 feet hd =1.31 feet Maximum Intensity of Drift Surcharge Load b) Drift along Width of Building Pd = hd γ Where hd =1.66 feet Pd = 26.88 psf Pf = 34.7 psf γ = 20.50 pcf Pd =34.1 psf 1.31' b) Drift along Width of Building Lu = L =20 ft (Length of building)w = 5.25' pg =50 lb/ft2 (Ground Snow Load, from Figure 7-1) 0.75 hd =1.31 feet Drift Width Where hd =1.31 feet hc =1.31 feet <= Governs! Thus, w =5.25 feet hd =1.31 feet Maximum Intensity of Drift Surcharge Load Pd = hd γ Where hd =1.31 feet γ = 20.50 pcf Pd =26.9 psf (7.7.1) 1.5 - 10 p L 0.43 0.75 h 0.75 4 g3ud  dddcdh 4 wand h h ,h h If  h 8 h h 4 wand h h ,h h If c c 2 d cdcd  (7.7.1) 1.5 - 10 p L 0.43 0.75 h 0.75 4 g3ud  dddcdh 4 wand h h ,h h If  h 8 h h 4 wand h h ,h h If c c 2 d cdcd  Page 2 of 2 Snow Loads - Parapets - ASCE 7-10 Gravity Loads - JURASSIC CAFE 11/29/2023 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)312 @ 0 2813 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)200 @ 7"2277 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)254 @ 1' 7 1/2"1696 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.005 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.007 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"85 227 312 None 2 - Trimmer - DF 1.50"1.50"1.50"85 227 312 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 3' 3"4'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B1 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)504 @ 0 2813 (1.50")Passed (18%)--1.0 D + 1.0 S (All Spans) Shear (lbs)392 @ 7"2277 Passed (17%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)662 @ 2' 7 1/2"1696 Passed (39%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.036 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.049 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"137 367 504 None 2 - Trimmer - DF 1.50"1.50"1.50"137 367 504 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 4.2 -- 1 - Uniform (PSF)0 to 5' 3"4'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B2 2 piece(s) 2 x 6 DF No.2 ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2458 @ 1 1/2"7875 (3.00")Passed (31%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1694 @ 10 1/4"5544 Passed (31%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3079 @ 2' 9"8182 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.063 @ 2' 9"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.083 @ 2' 9"0.262 Passed (L/762)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"598 1860 2458 None 2 - Trimmer - DF 3.00"3.00"1.50"598 1860 2458 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 6" o/c Bottom Edge (Lu)5' 6" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 6"N/A 7.4 -- 1 - Uniform (PSF)0 to 5' 6"17' 6"12.0 35.0 Default Load 2 - Uniform (PSF)0 to 5' 6"10'-6.4 DRIFT LOAD hd gamma sqt S 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B3 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2458 @ 1 1/2"7875 (3.00")Passed (31%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1694 @ 10 1/4"5544 Passed (31%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3079 @ 2' 9"8182 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.063 @ 2' 9"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.083 @ 2' 9"0.262 Passed (L/762)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"598 1860 2458 None 2 - Trimmer - DF 3.00"3.00"1.50"598 1860 2458 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 6" o/c Bottom Edge (Lu)5' 6" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 6"N/A 7.4 -- 1 - Uniform (PSF)0 to 5' 6"17' 6"12.0 35.0 Default Load 2 - Uniform (PSF)0 to 5' 6"10'-6.4 DRIFT LOAD hd gamma sqt S 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B4 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)770 @ 2"7109 (3.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)655 @ 9 1/2"3809 Passed (17%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)1912 @ 5' 3 1/2"4313 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.258 @ 5' 3 1/2"0.342 Passed (L/478)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.357 @ 5' 3 1/2"0.512 Passed (L/344)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 10' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - DF 3.50"3.50"1.50"215 556 770 Blocking 2 - Column - DF 3.50"3.50"1.50"215 556 770 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 7" o/c Bottom Edge (Lu)10' 7" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 10' 7"N/A 4.6 -- 1 - Uniform (PSF)0 to 10' 7" (Front)3'12.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, B5 1 piece(s) 3 1/8" x 6" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Post Height: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (62%)---- Compression (lbs)771 5727 Passed (13%)1.15 1.0 D + 1.0 S Base Bearing (lbs)771 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.07 1 Passed (7%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Load (0.90)(1.15)Comments 1 - Point (lb)215 556 Linked from: B5, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P1 1 piece(s) 4 x 4 DF No.2 ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)205 @ 5' 3 1/2"1406 (1.50")Passed (15%)--1.0 D + 0.7 E (All Spans) Shear (lbs)170 @ 4' 10 5/16"1584 Passed (11%)1.60 1.0 D + 0.7 E (All Spans) Moment (Ft-lbs)260 @ 2' 9"1357 Passed (19%)1.60 1.0 D + 0.7 E (All Spans) Live Load Defl. (in)0.000 @ 0 0.268 Passed (2L/999+)--1.0 D (All Spans) Total Load Defl. (in)0.016 @ 2' 9"0.357 Passed (L/999+)--1.0 D (All Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Seismic Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"87 193/-193 222/-83 Blocking 2 - Hanger on 5 1/2" DF Ledger 3.50"Hanger¹1.50"89 198/-198 228/-85 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 7" o/c Bottom Edge (Lu)5' 7" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Seismic Vertical Load Location (Side)Spacing (0.90)(1.60)Comments 1 - Uniform (PSF)0 to 5' 7"24"15.0 35.0 Default Load 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 5' 8 3/4" MEMBER REPORT PASSED Level, J1 1 piece(s) 2 x 6 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Post Height: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (62%)---- Compression (lbs)1542 5727 Passed (27%)1.15 1.0 D + 1.0 S Base Bearing (lbs)1542 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.19 1 Passed (19%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Loads (0.90)(1.15)Comments 1 - Point (lb)215 556 Linked from: B5, Support 1 2 - Point (lb)215 556 Linked from: B5, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P2 1 piece(s) 4 x 4 DF No.2 ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Post Height: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (62%)---- Compression (lbs)771 5727 Passed (13%)1.15 1.0 D + 1.0 S Base Bearing (lbs)771 363825 Passed (0%)--1.0 D + 1.0 S Bending/Compression 0.07 1 Passed (7%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Steel Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Snow Vertical Load (0.90)(1.15)Comments 1 - Point (lb)215 556 Linked from: B5, Support 1 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/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, P3 1 piece(s) 4 x 4 DF No.2 ForteWEB Software Operator Job Notes 11/30/2023 12:07:41 AM UTC Eric Stoddard Civilize PLLC (208) 206-6653 ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 File Name: CAFE Location: Height (ft) =10.0 Gravity Loads to Wall: Le/d = 21.8 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 12 17 799 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =30 (Due to Wind)wall weight 15 15 225 0.6 * w = (psf) 18.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1024 plf Lumber Grade: (DF No. 2) Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 572 per stud P (lbs) = 595 P (lbs) = 1365 per stud M (lb-ft) = 300 M (lb-ft) = 225 M (lb-ft) = 0 FcE (psi) =1002 FcE (psi) =1002 FcE (psi) =1002 Fc' (psi) = 894 Fc' (psi) = 894 Fc' (psi) = 839 fc (psi) = 69 < Fc'OK fc (psi) = 72 < Fc'OK fc (psi) = 165 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 476 < Fb'OK fb (psi) = 357 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.24 < 1.0 OK CSR = 0.19 < 1.0 OK CSR = 0.04 < 1.0 OK D (in.) =0.11 = L/1056 OK D (in.) =0.09 = L/1408 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers: King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 6924 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.24 for M < Mcap (governs) trib width capacity (ft) = 5.87 for D < L /240 (DF No. 2)Typical 10'-0" Plate 1 319'-7'' to 30'-1'' 1 1 1 1 29'-1'' to 19'-7'' < 9'-1'' 30'-1'' to 40'-7'' 5 3 1 1 4 2 1 11 1 Wood Stud Wall Design Design based on NDS 2012 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Typical 10'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 0 Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx JURASSIC CREEK CAFE LATERAL DESIGN Project JURASSIC CREEK Job No.CAFÉ By EAS Date 11/29/23 Sheet _____ of ______ NBSD-Software.Com MAIN WIND FORCE RESISTING SYSTEMS - WALLS AND ROOF ASCE 7-10 WIND PROVISIONS - CHAPTER 28 - ENVELOPE PROCEDURE PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS ENCLOSED COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN Requirements :- Building has Simple Diaphragms per Section 26.2 ASCE 7-10 Figure 28.6-1 1. Building Parameters Please note: Risk Category:II (ASCE 7-10 Table 1.5-1) ASCE 7-10 Figure 28.6-1 data and information provided for reference courtesy of Site Data American Society of Civil Engineers (ASCE) and Structural Engineering Institute (SEI). EXP =C (Exposure Category per ASCE 26.7.3) V =90 mph (Basic Wind Speed, ASCE 7-10 Fig 26.5-1A) Building Dimensions Vertical:Horizontal: H1 = 15.00 feet m = 10.00 feet Roof Angle θ = 0.00 degrees (Windward Side) H2 = 0.00 feet n = 10.00 feet = 11.31 degrees (Leeward Side) H3 = 13.00 feet H4 = 2.00 feet Mean Roof Height (ASCE 7-10 Section 26.2): W = 20.00 feet (Transverse building dimension) Hmr = AVERAGE (He,Hmax), for θ >10 degrees, otherwise He L = 30.00 feet (Longitudinal building dimension) Where Hmax =15.00 ft (maximum elevation) Heave =15.00 ft (Max Eave Height) Hmr =15.00 ft (Mean Roof Height) 2. Wind Velocity Pressure (ASCE 7-10 28.6.3) ps = λ Kzt Ps30 (EQ 28.6-1) Where λ =1.21 (Adjustment Factor for Building Height and Exposure, per Fig 6-2, Exp C, H = 15 feet) Kzt =1.00 (Topographic Factor per Figure 6-4 - No info provided on topography) ps =1.21 * ps30 psf (Wind Velocity Pressure) 3. Wind Pressure Values from ASCE 7-10 Figure 28.6-1, at Basic Wind Speed a) Wind Pressures ps30 on MWFRS For θ =11.31 degrees (Windward Side) A B C D E F G H EOH GOH 90 0 to 5°1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 10 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3 20 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 2 -----4.1 -7.9 -1.1 -5.1 -- 30 to 45° 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7 1 22.25 -8.74 14.82 -5.04 -23.10 -14.36 -16.00 -10.98 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - building must be regular shaped low-rise building as defined in Section 26.2 11.31 - Building is not sited at a location where channeling effects or buffeting in the wake of upwind obstructions need to be considered. Simplified Design Wind Pressure, Ps30 (psf) (Exposure B at h = 30 ft., Kzt =1.0) Basic Wind Speed (mph) Roof Angle (degrees)Load Case - Building does not have complex response characteristics (vortex chedding, etc); Zones Horizontal Pressures Vertical Pressures Overhangs H1 H2 H3 H4 m n W MWFRS Wind Pressures Page 1 of 2 ASCE 7-10 MWFRS - Envel Proced Part 2 - JURASSIC CAFE 11/29/2023 Project JURASSIC CREEK Job No.CAFÉ By EAS Date 11/29/23 Sheet _____ of ______ NBSD-Software.Com MAIN WIND FORCE RESISTING SYSTEMS - WALLS AND ROOF ASCE 7-10 WIND PROVISIONS - CHAPTER 28 - ENVELOPE PROCEDURE PART 2 - ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS ENCLOSED COMMERCIAL BUILDING - SAMPLE PROJECT, ANYTOWN Requirements :- Building has Simple Diaphragms per Section 26.2 ASCE 7-10 Figure 28.6-1 - building must be regular shaped low-rise building as defined in Section 26.2 - Building is not sited at a location where channeling effects or buffeting in the wake of upwind obstructions need to be considered. - Building does not have complex response characteristics (vortex chedding, etc); H1 H2 H3 H4 m n W 3. Wind Pressure Values from ASCE 7-10 Figure 28.6-1, at Basic Wind Speed (Cont) b) Wind Pressures ps on MWFRS A B* C D* E F G H EOH GOH 1 26.93 -10.57 17.93 -6.10 -27.95 -17.38 -19.36 -13.29 -39.08 -30.61 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A B* C D* E F G H EOH GOH ps (Psf)1 23.23 -12.10 15.37 -7.14 -27.95 -15.85 -19.36 -12.22 -39.08 -30.61 Notes:1. For Longitudinal MWFRS, use θ = 0°, and locate Zone E/F and G/H boundary at mid length of building. 2. Horizontal and Vertical pressures shown represent the sum of internal and external pressures. 3*. Per Note 7, the total horizontal load must not be less than that determined by assuming p s = 0 in Zones B and D. 4. The minimum wind load case of 28.6.4 must also be considered, as follows: A B*C D*E F G H ps (Psf)16.00 8.00 16.00 8.00 0.00 0.00 0.00 0.00 Extent of Loading: a = MAX { MIN (10% Least Dimension, 40% Eave Height), 4% Least Dimension or 3.0'}Where 10% Least Dimension = 2.00 feet 40% Eave Height = 0.40 Hmr =6.00 feet Therefore a = 3.00 feet (See note 9 in Figure 28.6-1) 4% Least Dimension, or 3 ft = 3.00 feet 2a = 6.00 feet Horizontal Pressures Vertical Pressures Load Case Horizontal Pressures Vertical Pressures Horizontal Pressures Vertical PressuresLoad Case Overhangs Transverse Loading (Case A) Longitudinal Loading (Case B) Overhangs ps (Psf) MWFRS Wind Pressures Page 2 of 2 ASCE 7-10 MWFRS - Envel Proced Part 2 - JURASSIC CAFE 11/29/2023 Project Analysis Worksheet Structural Calculations Lateral Distribution Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Café CHECKED EAS Project No.:02-23-006 DATE: 11/22/2023 Project Location Risk Category per ASCE 7 =II Exposure =C Site Class =D Wind Speed =90 Importance Factor Iw =1.00 Roof DL =15 psf Bldg/Area Length, L =30 ft Overall Structure Height =15.0 ft Ground Snow Load (Pg) =50 psf Bldg/Area Width, W =20 ft Plate Height = 10.0 ft Percent Seismic (Pg) =20% Edge Strip (a)=3 ft Wall Weight = 20.0 psf Ss =36.9%g End Zone (2a)=6 ft R = 6.5 S1 =14.1%g Roof Type (receiving wind) = Roof Type (receiving wind) =Gable End Use Only End Zone Pressures = Use Only End Zone Pressures =N Interior Pressure (psf) (T-H-C)= Interior Pressure (psf) (L-H-C) =15.4 Roof Interior Pressure (psf) (T-H-D)= Roof Interior Pressure (psf) =-6.1 End Zone Pressure (psf) (T-H-A) = End Zone Pressure (psf) (L-H-A)=23.2 Roof End Zone Pressure (psf) (T-H-B)= Roof End Zone Pressure (psf) =-10.6 Wind Lateral Load Vertical Distribution: Transverse Force Level hi (ft) di (ft) wx-end zone (plf) wx-min (plf) wx-avg (plf) Fx (kip) 1st 10 5 269 160 215 LRFD 6.5 Longitudinal Force Level hi (ft) di (ft) wx-end zone (plf) wx-min (plf) wx-avg (plf) Fx (kip) 1st 10 5 232 160 185 LRFD 3.7 Seismic Lateral Loading:ASCE 7-16 SMS = 0.555g CS = 0.057 T = 0.133 T0 = 0.118 SDS = 0.370g Cs-max = 0.252 Ta = 0.133 TS = 0.589 SM1 = 0.33g Cs-min = 0.016 Tmax = 0.186 Sa = 0.370 SD1 = 0.218g CS (controls)= 0.057 CU = 1.4 k = 1.00 TL =6 Fv = 2.32 Roof Area = 704 Ct =0.020 Fa = 1.50 Seismic Weight = 27.6 x =0.750 V = 1.6 Seismic Lateral Distribution: Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) 1st 12.5 27.6 345 1.000 1.6 LRFD 1.6 Total Lateral Distribution: ASD Wind = 2222 Seismic = 1100 Wind = Seismic = 3875 1100 pounds pounds https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Cafe Calcs/[PAW_Lateral Distribution - JURASSIC CAFE.xlsx]Lateral Distribution -10.6 Lateral Loading: Wind Lateral Pressures: Longitudinal Direction (parallel to L):Transverse Direction (normal to L): Gable End N 17.9 -6.1 pounds 20 ft. 30 ft. 154 wx-interior (plf) pounds wx-interior (plf) 179 26.9 Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Café CHECKED EAS Project No.:02-23-006 DATE: 11/28/2023 Project Location Line = ASD Seismic =550 lbs ASD Wind =1111 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 30 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 30 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :D APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 6 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Cafe Calcs/[PAW_Shear Wall - JURASSIC CAFE.xlsx]A.1 12 30 A.1 1 2 3 1 30 4 0.4 6600.0 1.0518 550.0 18.3 0.5482 131.568 252.432 998.1 37.0 13332.0 0.0 1111.0 0.60 144 240 1170.9 18.3 OK 0.0 30 1170.9 998.1 37.0 OK B D D 0.0 0.0 6 in. 6 in. 6 in. 12 in. 6 in. 6 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Café CHECKED EAS Project No.:02-23-006 DATE: 11/28/2023 Project Location Line = ASD Seismic =550 lbs ASD Wind =1111 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 17.75 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 16.91666667 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :F APA Rated Sheating (in.): 7/16 Blocking: Blocked Edge Nailing (8d O.C.): 4 in. Field Nailing (8d O.C.): 12 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Cafe Calcs/[PAW_Shear Wall - JURASSIC CAFE.xlsx]A.2 12 12 12.75 5 A.1 1 2 3 1 0.83333333 12.75 4.16666667 4 4 0.9 2.4 4974.4 1625.6 1.0518 1.0518 414.5 135.5 32.5 27.1 0.5482 0.5482 131.568 131.568 252.432 252.432 1206.6 1092.8 65.7 54.7 10048.3 3283.7 0.0 non req 837.4 273.6 0.60 0.60 144 144 240 240 1528.1 1300.1 32.5 27.1 OK OK 0.0 non req 12.75 5 1528.1 1300.1 1206.6 1092.8 65.7 54.7 OK OK B B F 0.0 non req 0.0 non req 6 in. 6 in. 4 in. 12 in. 12 in. 12 in. 7/16 7/16 7/16 Unblocked Unblocked Blocked Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Café CHECKED EAS Project No.:02-23-006 DATE: 11/28/2023 Project Location Line = ASD Seismic =550 lbs ASD Wind =1937.5 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 20 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 20 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :D APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 6 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Cafe Calcs/[PAW_Shear Wall - JURASSIC CAFE.xlsx]B.1 6 in. 6 in. 6 in. 12 in. 6 in. 6 in. 7/16 7/16 7/16 Unblocked Unblocked Unblocked B D D 0.0 0.0 2397.5 1659.8 96.9 OK 27.5 OK 0.0 20 0.60 243 405 2397.5 96.9 23250.0 0.0 1937.5 0.5482 222.021 425.979 1659.8 6600.0 1.0518 550.0 27.5 1 20 15 0.6 12 20 B.1 1 2 3 Project Analysis Worksheet Structural Calculations Shear Wall Client:Cy Hepworth DESIGNED EAS Project:Jurassic Creek - Café CHECKED EAS Project No.:02-23-006 DATE: 11/28/2023 Project Location Line = ASD Seismic =550 lbs ASD Wind =1937.5 lbs Roof DL =15 psf Wall DL = 15 psf Sds =0.37 g Seismic: Wall Segment = 4 Height (ft) = total: Length (ft) = 10 Roof Trib (psf) = aspect ratio aspect ratio factor total: Effective Length 6.8 Seismic: F = shear = Moment = DL factor 1 = wDL = Compression = DL factor 2 = wDL = Uplift = Wind: F = shear = Moment = wDL = Compression = DL factor 2 = wDL = Uplift = Wall Results: Wall Length = ft ft ft ft Max Seismic Shear = plf plf plf plf Max Wind Shear = plf plf plf plf Max Compression Seismic= lbs lbs lbs lbs Max Compression Wind= lbs lbs lbs lbs Max Uplift Seismic = lbs lbs lbs lbs Max Uplift Wind = lbs lbs lbs lbs Shear wall Type :B APA Rated Sheating (in.): 7/16 Blocking: Unblocked Edge Nailing (8d O.C.): 6 in. Field Nailing (8d O.C.): 12 in. https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Cafe Calcs/[PAW_Shear Wall - JURASSIC CAFE.xlsx]B.2 10 10 10 3 4 3 B.2 1 2 3 0.6 0.8 0.6 1.8 3.2 1.8 17 17 17 3.3 2.5 3.3 1455.9 2588.2 1455.9 1.0518 1.0518 1.0518 145.6 258.8 145.6 48.5 64.7 48.5 0.5482 0.5482 0.5482 222.021 222.021 222.021 425.979 425.979 425.979 1420.1 1776.6 1420.1 171.0 227.9 171.0 5128.7 9117.6 5128.7 non req non req non req 512.9 911.8 512.9 0.60 0.60 0.60 243 243 243 405 405 405 2453.4 3223.7 2453.4 48.5 64.7 48.5 OK OK OK 1737.4 2161.5 1737.4 3 4 3 2453.4 3223.7 2453.4 1420.1 1776.6 1420.1 171.0 227.9 171.0 OK OK OK E E E non req non req non req 1737.4 2161.5 1737.4 6 in. 6 in. 6 in. 12 in. 12 in. 12 in. 7/16 7/16 7/16 Blocked Blocked Blocked Cy Hepworth Structural Calculations Package Jurassic Creek Project No. 02-23-006 Civilize, PLLC 1 | P a g e https://civilize-my.sharepoint.com/personal/estoddard_civilize_design/Documents/Frost Reference/Civilize Marketing/Hepworth/Calcs Package- Hepworth.docx Exhibit C Design Drawings