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Home My WebLink AboutBLD2021-00038 - 07B ENGINEERINGR. Mumbower HiLine Homes Page 1 of 20 ABDELOUAHAB ABROUS, Ph.D., P.E. Oregon License No: 81419PE Design & Engineering Department PROJECT INFORMATION AND CRITERIA 2. STRUCTURAL DESIGNER INFORMATION Special Design Provisions for Wind and Seismic (2015 Edition) Structural specifications 2015 International Building Code (IBC) for Washington & 2019 Oregon Structural Specialy Code (OSSC) for Oregon Phone: (253) 770-2244 Ext. 2132 Email: Wabrous@HiLinehomes.com 2015 International Residential Code (IRC) for Washington & 2017 Oregon Residential Specialy Code (ORSC) for Oregon OWNER: 1. PROJECT INFORMATION PLAN 1248-15 [pg = 30 psf, VULT = 140 mph, Exp. C, SDC D2] HiLine Homes LATERAL ENGINEERING ANALYSIS OF WIND AND SEISMIC FORCES REFERENCE CODES AND STANDARDS American Society for Testing Materials (ASTM) Standard A307 American Society of Civil Engineers (ASCE) Standard 7-16 TYPE OF DESIGN 2015 National Design Specification (NDS) EXTENT OF DESIGN ALFRED & SUSAN LATHAM 251 KENNEDY ROAD, PORT HADLOCK, WA 98339 1003-1585 SITE ADDRESS: JOB NUMBER: 3. SCOPE OF DESIGN Idaho License No: P-14132 11306 62ND Ave E., Puyallup, WA 98373 Washington License No: 36110 Revised 12/2/2020 PROJECT INFORMATION AND CRITERIA Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 12/3/2020 R. Mumbower HiLine Homes Page 2 of 20 GROUND SNOW LOAD: FLAT ROOF SNOW LOAD PER ASCE (LIVE LOAD): ROOF DEAD LOAD: EXTERIOR WALL DEAD LOAD: INTERIOR WALL DEAD LOAD: SEISMIC DESIGN CATEGORY: NOMINAL WIND SPEED: ASCE DESIGN WIND SPEED: WIND EXPOSURE FACTOR: ALLOWABLE SOIL PRESSURE: Concrete Strength @ 28-days: 3,000-psi Page 1 Page 3 Page 3 Page 3 Table A. Page 5 Table B.Page 9 Table C. Page 10 Table D. Page 11 Table E-1. Page 12 Table E-2.Page 13 Table F-1. Page 14 Table F-2.Page 15 Table G. Page 16 Table H. Page 17 Table I. Page 18 Table J.Page 19 Table K.Page 20 1,500-psf C 140-mph 110-mph SDC D2 4. DESIGN CRITERIA Wood Structural Panels: APA Rated. 10d Nails Diameter: 0.148-in 8d Nails Diameter: 0.131-in Framing Material: No. 2 Douglas-Fir minimum. CONTENTS Dwall = 15-psf MATERIAL SPECIFICATIONS: Wind Loads (Garage) Droof = 15-psf pg = 30-psf pf = 25-psf Dwall = 10-psf Anchor Bolts: ASTM A307 Steel Minimum Wind Loads (House) Seismic Loads Minimum Wind Loads (Garage) Seismic Shear Wall Loads Roof Diaphragm Load Calculations Project Information and Criteria Description Specifications and Design Criteria Engineering Calculations LIST OF TABLES Wind Shear Wall Loads Structural Specifications and Allowable Loads Building Data Wind Design Criteria Seismic Design Criteria Wind Loads (House) Controlling Shear Loads Revised 12/2/2020 PROJECT INFORMATION AND CRITERIA Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 3 of 20 Seismic design loads are based on Site Class D soils per ASCE, Section 11.4.2 and Table 20.3- 1 for stiff soils. The Equivalent Lateral Force Procedure of the American Society of Civil Engineers (ASCE), Section 12.8 is used for calculating seismic forces. ENGINEERING CALCULATIONS Wind loads and overturning moments are calculated in Table E for two orthogonal directions, transverse and longitudinal. Calculated values are linked to Table H, Controlling Shear Loads to determine if wind, minimum wind, or seismic loads control design of lateral restraint. Unit uplift on the building is also calculated for both the transverse and longitudinal directions. Overturning loads due to design base winds are calculated with a link to Table G, Seismic Loads where they are compared to seismic and building restoring loads. ASCE,Section 28.5,"Enclosed Simple Diaphragm Low-Rise Building"method isused for determining wind loads. Wind design criteria are based on a 110-mph nominal wind speed and Building Height and Exposure Factor (Ȝ)C. Overturning moments due to wind forces are less than allowable restorative dead load moments as shown in Table G. Uplift loads for roof tributaries are calculated assuming the maximum uplift for wind Zone E or F applies to the tributary area. Structural specifications and design criteria are provided in Tables A, B, C, and D as discussed in the following paragraphs. SPECIFICATIONS AND DESIGN CRITERIA Engineering calculations are documented in Tables E through K based on specifications in Tables B, C, and D. These tables provide the following information: Table F. Minimum Wind This report provides engineering calculations and structural design specifications for HiLine Homes Plan 1248. This one-story house is 1248-sf in area plus an optional two-car garage. Design specifications are provided in Table A, building data are given in Table B, and wind and seismic criteria, including calculations, are included in Tables C and D, respectively. Lateral engineering calculations are provided in Tables E through K. Calculations are performed using Microsoft Excel worksheets. Table B. Building Data Specifications are provided for size and spacing of anchors bolts, shear wall hold-downs, shear wall sheathing and nailing, shear transfer, and roof framing. Structural specifications are identified with respect to Wall Lines, which are shown on Plan Sheet S2. The building geometrical dimensions are specified, including lengths of exterior walls, and interior partitions for the transverse and longitudinal directions. The maximum ground snow load is Pg of 30-psf. Table A. Specifications of Structural Components and Fasteners Table D. Seismic Design Criteria Minimum wind loads are provided in Table F based on horizontal pressures equal to 16-psf for zones A and C,8-psf for zones B and D, and vertical pressures equal to zero per ASCE, Section 28.6.4. Calculations are performed for both transverse and longitudinal directions and linked to Table H for comparison to wind and seismic loads. Table E. Wind Loads DESCRIPTION Table C. Wind Design Criteria Revised 12/2/2020 PROJECT INFORMATION AND CRITERIA Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 4 of 20 Table G. Seismic Loads Table H provides roof diaphragm load calculations for determining diaphragm shear for seismic loads and comparing these loads with wind and minimum wind loads from Table H. Shear wall and roof diaphragm deflections are calculated to confirm that the diaphragm is flexible as allowed by ASCE, Section 12.3.1.1. Strength level seismic unit shear values are used to calculate deflections. Calculations are based on American Plywood Association (APA) Report T2002-17, Estimating Wood Structural Panel Diaphragm and Shear Wall Deflection, April 17, 2002. Uplift due to design base wind loads are calculated assuming that the roof experiences a maximum uplift pressure from wind zone E or Zone F. Allowable roof dead loads plus truss connections exceed uplift by an acceptable margin. Table G provides seismic shear loads based on seismic design criteria in Table D. Calculations are based on seismic design criteria in Table D and the Lateral Force Procedure method of ASCE, Section 12.8. This procedure is valid for Risk Category I or II buildings of light frame construction not exceeding three stories in height for SDC D and higher per ASCE, Table 12.6.1. Seismic loads are calculated for transverse and longitudinal directions. Overturning moments are calculated in the table and compared to allowable restoring dead load moments. The building is stable with respect to overturning. Table H. Controlling Shear Loads Table H provides a summary of seismic shear loads. Shear load values from Tables E, F, and G are compared to determine controlling lateral forces. The controlling values are linked to Tables I and K for calculating maximum shear wall loads for wind and seismic forces, respectively. Table H provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold- down loads for the various shear wall lengths based on controlling wind shear loads from Table H. Shear wall hold-downs are calculated based on wind and dead load combinations using the allowable stress design method per ASCE, Section 2.4. Table J provides transverse and longitudinal loads on the building structure including wall length, applied unit shear, shear wall length, resistive unit shear, unit dead load on shear walls, and hold- down loads for the various shear wall lengths based on seismic shear loads from Table H. Shear wall hold-down loads are calculated based on wind and dead load combinations using the allowable stress design method per ASCE, Section 2.4. Table K. Roof Diaphragm Calculations Table I. Wind Shear Loads Table J. Seismic Shear Loads Revised 12/2/2020 PROJECT INFORMATION AND CRITERIA Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 5 of 20 Maximum Applied Shear per Tables I or J (lb)3,193 Wall length under maximum applied shear per Tables I or J (ft)36 Minimum number of anchor bolts when installed at 72-in o.c. minimum 2 anchors/mudsill 7 Maximum anchor bolt Load @ 72-in o.c. minimum 2 anchors per mudsill (lb) 456 Basic allowable single shear for fastening 1.5-in Douglas Fir framing to concrete with 1/2-in dia. ASTM A307 bolts with minimum 7-in embedment = 650-lb per NDS Table 11E. Adjustment for 10-minute wind/seismic loads = 1.6 per NDS Table 2.3.2. Allowable shear load = (1.6)(650) = 1040-lb. 1,040 Maximum overturning tension due to wind load per Table I (lb)2,592 Maximum overturning tension due to seismic load per Table J (lb)1,980 Maximum wind shear (V) per Tables I or J (lb)2,128 Maximum seismic shear (V) per Tables I or J (lb)1,658 Shear Wall Clear Height (ft)9.1 Maximum Opening Height (ft)6.0 Percentage of Full-Height sheathing (%)54.0 Ratio of Maximum Opening Height to Wall Clear Height 0.66 Shear Resistance Adjustment Factor (C0) per SDPWS Table 4.3.3.5 0.66 Sum of Perforated Shear Wall Segment Lengths (ft)7 Design Wind Shear Capacity of Wall - 4-in edge nailing (lb)2,462 Design Seismic Shear Capacity of Wall - 4-in edge nailing (lb)1,756 CHECK IF SHEAR CAPACITY OF PERFORATED SHEAR WALL IS ADEQUATE YES Hold-Down Wind Tension Load, T = Vh/C0ȈLi (lb)4,192 Effective Wind Shear, v = V/C0ȈLi (lb/ft)461 Hold-Down Seismic Tension Load, T = Vh/C0ȈLi (lb)3,265 Effective Seismic Shear, v = V/C0ȈLi (lb/ft)359 Allowable Wind Tension Load for Simpson STHD14 Strap Ties at corner location is 4,935-lb 4,935 Allowable Seismic Tension Load for Simpson STHD14 Strap Ties at corner location is 3,695-lb 3,695 Maximum overturning tension due to wind load per Table I (lb)1,430 Maximum overturning tension due to seismic load per Table J (lb)609 Allowable Wind Tension Load for Simpson STHD10 StrapTies at endwall location is 1,635-lb 1,635 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS FOUNDATION ANCHORING SPECIFICATIONS (ALL WALL LINES) SHEAR WALL HOLD-DOWN SPECIFICATIONS EXPLANATION OF WALL LINES Shear walls and structural specifications are identified with Wall Lines on plan Sheet S2.Lettered Wall Lines are generally identified from the front to the rear of the building and Numbered Wall Lines start at the left and continue to the right (STANDARD PLAN). For reversed plans, Lettered Wall Lines remain the same and the Numbered Wall Lines start at the right of the plan (REVERSED PLAN). THIS TABLE PROVIDES SUMMARY STRUCTURAL SPECIFICATIONS. ADDITIONAL DETAILS FOR STANDARD SPECIFICATIONS AND CALCULATION OF ALLOWABLE LOADS ARE PROVIDED AT THE END OF THIS TABLE. STRUCTURAL SPECIFICATIONS Install 1/2-in dia. ASTM A307 anchor bolts @ 72-in o.c., minimum 7-in embedment in concrete and maximum 12- in from end of mudsills with minimum 2 anchors per mudsill. Wall Line B (Perforated Shear Wall Analysis) At both ends of the wall line, install Simpson STHD14 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 30-16d sinker nails (total of 2 STHD14s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 4-in o.c.on panel edges, 12-in o.c. in the field, and all edges blocked. Wall Line C (Garage Portals) Revised 12/2/2020 STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 6 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Allowable Seismic Tension Load for Simpson STHD10 StrapTies at endwall location is 1,435-lb 1,435 Maximum resistive unit wind shear load per Table I (lb/ft)228 Maximum resistive unit seismic shear load per Table J (lb/ft)160 Basic allowable shear for wind loads =730-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails @ 6-in o.c.on edges., 12-in o.c. in the field, & framing @ 16-in o.c. per note 2. Adjustments 0.50 for ASD. Allowable shear = (0.50)(730) = 365-lb/ft. 365 Basic allowable shear for seismic loads =520-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 6-in o.c.on edges, 12-in o.c. in the field & framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD. Allowable shear = (0.50)(520) = 260-lb/ft. 260 Maximum resistive unit wind shear load per Table I (lb/ft)304 Maximum resistive unit seismic shear load per Table J (lb/ft)237 Maximum resistive unit wind shear load per perforated shear wall analysis (lb/ft)461 Maximum resistive unit seismic shear load per perforated shear wall analysis (lb/ft)359 Basic allowable shear for wind loads =1,065-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 4-in o.c.on edges, 12-in o.c. in the field, & framing @ 16-in o.c. per Note 2. Framing on panel edges is 3-in nominal. Adjustments are 0.50. Allowable shear = (0.50)(0.93)(1,065) = 533-lb/ft. 533 Basic allowable shear for seismic loads =760-lb/ft per SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC Table 4.3A for 8d nails staggered @ 4-in o.c.on edges, 12-in o.c. in the field & framing @ 16-in o.c. per Note 2. Adjustments are 0.50 for ASD. Allowable shear = (0.50)(760) = 380-lb/ft. 380 Maximum applied unit wind shear per Table I (lb/ft)164 Maximum applied unit seismic shear per Table J (lb/ft)128 Basic allowable single shear for 10d common toenails with 1.5-in thickness Douglas Fir side members = (0.83)(118)=98-lb per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear load = (1.6)(0.83)(118) = 156-lb. 156 Allowable load for 2-10d common toenails @ 16-in o.c. = (0.83)(2)(12/16)(1.6)(118) = 235-lb/ft. 235 Maximum Allowable Seismic Unit Shear seismic loads = 150-lb/ft per SDPWS Section 4.1.7 150 All Wall Lines Wall Lines A, B, D & 1 (Gables) Fasten double top plates together with 10d nails @ 12-in o.c. and 6-in o.c. at splices. Overlap splices 4-ft. minimum. Fasten OSB wall sheathing between shear wall segments at same fastener spacing as on shear walls. Apply 7/16-in. OSB wood structural panels to Douglas Fir framing members with 8d nails @ 6-in o.c. per standard specification. SHEAR WALL SHEATHING SPECIFICATIONS Fasten OSB panels to mudsills with minimum 8d nails @ 6-in o.c. Wall Line B SHEAR TRANSFER SPECIFICATIONS Apply 7/16-in. OSB wood structural panels to Douglas Fir framing members with 8d nails @ 4-in o.c. per standard specification. At both ends of each garage portal, install Simpson STHD10 Strap Tie Holdowns at each corner per manufacturer's instructions as shown on the plan. Fasten to minimum 3-in framing with 24-16d nails (total of 4 STHD10s). Apply 7/16-in. OSB wood structural panels to Hem-Fir framing members with 8d nails @ 6-in o.c.on panel edges, 12-in o.c. in the field, and all edges blocked. All Exterior Wall Lines (Except Wall Line B) Fasten gable-end trusses to double top plates with 2-10d toenails @ 16-in o.c. or 1-10d toenail @ 8-in o.c. Revised 12/2/2020 STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 7 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Maximum applied unit wind shear per Table I (lb)89 Maximum applied unit seismic shear per Table J (lb/ft)62 Fasten per Roof Framing Specification for truss connections and blocking.381 Maximum applied load per Tables I, J (lb)1,125 Basic allowable single shear for 10d common nails with 1.5-in thickness Hem-Fir side members = 102-lb per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear load = (1.6)(102) = 163- lb. 163 Maximum applied unit wind shear per Table I (lb/ft)164 Maximum applied unit seismic shear per Table J (lb/ft)128 Basic allowable unit shear for wind/seismic loads = 645/460-lb/ft per SDPWS Table 4.2C for 7/16-in unblocked panel diaphragms. Adjustment Factor (AF) for ASD = 0.5. Adjusted allowable unit shear = (0.50)(645/460) = 323/230-lb/ft. 323/230 Maximum applied unit shear per Table H (lb/ft)101 Maximum applied unit shear per Tables I and J (lb/ft)62 Basic allowable single shear for 10d common toenails with 1.5-in thickness Douglas Fir side members = (0.83)(118)=98-lb per NDS Table 11N. Adjustment for 10-minute wind/seismic loads = 1.6. Allowable shear load = (1.6)(0.83)(118) = 156-lb. 156 Allowable load for 2-10d common toenails = (0.83)(2)(1.6)(118) = 313-lb/ft. 313 Simpson H2.5A/H1 Seismic & Hurricane Tie lateral load resistance F2 = 110/190-lb 110/190 Simpson H2.5A/H1 Seismic & Hurricane Tie longitudinal load resistance F1 = 110/510-lb 110/510 Allowable load for 2-10d common toenails = (2)(0.83)(1.6)(118) = 313-lb per truss end. Allowable load for H2.5A or H1 Seismic & HurricaneTies = 110-lb per truss end for Douglas Fir. Total allowable load per truss end = 313 + 110 = 423-lb per truss end = 423-lb (H2.5A ties control lateral loads). 423 Maximum allowable ground snow load for 7/8-in APA Span Rated 60/32 with supports @ 24-in o.c. is 360-psf Structural panels shall conform to guidelines outlined in Section 1.4.3. Thickness of panels shall be determined by snow load unless otherwise specified as follows: Maximum allowable ground snow load for 7/16-in APA Span Rated 24/16 with supports @ 24-in o.c. is 45-psf Maximum allowable ground snow load for 15/32-in APA Span Rated 32/16 with supports @ 24-in o.c. is 75-psf Wall Line C (Connection Garage to House) DRAG STRUT CALCULATIONS Nail a 2x laid to the garage side top plates and to the adjacent truss with (10) 10d nails on each side. See Roof Framing Specification for truss connections and blocking. Wall Lines 2, 3, C & D (Eaves) See Truss Connection below for additional requirements. Fasten truss tails to top plates with 2-10 toenails and a Simpson H2.5A or H1 Seismic & Hurricane Tie fastened to truss and top plates per manufactures instructions. (see sheet S3, Roof Framing Plan). Truss Connections (Lateral Loads) Fasten 2X4 vent blocking in each truss bay with 1-10d toenail into truss, each side. Fasten roof diaphragm to blocking with 8d nails @ 6-in o.c. ROOF DIAPHRAGM FRAMING SPECIFICATIONS Truss Connections (Longitudinal Loads) Truss Blocking & Boundary Nailing Roof Sheathing Maximum allowable ground snow load for 5/8-in APA Span Rated 40/20 with supports @ 24-in o.c. is 170-psf Maximum allowable ground snow load for 23/32-in APA Span Rated 48/24 with supports @ 24-in o.c. is 205-psf Revised 12/2/2020 STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 8 of 20 TABLE A. STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Allowable load for Simpson RBC Clip @ 24-in o.c. = (12/24)*(445) = 222-lb/ft. 222 Maximum net uplift on truss connection for 85 mph, Exposure C per Table K (lb). -165 Maximum net uplift on truss connection for 95 mph, Exposure C per Table K (lb). -253 Maximum net uplift on truss connection for 110 mph, Exposure C per Table K (lb). -448 Allowable uplift for H2.5A/H1 Seismic & Hurricane Ties = 520/400-lb for Douglas-Fir framing.520/400 Allowable uplift for H10 Seismic & Hurricane Ties = 855-lb for Douglas Fir framing.855 Maximum applied chord tension load per Tables J, C = T = M/b = vrL2/b8 (lb). 698 Allowable chord splice tension load for 10d nails @ 6-in o.c.1,699 Fasten exterior wall top plate splices together with 10d nails @ 6-in o.c. Minimum splice length = 48-in. Truss Chord Splice Nailing Truss Connections (Uplift Loads) Fasten truss tails to top plates with H2.5A or H1 Seismic & Hurricane Ties for 85-mph wind speeds. Use H10A Ties for higher speeds. Nail roof sheathing to blocking with 8d nails @ 6-in o.c. Fasten blocking to top plates with Simpson RBC clips @ 24-in o.c. - fill all nail holes. Revised 12/2/2020 STRUCTURAL SPECIFICATIONS AND ALLOWABLE LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 9 of 20 Description Value Description Value Transverse Width of Building (ft) 32.0 Roof Diaphragm Dead Load (psf)15 Longitudinal Length of Building (ft)42.0 Exterior Walls Dead Load (psf)15 Partition Walls Dead Load (psf)10 Roof Slope (5/12)0.42 Length of Gable-End Roof Overhang (ft)1.0 Length of Eave-End Roof Overhang (ft)1.3 Roof Height (ft)9.1 Maximum Truss Span (ft)32.0 Mean Height (ft)12.4 Maximum Height (ft)15.8 Wall Height (ft)9.1 Transverse Exterior Walls Length (ft)64.0 Least horizontal Building Dimension, b (ft)32.0 Longitudinal Exterior Walls Length (ft)84.0 0.4 * Mean Building Height (ft)4.97333 Total Exterior Walls Length (ft)148.0 0.1*b (ft)3.2 Total Partitions Weight (lb) - ASCE 12.7.2 12,480 End Zone Dimension, a (ft)3.2 Adjusted End Zone Dimension, a (ft)3.2 Length of End Zone, 2a (ft)6.4 Building Enclosed Area (sf)1,248.0 Garage Enclosed Area (sf)440.0 Building and Garage Enclosed Area (sf)1,688.0 Wall Height (ft)9.1 Least horizontal Building Dimension, b (ft)20.0 Transverse Width of Garage (ft)20.0 0.4 * Mean Building Height (ft)4.47333 Longitudinal Length of Garage (ft)22.0 0.1*b (ft)2 Transverse Exterior Walls Length (ft)40.0 End Zone Dimension, a (ft)2.0 Longitudinal Exterior Walls Length (ft)44.0 Adjusted End Zone Dimension, a (ft)3.0 Maximum Truss Span (ft)20.0 Length of End Zone, 2a (ft)6.0 Mean Height (ft)11.2 Maximum Height (ft)13.3 Total Exterior Walls Length (ft)84.0 Total Partitions Weight (ft) - ASCE 12.7.2 0 Assumed 30.0 ASCE Table 7-2, for Exposure C 1.0 ASCE Table 7-3, for Residences 1.2 ASCE Table 1.5-2, for Category II 1.0 ASCE Figure 7-2a 1.0 ASCE Equation 7.3-1, pf = 0.7 Ce Ct Is pg 25.2 Snow Importance Factor, Is TABLE B. BUILDING DATA BUILDING DIMENSIONS MAIN FLOOR DIMENSIONS BUILDING INERTIAL DATA MEAN AND MAXIMUM BUILDING HEIGHTS Exposure Factor, Ce Thermal Factor, C t GARAGE LENGTH OF END ZONE, 2a Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. BUILDING ENCLOSED AREA GARAGE DIMENSIONS Flat Roof Snow Load, p f (psf) Maximum Ground Snow Load, p g (psf) CALCULATION OF LENGTH OF END ZONE, 2a Slope Factor, Cs SNOW DATA Note: Revised 12/2/2020 BUILDING DATA Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 10 of 20 Description Value Description Value Nominal Wind Speed V 3s (mph)110 ASCE Design Wind Speed (mph)140 Wind Exposure Category C Transverse Zones A & B Width (ft) 6.4 Simplified Procedure per ASCE 28.5 Yes Transverse Zones C & D Width (ft) 35.6 Exposure & Height Factor, ʄ 1.21 Transverse Zones A & C Height (ft) 9.1 Topographical Factor, Kzt 1.00 Transverse Zones B & D Height (ft) 6.7 Transverse Roof Zones E & F Width (ft) 6.4 Transverse Roof Zones G & H Width (ft) 35.6 A - End Zone of Wall 40.9 Transverse Roof Zones E & F Length (ft) 16.0 B - End Zone of Roof -2.2 Transverse Roof Zones G & H Length (ft) 16.0 C - Interior Zone of Wall 28.4 D - Interior Zone of Roof 0.3 E - End Zone of Windward Roof -26.9 F - End Zone of Leeward Roof -24.8 Longitudinal Zone A Width (ft)6.4 G - Interior Zone of Windward Roof -19.0 Longitudinal Zone C Width (ft)25.6 H - Interior Zone of Leeward Roof -19.3 Longitudinal Zone A Height (ft)10.4 Eo - End Zone of Windward OVHG Roof -41.9 Longitudinal Zone C Height (ft)12.9 Go - Interior Zone of Windward OVGH Roof -33.9 Longitudinal Roof Zones E & F Width (ft)6.4 A - End Zone of Wall 31.1 Longitudinal Roof Zones G & H Width (ft)25.6 B - End Zone of Roof -16.1 Longitudinal Roof Zones E & G Length (ft)21.0 C - Interior Zone of Wall 20.6 Longitudinal Roof Zones F & H Length (ft)21.0 D - Interior Zone of Roof -9.6 E - End Zone of Windward Roof -37.3 F - End Zone of Leeward Roof -21.2 G - Interior Zone of Windward Roof -26.0 H - Interior Zone of Leeward Roof -16.4 Eo - End Zone of Windward OVHG Roof -52.3 Go - Interior Zone of Windward OVGH Roof -40.9 Transverse Zones A & B Width (ft) 6.0 Transverse Zones C & D Width (ft) 16.0 Transverse Zones A & C Height (ft) 9.1 Transverse Zones B & D Height (ft) 4.2 Longitudinal Zone A Width (ft)6.0 Longitudinal Zone C Width (ft)14.0 Longitudinal Zone A Height (ft)10.4 Longitudinal Zone C Height (ft)11.5 LONGITUDINAL BUILDING ZONE DATA Horizontal Wind Force Loading Vertical Windforce Loading Note: Transverse Width is measured perpendicular to the ridge line and longitudinal length parallel to the ridge line. LONGITUDINAL BUILDING ZONE DATA GARAGE LONGITUDINAL DIRECTION (CASE B) TRANSVERSE BUILDING ZONE DATA Horizontal Wind Force Loading Horizontal Wind Force Loading TRANSVERSE DIRECTION (CASE A) TABLE C. WIND DESIGN CRITERIA WIND DESIGN CRITERIA DESIGN WIND PRESSURES (psf) Horizontal Wind Force Loading Vertical Wind Force Loading TRANSVERSE BUILDING ZONE DATA MAIN FLOOR Revised 12/2/2020 WIND DESIGN CRITERIA Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 11 of 20 Description Reference/Calculation Value Building Risk Category ASCE, Table 1-5.1 II Seismic Importance Factor, Ie ASCE, Table 1.5-2 1.0 Default Seismic Site Classification ASCE, Table 20.3-1 D Seismic Design Category IRC Table R301.2.2.1.1 D2 Response Modification Coefficient, R ASCE, Table 12.2-1 6.5 Building Period Parameter: Ct ASCE, Table 12.8-2 0.02 Redundancy Factor, ʌ ASCE, Section 12.3.4.2 1.000 Site Short Period Design Acceleration, SDS (g)IRC Table R301.2.2.1.1 0.878 Mapped MCE Long Period Acceleration, SM1 (g)ASCE, Figure 22-2 0.600 Ground Snow Load (psf)Building Department 30.0 Flat Roof Snow Load (psf)Calculation, See Table B 25.2 Mean Building Height, h (ft) Per Plan (Calculated in Table B)12.4 Building Period, Ta = Cth3/4 (sec)ASCE, Section 12.8.2.1 0.132 Site Long Design Period Acceleration, SD1 (g)ASCE, 11.4.4, SD1 = 2/3SM1 0.400 T0 = 0.2*SD1/SDS (sec)ASCE, Section 11.4.5 0.091 Ts = SD1/SDS (sec)ASCE, Section 11.4.5 0.456 Seismic Design Coefficient: Cs = SDS*Ie/R ASCE, Section 12.8.1.1 0.135 TABLE D. SEISMIC DESIGN CRITERIA SEISMIC GROUND MOTION VALUES AND SITE SPECIFICATIONS COMPUTATION OF DESIGN RESPONSE SPECTRUM DATA COMPUTATION OF SEISMIC DESIGN COEFFICIENT Revised 12/2/2020 SEISMIC DESIGN CRITERIA Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 12 of 20 Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) Transverse Wall Zone A 40.9 6.4 9.1 58.2 2,882 4.6 13,114 Transverse Roof Zone B 0.0 6.4 6.7 42.7 0 9.1 0 Transverse Wall Zone C 28.4 35.6 9.1 324.0 11,133 4.6 50,653 Transverse Roof Zone D 0.3 35.6 6.7 237.3 86 9.1 784 7,094 64,551 4,256 38,731 Transverse Roof Zone E -26.9 6.4 16.0 102.4 -3,333 24.0 79,992 Transverse Roof Zone F -24.8 6.4 16.0 102.4 -3,073 8.0 24,583 Transverse Roof Zone G -19.0 35.6 16.0 569.6 -13,095 24.0 314,282 Transverse Roof Zone H -19.3 35.6 16.0 569.6 -13,302 8.0 106,415 Roof Overhang Zone E -41.9 6.4 1.3 8.5 -432 32.7 14,097 Roof Overhang Zone F -24.8 6.4 1.3 8.5 -255 -0.7 -170 Roof Overhang Zone G -33.9 35.6 1.3 47.3 -1,942 32.7 63,441 Roof Overhang Zone H -19.3 35.6 1.3 47.3 -1,106 -0.7 -735 -36,538 601,905 -21,923 361,143 399,874 -17.6 Longitudinal Wall Zone A 31.1 6.4 10.4 66.8 2,513 5.2 13,108 Longitudinal Wall Zone B 0.0 6.4 0.0 0.0 0 9.1 0 Longitudinal Wall Zone C 20.6 25.6 12.9 331.1 8,253 6.5 53,368 Longitudinal Wall Zone D 0.0 25.6 0.0 0.0 0 9.1 0 6,766 66,476 4,060 39,886 Longitudinal Roof Zone E -37.3 6.4 21.0 134.4 -6,066 31.5 191,075 Longitudinal Roof Zone F -21.2 6.4 21.0 134.4 -3,448 10.5 36,200 Longitudinal Roof Zone G -26.0 25.6 21.0 537.6 -16,913 31.5 532,756 Longitudinal Roof Zone H -16.4 25.6 21.0 537.6 -10,668 10.5 112,015 Roof Overhang Zone E -52.3 6.4 1.0 6.4 -405 42.5 17,213 Roof Overhang Zone F -21.2 6.4 1.0 6.4 -164 -0.5 82 Roof Overhang Zone G -40.9 25.6 1.0 25.6 -1,267 42.5 53,844 Roof Overhang Zone H -16.4 25.6 1.0 25.6 -508 -0.5 -254 -39,439 942,932 -23,663 565,759 605,645 -19.0 Total Overturning Moment Due to Transverse Wind Loading (ASD) LONGITUDINAL WIND LOADING Horizontal Wind Loads STRENGTH LEVEL Lateral Force/Moment Vertical Wind Loads STRENGTH LEVEL Uplift Force and Overturning Moment on Building Unit Uplift on Building (psf) Unit Uplift on Building (psf) (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE. Note: Total Overturning Moment Due to Longitudinal Wind Loads (ASD) CONVERT TO ALLOWABLE STRESS DESIGN CONVERT TO ALLOWABLE STRESS DESIGN TABLE E-1. WIND LOADS (HOUSE) Horizontal Wind Loads STRENGTH LEVEL Lateral Force/Moment Vertical Wind Loads STRENGTH LEVEL Uplift Force and Overturning Moment on Building CONVERT TO ALLOWABLE STRESS DESIGN CONVERT TO ALLOWABLE STRESS DESIGN TRANSVERSE WIND LOADING Revised 12/2/2020 WIND LOADS - HOUSE Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 13 of 20 Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) Transverse Wall Zone A 40.9 6.0 9.1 54.6 2,702 4.6 12,295 Transverse Roof Zone B 0.0 6.0 4.2 25.0 0 9.1 0 Transverse Wall Zone C 28.4 16.0 9.1 145.6 5,003 4.6 22,765 Transverse Roof Zone D 0.3 16.0 4.2 66.7 24 9.1 220 3,877 35,280 2,326 21,168 Transverse Roof Zone E -26.9 6.0 10.0 60.0 -1,953 15.0 29,294 Transverse Roof Zone F -24.8 6.0 10.0 60.0 -1,800 5.0 9,002 Transverse Roof Zone G -19.0 16.0 10.0 160.0 -3,678 15.0 55,176 Transverse Roof Zone H -19.3 16.0 10.0 160.0 -3,736 5.0 18,682 Roof Overhang Zone E -41.9 6.0 1.3 8.0 -405 20.7 8,361 Roof Overhang Zone F -24.8 6.0 1.3 8.0 -239 -0.7 -159 Roof Overhang Zone G -33.9 16.0 1.3 21.3 -873 20.7 18,038 Roof Overhang Zone H -19.3 16.0 1.3 21.3 -497 -0.7 -330 -13,182 138,064 -7,909 82,838 104,007 -6.3 Longitudinal Wall Zone A 31.1 6.0 10.4 62.1 2,337 5.2 12,093 Longitudinal Wall Zone B 0.0 6.0 0.0 0.0 0 9.1 0 Longitudinal Wall Zone C 20.6 14.0 11.5 161.6 4,027 5.8 23,238 Longitudinal Wall Zone D 0.0 14.0 0.0 0.0 0 9.1 0 3,749 35,331 2,249 21,199 Longitudinal Roof Zone E -37.3 6.0 11.0 66.0 -2,979 16.5 49,150 Longitudinal Roof Zone F -21.2 6.0 11.0 66.0 -1,693 5.5 9,312 Longitudinal Roof Zone G -26.0 14.0 11.0 154.0 -4,845 16.5 79,940 Longitudinal Roof Zone H -16.4 14.0 11.0 154.0 -3,056 5.5 16,808 Roof Overhang Zone E -52.3 6.0 1.0 6.0 -380 22.5 8,543 Roof Overhang Zone F -21.2 6.0 1.0 6.0 -154 -0.5 77 Roof Overhang Zone G -40.9 14.0 1.0 14.0 -693 22.5 15,589 Roof Overhang Zone H -16.4 14.0 1.0 14.0 -278 -0.5 -139 -14,077 179,280 -8,446 107,568 128,767 -6.8Unit Uplift on Building (psf) Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE. STRENGTH LEVEL Lateral Force/Moment CONVERT TO ALLOWABLE STRESS DESIGN Vertical Wind Loads STRENGTH LEVEL Uplift Force and Overturning Moment on Building CONVERT TO ALLOWABLE STRESS DESIGN Total Overturning Moment Due to Longitudinal Wind Loads (ASD) STRENGTH LEVEL Uplift Force and Overturning Moment on Building CONVERT TO ALLOWABLE STRESS DESIGN Total Overturning Moment Due to Transverse Wind Loading (ASD) Unit Uplift on Building (psf) LONGITUDINAL WIND LOADING Horizontal Wind Loads TABLE E-2. WIND LOADS (GARAGE) TRANSVERSE WIND LOADING Horizontal Wind Loads STRENGTH LEVEL Lateral Force/Moment CONVERT TO ALLOWABLE STRESS DESIGN Vertical Wind Loads Revised 12/2/2020 WIND LOADS - GARAGE Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 14 of 20 Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) Transverse Wall Zone A 16.0 6.4 9.1 58.2 932 4.6 4,240 Transverse Roof Zone B 8.0 6.4 6.7 42.7 341 9.1 3,106 Transverse Wall Zone C 16.0 35.6 9.1 324.0 5,183 4.6 23,584 Transverse Roof Zone D 8.0 35.6 6.7 237.3 1,899 9.1 17,278 5,298 48,208 3,179 28,925 Transverse Roof Zone E 0.0 6.4 16.0 102.4 0 24.0 0 Transverse Roof Zone F 0.0 6.4 16.0 102.4 0 8.0 0 Transverse Roof Zone G 0.0 35.6 16.0 569.6 0 24.0 0 Transverse Roof Zone H 0.0 35.6 16.0 569.6 0 8.0 0 Roof Overhang Zone E 0.0 6.4 1.3 8.5 0 32.7 0 Roof Overhang Zone F 0.0 6.4 1.3 8.5 0 -0.7 0 Roof Overhang Zone G 0.0 35.6 1.3 47.3 0 32.7 0 Roof Overhang Zone H 0.0 35.6 1.3 47.3 0 -0.7 0 00 00 28,925 0.0 Longitudinal Wall Zone A 16.0 6.4 10.4 66.8 1,068 5.2 5,573 Longitudinal Wall Zone B 8.0 6.4 0.0 0.0 0 9.1 0 Longitudinal Wall Zone C 16.0 25.6 12.9 331.1 5,297 6.5 34,257 Longitudinal Wall Zone D 8.0 25.6 0.0 0.0 0 9.1 0 4,036 39,830 2,422 23,898 Longitudinal Roof Zone E 0.0 6.4 21.0 134.4 0 31.5 0 Longitudinal Roof Zone F 0.0 6.4 21.0 134.4 0 10.5 0 Longitudinal Roof Zone G 0.0 25.6 21.0 537.6 0 31.5 0 Longitudinal Roof Zone H 0.0 25.6 21.0 537.6 0 10.5 0 Roof Overhang Zone E 0.06.41.06.4 042.5 0 Roof Overhang Zone F 0.0 6.4 1.0 6.4 0 -0.5 0 Roof Overhang Zone G 0.0 25.6 1.0 25.6 0 42.5 0 Roof Overhang Zone H 0.0 25.6 1.0 25.6 0 -0.5 0 00 00 23,898 0.0Unit Uplift on Building (psf) Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE. STRENGTH LEVEL Lateral Force/Moment CONVERT TO ALLOWABLE STRESS DESIGN Vertical Wind Loads STRENGTH LEVEL Uplift Force and Overturning Moment on Building CONVERT TO ALLOWABLE STRESS DESIGN Total Overturning Moment Due to Longitudinal Wind Loads (ASD) STRENGTH LEVEL Uplift Force and Overturning Moment on Building CONVERT TO ALLOWABLE STRESS DESIGN Total Overturning Moment Due to Transverse Wind Loading (ASD) Unit Uplift on Building (psf) LONGITUDINAL WIND LOADING Horizontal Wind Loads TABLE F-1. MINIMUM WIND LOADS (HOUSE) TRANSVERSE WIND LOADING Horizontal Wind Loads STRENGTH LEVEL Lateral Force/Moment CONVERT TO ALLOWABLE STRESS DESIGN Vertical Wind Loads Revised 12/2/2020 MINIMUM WINDOW LOADS - HOUSE Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 15 of 20 Zone Wind Pressure (psf) Zone Width (ft) Zone Ht./Leng. (ft) Zone Area (sf) Zone Force (lb) Moment Arm (ft) Moment (ft-lb) Transverse Wall Zone A 16.0 6.0 9.1 54.6 874 4.6 3,975 Transverse Roof Zone B 8.0 6.0 4.2 25.0 200 9.1 1,820 Transverse Wall Zone C 16.0 16.0 9.1 145.6 2,330 4.6 10,600 Transverse Roof Zone D 8.0 16.0 4.2 66.7 533 9.1 4,853 2,335 21,248 1,401 12,749 Transverse Roof Zone E 0.0 6.0 10.0 60.0 0 15.0 0 Transverse Roof Zone F 0.0 6.0 10.0 60.0 0 5.0 0 Transverse Roof Zone G 0.0 16.0 10.0 160.0 0 15.0 0 Transverse Roof Zone H 0.0 16.0 10.0 160.0 0 5.0 0 Roof Overhang Zone E 0.0 6.0 1.3 8.0 0 20.7 0 Roof Overhang Zone F 0.0 6.0 1.3 8.0 0 -0.7 0 Roof Overhang Zone G 0.0 16.0 1.3 21.3 0 20.7 0 Roof Overhang Zone H 0.0 16.0 1.3 21.3 0 -0.7 0 00 00 12,749 0.0 Longitudinal Wall Zone A 16.0 6.0 10.4 62.1 994 5.2 5,142 Longitudinal Wall Zone B 8.0 6.0 0.0 0.0 0 9.1 0 Longitudinal Wall Zone C 16.0 14.0 11.5 161.6 2,585 5.8 14,916 Longitudinal Wall Zone D 8.0 14.0 0.0 0.0 0 9.1 0 2,123 20,058 1,274 12,035 Longitudinal Roof Zone E 0.0 6.0 11.0 66.0 0 16.5 0 Longitudinal Roof Zone F 0.0 6.0 11.0 66.0 0 5.5 0 Longitudinal Roof Zone G 0.0 14.0 11.0 154.0 0 16.5 0 Longitudinal Roof Zone H 0.0 14.0 11.0 154.0 0 5.5 0 Roof Overhang Zone E 0.06.01.06.0 022.5 0 Roof Overhang Zone F 0.0 6.0 1.0 6.0 0 -0.5 0 Roof Overhang Zone G 0.0 14.0 1.0 14.0 0 22.5 0 Roof Overhang Zone H 0.0 14.0 1.0 14.0 0 -0.5 0 00 00 12,035 0.0Unit Uplift on Building (psf) Note: (+) and (-) signs signify wind pressures acting toward and away from the projected surfaces, respectively per ASCE. STRENGTH LEVEL Lateral Force/Moment CONVERT TO ALLOWABLE STRESS DESIGN Vertical Wind Loads STRENGTH LEVEL Uplift Force and Overturning Moment on Building CONVERT TO ALLOWABLE STRESS DESIGN Total Overturning Moment Due to Longitudinal Wind Loads (ASD) STRENGTH LEVEL Uplift Force and Overturning Moment on Building CONVERT TO ALLOWABLE STRESS DESIGN Total Overturning Moment Due to Transverse Wind Loading (ASD) Unit Uplift on Building (psf) LONGITUDINAL WIND LOADING Horizontal Wind Loads TABLE F-2. MINIMUM WIND LOADS (GARAGE) TRANSVERSE WIND LOADING Horizontal Wind Loads STRENGTH LEVEL Lateral Force/Moment CONVERT TO ALLOWABLE STRESS DESIGN Vertical Wind Loads Revised 12/2/2020 MINIMUM WIND LOADS - GARAGE Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 16 of 20 Building Component Load (psf) Height/ Width (ft) Length (ft)Area (sf) Seismic Weight (lb) Seismic Shear (lb) Roof Diaphragm & Ceiling 15.0 1,248 18,720 2,529 20% of Flat Roof Snow Load > 30-psf 0.0 1,248 00 One-Half Exterior Walls 15.0 9.1 148.0 1,347 10,101 1,364 One-Half Partitions 10.0 1,248 6,240 843 51,402 35,061 4,736 3,315 Roof Diaphragm & Ceiling 15.0 440 6,600 892 20% of Flat Roof Snow Load > 30-psf 0.0 440 0 0 One-Half Exterior Walls 15.0 9.1 84.0 764 5,733 774 One-Half Partitions 10.0 0 00 18,066 12,333 1,666 1,166 Building Component Force (lb) Dist. (ft) Moment (ft-lb) Roof Diaphragm & Ceiling 2,529 9.1 23,011 Exterior Walls 1,364 9.1 12,416 Partitions 843 9.1 7,670 Total Dead Load 51,402 16.0 822,432 43,097 399,874 822,432 493,459 Building Component Force (lb) Dist. (ft) Moment (ft-lb) Roof Diaphragm & Ceiling 2,529 9.1 23,011 Exterior Walls 1,364 9.1 12,416 Partitions 843 9.1 7,670 Total Dead Load 51,402 21.0 1,079,442 43,097 605,645 1,079,442 647,665 OVERTURNING ANALYSIS DUE TO LONGITUDINAL LOADS Total Moment Due to Longitudinal Seismic Forces Total Moment Due to Longitudinal Wind Forces Total Restoring Moment in Longitudinal Loading 6/10 of Total Restoring Moment in Longitudinal Loading OVERTURNING STABILITY YES TABLE G. SEISMIC LOADS SEISMIC SHEAR LOADS ON HOUSE STRENGTH LEVEL BASE SHEAR Roof Diaphragm Tributary Dead Load CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR Total Dead Load for Restoring Moment Total Moment Due to Transverse Seismic Forces Total Restoring Moment in Transverse Loading OVERTURNING STABILITY YES Total Moment Due to Transverse Wind Forces 6/10 of Total Restoring Moment in Transverse Loading OVERTURNING ANALYSIS DUE TO TRANSVERSE LOADS - HOUSE SEISMIC SHEAR LOADS ON GARAGE Total Dead Load for Restoring Moment Roof Diaphragm Tributary Dead Load STRENGTH LEVEL BASE SHEAR CONVERT TO ALLOWABLE STRESS DESIGN BASE SHEAR Revised 12/2/2020 SEISMIC LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 17 of 20 Floor Level Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (lb) 4,256 4,060 N/A N/A ASD Minimum Wind Load (lb) 3,179 2,422 N/A N/A ASD Controlling Wind Load (lb) 4,256 4,060 N/A N/A ASD Seismic Diaphragm Load (lb)3,315 3,315 N/A N/A Nature of Controlling Load WIND WIND N/A N/A ASD Maximum wind/seismic load (lb)4,256 4,060 N/A N/A Type Load Transverse Longitudinal Transverse Longitudinal ASD Wind Load (lb) 2,326 2,249 N/A N/A ASD Minimum Wind Load (lb) 1,401 1,274 N/A N/A ASD Controlling Wind Load (lb) 2,326 2,249 N/A N/A ASD Seismic Diaphragm Load (lb)1,166 1,166 N/A N/A Nature of Controlling Load WIND WIND N/A N/A ASD Maximum wind/seismic load (lb)2,326 2,249 N/A N/A NOTE: ASD = ALLOWABLE STRESS DESIGN TABLE H. CONTROLLING SHEAR LOADS House Main Floor Level Second Floor Level Garage Revised 12/2/2020 CONTROLLING LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 18 of 20 Floor Level Wall Identification A B C D Check Wall Type OSB OSB OSB OSB Total Tributary Load Distance (ft) - H 3.0 21.0 18.0 42.0 Tributary Load Fraction - H 0.071 0.500 0.429 1.0 Tributary Load Distance (ft) - G 10.0 10.0 20.0 Tributary Load Fraction - G 0.500 0.500 1.0 Applied Shear (lb)304 2,128 1,125 1,824 5,381 Wall Length (ft)13.0 13.0 22.0 54.0 Applied Unit Shear (lb/ft)23 164 51 34 Shear Wall Length (ft)7.0 7.0 6.0 36.0 Resistive Unit Shear (lb/ft) 43 304 187 51 Shear Wall Height (ft) 9.1 9.1 9.1 9.1 Unit DL on Wall (lb/ft)167 167 306 166.5 0.60*[Unit DL on Wall] (lb/ft)100 100 184 99.9 Max. Hold-Down 3.0-ft SW (lb) 1,430 311 Max. Hold-Down 3.5-ft SW (lb)220 2,592 286 Max. Hold-Down 4.0-ft SW (lb) 261 Max. Hold-Down 22.0-ft SW (lb) -638 Floor Level Wall Identification 1 2 3 Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft) - H 16.0 16.0 32.0 Tributary Load Fraction - H 0.500 0.500 1.0 Tributary Load Distance (ft) -G 11.0 11.0 0.0 22.0 Tributary Load Fraction - G 0.500 0.500 0.000 1.0 Applied Shear (lb)1,163 3,193 2,030 6,386 Wall Length (ft)20.0 36.0 42.0 Applied Unit Shear (lb/ft)58 89 48 Shear Wall Length (ft)15.0 14.0 31.0 Resistive Unit Shear (lb/ft) 78 228 65 Shear Wall Height (ft)9.1 9.1 9.1 Unit Wall DL (lb/ft)167 396 396 0.6*[Unit DL on Wall] (lb/ft)100 238 238 Max. Hold-Down 4.0-ft SW (lb) 120 Max. Hold-Down 7.5-ft SW (lb)-296 Max. Hold-Down 14.0-ft SW (lb)410 Max. Hold-Down 15.0-ft SW (lb)-44 Max. Hold-Down 19.5-ft SW (lb) -1,723 Main Floor Level TABLE I. WIND SHEAR WALL LOADS TRANSVERSE LOADS Main Floor Level LONGITUDINAL LOADS Revised 12/2/2020 WIND SHEAR WALL LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 19 of 20 Floor Level Wall Identification A B C D Check Wall Type OSB OSB OSB OSB Total Tributary Load Distance (ft) - H 3.0 21.0 18.0 42.0 Tributary Load Fraction - H 0.071 0.500 0.429 1.0 Tributary Load Distance (ft) - G 10.0 10.0 20.0 Tributary Load Fraction - G 0.500 0.500 1.0 Applied Shear (lb)237 1,658 583 2,004 4,481 Wall Length (ft)13.0 13.0 22.0 54.0 Applied Unit Shear (lb/ft)18 128 27 37 Shear Wall Length (ft)7.0 7.0 6.0 36.0 Resistive Unit Shear (lb/ft) 34 237 97 56 Shear Wall Height (ft) 9.1 9.1 9.1 9.1 Unit DL on Wall (lb/ft)167 167 306 166.5 0.60*[Unit DL on Wall] (lb/ft)100 100 184 99.9 Max. Hold-Down 3.0-ft SW (lb) 609 357 Max. Hold-Down 3.5-ft SW (lb)133 1,980 332 Max. Hold-Down 4.0-ft SW (lb) 307 Max. Hold-Down 22.0-ft SW (lb) -592 Floor Level Wall Identification 1 2 3 Check Wall Type OSB OSB OSB Total Tributary Load Distance (ft) - H 0.0 16.0 16.0 32.0 Tributary Load Fraction - H 0.000 0.500 0.500 1.0 Tributary Load Distance (ft) -G 11.0 11.0 0.0 22.0 Tributary Load Fraction - G 0.500 0.500 0.000 1.0 Applied Shear (lb)583 2,241 1,658 4,481 Wall Length (ft)20.0 36.0 42.0 Applied Unit Shear (lb/ft)29 62 39 Shear Wall Length (ft)15.0 14.0 31.0 Resistive Unit Shear (lb/ft) 39 160 53 Shear Wall Height (ft)9.1 9.1 9.1 Unit Wall DL (lb/ft)167 396 396 0.6*[Unit DL on Wall] (lb/ft)100 238 238 Max. Hold-Down 4.0-ft SW (lb) 11 Max. Hold-Down 7.5-ft SW (lb)-405 Max. Hold-Down 14.0-ft SW (lb)-209 Max. Hold-Down 15.0-ft SW (lb)-396 Max. Hold-Down 19.5-ft SW (lb) -1,833 TABLE J. SEISMIC SHEAR WALL LOADS TRANSVERSE LOADS Main Floor Level LONGITUDINAL LOADS Main Floor Level Revised 12/2/2020 SEISMIC SHEAR WALL LOADS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 R. Mumbower HiLine Homes Page 20 of 20 Maximum Transverse Shear Load (lb) Calculation V = 4,256 Diaphragm Span (ft) Design Drawings b = 32 Diaphragm Length (ft) Design Drawings L = 42.0 Diaphragm Unit Shear (lb/ft) Calculation w = V/Length =101 Diaphragm Maximum Moment (ft-lb)Calculation M = wL2/8 =22,345 Diaphragm Chord Force (lb) Calculation C = T = M/b =698 Allowable Nail Load (lb)NDS Table 11N D-F & 10d Common 118 Adjustment For Wind/Seismic Loads NDS Table 2.3.2 10-minute loads 1.6 Adjusted Allowable Nail Load (lb)Calculation F = 1.6FNail 188.8 Minimum Number of Nails Required At Splices Calculation NN-Min = C/FA 3.7 Maximum Nail Spacing at Splices (in)Design Drawings S =6.0 Minimum Splice Length (in)Calculation LSplice = SNN-Min 22.2 Design Splice Length (in) Design Drawings Design Specification 48.0 Allowable Diaphragm Chord Force (lb) Calculation 10d @ 6-in o.c.1,699 Cross Sectional Area of Shear Wall Chords (in 2)Design Drawings AChord = 2(1.5)(5.5) =16.5 Axial Chord Stess (psi)Calculation Fc/t = C/A = T/A 42 Allowable Parallel Compressive Stress (psi) WWPA Table 1 No. 2 Douglas Fir Larch 1,350 Allowable Parallel Tensile Stress (psi) WWPA Table 1 No. 2 Douglas Fir Larch 575 Roof Truss Span, b (ft)Design Drawings 32.0 Tributary Area to Truss Connection (sf) Trusses @ 24-in o.c. A = 2b/2 = b 32.0 Maximum Wind Uplift Pressure, 85 mph, C (psf)Calculated [0.5*(0.6*(23.1+16.0)] x 1.21 -14.2 Maximum Wind Uplift Pressure, 95 mph, C (psf)Calculated [0.5*0.6*(27.4+19.1)] x 1.21 -16.9 Maximum Wind Uplift Pressure, 110 mph, C (psf)-23.0 Maximum Wind Uplift Load At Connection (lb)85 mph, Exp. C FUp = pA -453 Maximum Wind Uplift Load At Connection (lb)95 mph, Exp. C FUp = pA -541 Maximum Wind Uplift Load At Connection (lb)110 mph, Exp. C FUp = pA -736 Roof Unit Dead Load, wdl (psf)Design Criteria 15.0 Roof Dead Load to Truss Connection (lb)FDL =0.6 wdlA 288 Net Load to Truss Connection (lb)85 mph, Exp. C FNet = FUp + FDL -165 Net Load to Truss Connection (lb)95 mph, Exp. C FNet = FUp + FDL -253 Net Load to Truss Connection (lb)110 mph, Exp. C FNet = FUp + FDL -448 Allowable Uplift for Simpson H10A Clip (lb)855 Allowable Uplift For Simpson H2.5A Clip (lb)565 Allowable Uplift For Simpson H1 Clip (lb)480 DF with 160% Increase DF with 160% Increase DIAPHRAGM CHORD SPLICE & STRESS CALCULATIONS ROOF UPLIFT CALCULATIONS Calculated [0.5*0.6*(37.3+26.0)] x 1.21 TABLE K. ROOF DIAPHRAGM CALCULATIONS DF with 160% Increase Revised 12/2/2020 ROOF DIAPHRAGM CALCULATIONS Plan 1248-15 p_g 30-PSF, V_ult 140 mph, Exp C, SDC D2_LATHAM Printed 12/3/2020 ABDELOUAHAB ABROUS, Ph.D., P.E. FOOTING CALCULATION PACKAGE HILINE HOMES PLAN 1248 Alfred & Susan Latham 1003-1585 251 Kennedy Road, Port Hadlock, WA 98339 Hiline Homes Design & Engineering Department 11306 62nd AVE E, Puyallup, WA 98373 (253) 770-2244 EXT. 2132 wabrous@hilinehomes.com DESIGNDATA FOUNDATIONDATA GroundSnowLoad30.0 psf StemWallHeight1.5 ft RoofLiveLoad 25.2 psf StemWallWidth0.5 ft RoofDeadLoad 15.0 psf FootingHeight0.5 ft WallDeadLoad 15.0 psf FootingWidth1.0 ft FloorLiveLoad40.0 psf FootingFootprintAreaperFoot 1.0 ft2/ft FloorDeadLoad 10.0 psf ConcreteVolumeperFoot 1.3 ft3/ft TrussTailProjection 1.33 ft FoundationWeightperFoot 188 plf AllowableSoilPressure 1,500 psf ROOFLOADS UPPERFLOORLOADS MaximumTrussSpan 32.0 ft WallHeight 0.0 ft TributaryLengthonWall 17.3 ft WallLoad 0.0 plf LiveLoadonTopofWall 437 plf TributaryFloorLength 0.0 ft DeadLoadonTopofWall 260 plf FloorLiveLoad 40.0 plf TotalRoofLoadperFoot 697 plf FloorDeadLoad 10.0 plf 4ft 0.0 plf 510 plf 0.0 plf 303 plf MAINFLOORLOADS CHECKFORFOOTINGADEQUACY WallHeight 9ft TotalWeightonSoilperFoot 1,235 plf WallLoad 135 plf 1,235 psf TributaryFloorLength 2 ft 726 plf FloorLiveLoad 80 plf 1,155 plf FloorDeadLoad 20 plf 1,084 plf 155 plf 1,155 plf TotalMainFloorLoad 235 plf 1,155 psf FOOTING=ACCEPTABLE Pleasefeelfreetocontactmeifyouhaveanyquestions. Thankyouforyourconsideration, RaynaMumbower RaynaMumbower HiLineHomes 1130662ndAveE Puyallup,WA98373 (253)770Ͳ2244,Ext.2301 Thisletteraddressestheprojectat251KennedyRoad,PortHadlock,WA98339 .Ihavereviewedthefooting specificationsdetailedinthesubmittedplansanddeterminedthattheyareadequate. Revised:Wednesday,December2,2020 Printed:Thursday,December3,2020 JOBNUMBER:1003Ͳ1585 PLANNUMBER:1248 OWNER(S):Alfred&SusanLatham Belowarethecalculationsrelativetothefoundationfootingsizeunderneaththeloadbearingwalls. OpeningWidth(if>2*StemHt.)TotalFloorLiveLoad TotalRoofLiveLoadUnderOpening TotalFloorDeadLoad+WallDL ActualSoilPressureFactored TotalRoofDeadLoadUnderOpening SoilPressureWithoutLoadFactor D+L D+Lr D+.75L+.75Lr TotalDeadLoad MAX(D+L,D+Lr,D+.75L+.75Lr) hank you for your consideration, ayna Mumbower DESIGNDATA FOUNDATIONDATA GroundSnowLoad30.0 psf StemWallHeight1.5 ft RoofLiveLoad 25.2 psf StemWallWidth0.5 ft RoofDeadLoad 15.0 psf FootingHeight0.5 ft WallDeadLoad 15.0 psf FootingWidth1.0 ft FloorLiveLoad40.0 psf FootingFootprintAreaperFoot 1.0 ft2/ft FloorDeadLoad 10.0 psf ConcreteVolumeperFoot 1.3 ft3/ft GableRoofProjection 1.00 ft FoundationWeightperFoot 188 plf AllowableSoilPressure 1,500 psf ROOFLOADS UPPERFLOORLOADS TrussSpacing 2.0 ft WallHeight 0.0 ft TributaryLengthonWall 5.0 ft WallLoad 0.0 plf LiveLoadonTopofWall 126 plf TributaryFloorLength 0.0 ft DeadLoadonTopofWall 75 plf FloorLiveLoad 40.0 plf TotalRoofLoadperFoot 201 plf FloorDeadLoad 10.0 plf 6ft 0.0 plf 189 plf 0.0 plf 113 plf MAINFLOORLOADS CHECKFORFOOTINGADEQUACY WallHeight 9ft TotalWeightonSoilperFoot 974 plf WallLoad 135 plf 974 psf TributaryFloorLength 7 ft 785 plf FloorLiveLoad 280 plf 694 plf FloorDeadLoad 70 plf 843 plf 205 plf 843 plf TotalMainFloorLoad 485 plf 843 psf FOOTING=ACCEPTABLE Pleasefeelfreetocontactmeifyouhaveanyquestions. Thankyouforyourconsideration, RaynaMumbower RaynaMumbower HiLineHomes 1130662ndAveE Puyallup,WA98373 (253)770Ͳ2244,Ext.2301 Thisletteraddressestheprojectat251KennedyRoad,PortHadlock,WA98339.Ihavereviewedthefooting specificationsdetailedinthesubmittedplansanddeterminedthattheyareadequate. Revised:Wednesday,December2,2020 Printed:Thursday,December3,2020 JOBNUMBER: 1003Ͳ1585 PLANNUMBER: 1248 OWNER(S): Alfred&SusanLatham TotalRoofDeadLoadUnderOpening SoilPressureWithoutLoadFactor D+L D+Lr OpeningWidth(if>2*StemHt.) Belowarethecalculationsrelativetothefoundationfootingsizeunderneaththegablewalls. TotalFloorLiveLoad TotalFloorDeadLoad+WallDLTotalRoofLiveLoadUnderOpening TotalDeadLoad MAX(D+L,D+Lr,D+.75L+.75Lr) ActualSoilPressureFactored D+.75L+.75Lr hank you for your consideration, ayna Mumbower DESIGNDATA FOUNDATIONDATA GroundSnowLoad30.0 psf StemWallHeight1.5 ft RoofLiveLoad 25.2 psf StemWallWidth0.5 ft RoofDeadLoad 15.0 psf FootingHeight0.5 ft WallDeadLoad 15.0 psf FootingWidth1.0 ft FloorLiveLoad100.0 psf FootingFootprintAreaperFoot 1.0 ft2/ft FloorDeadLoad 50.0 psf ConcreteVolumeperFoot 1.3 ft3/ft TrussTailProjection 1.33 ft FoundationWeightperFoot 188 plf AllowableSoilPressure 1,500 psf ROOFLOADS UPPERFLOORLOADS MaximumTrussSpan 20.0 ft WallHeight 0.0 ft TributaryLengthonWall 11.3 ft WallLoad 0.0 plf LiveLoadonTopofWall 286 plf TributaryFloorLength 0.0 ft DeadLoadonTopofWall 170 plf FloorLiveLoad 40.0 plf TotalRoofLoadperFoot 455 plf FloorDeadLoad 10.0 plf 0ft 0.0 plf 286 plf 0.0 plf 170 plf MAINFLOORLOADS CHECKFORFOOTINGADEQUACY WallHeight 9ft TotalWeightonSoilperFoot 1,078 plf WallLoad 135 plf 1,078 psf TributaryFloorLength 2 ft 792 plf FloorLiveLoad 200 plf 878 plf FloorDeadLoad 100 plf 947 plf 235 plf 947 plf TotalMainFloorLoad 435 plf 947 psf FOOTING=ACCEPTABLE Pleasefeelfreetocontactmeifyouhaveanyquestions. Thankyouforyourconsideration, RaynaMumbower RaynaMumbower HiLineHomes 1130662ndAveE Puyallup,WA98373 (253)770Ͳ2244,Ext.2301 Thisletteraddressestheprojectat251KennedyRoad,PortHadlock,WA98339.Ihavereviewedthefooting specificationsdetailedinthesubmittedplansanddeterminedthattheyareadequate. Revised:Wednesday,December2,2020 Printed:Thursday,December3,2020 JOBNUMBER: 1003Ͳ1585 PLANNUMBER: 1248 OWNER(S): Alfred&SusanLatham Belowarethecalculationsrelativetothefoundationfootingsizeunderneaththegarageloadbearingwalls. OpeningWidth(if>2*StemHt.)TotalFloorLiveLoad TotalRoofLiveLoadUnderOpening TotalFloorDeadLoad+WallDL ActualSoilPressureFactored TotalRoofDeadLoadUnderOpening SoilPressureWithoutLoadFactor D+L D+Lr D+.75L+.75Lr TotalDeadLoad MAX(D+L,D+Lr,D+.75L+.75Lr) hank you for your consideration, ayna Mumbower ABDELOUAHAB ABROUS, Ph.D., P.E. (253) 770-2244 EXT. 2132 11306 62nd AVE E, Puyallup, WA 98373 Design & Engineering Department Hiline Homes wabrous@hilinehomes.com 251 Kennedy Road, Port Hadlock, WA 98339 HILINE HOMES PLAN 1248 BEAM CALCULATION PACKAGE Alfred & Susan Latham 1003-1585 Wood Beam HiLine HomesLic. # : KW-06012728 DESCRIPTION:3-1/2X13-1/2 GLB GARAGE HEADER Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 (253) 770-2244 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: LATHAM RESIDENCE PLAN 1248 JOB 1003-1585.ec6 Project Title:Alfred & Susan Latham Engineer:Rayna Mumbower Project ID:1003-1585 Printed: 3 DEC 2020, 2:25PM Project Descr:1248 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Load Resistance Factor D DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 11.330 ft, (Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.850: 1 Load Combination +1.20D+1.60L Span # where maximum occurs Span # 1 Location of maximum on span 8.250 ft 172.91 psi= = 3,433.38 psi 3.5x13.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.20D+1.60L = = = 457.92 psi== Section used for this span 3.5x13.5 Maximum Shear Stress Ratio 0.378 : 1 0.000 ft= = 2,919.63 psi Maximum Deflection 0 <360 293 Ratio =0 <240 Max Downward Transient Deflection 0.441 in 448Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.675 in Ratio =>=240 Max Upward Total Deflection 0.000 in Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.6754 8.310 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.291 4.291 Overall MINimum 2.804 2.804 D Only 1.487 1.487 +D+L 4.291 4.291 +D+0.750L 3.590 3.590 +0.60D 0.892 0.892 L Only 2.804 2.804 Wood Beam HiLine HomesLic. # : KW-06012728 DESCRIPTION:3-1/2X7-1/2 GLB LIVING ROOM WINDOW HEADER Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 (253) 770-2244 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: LATHAM RESIDENCE PLAN 1248 JOB 1003-1585.ec6 Project Title:Alfred & Susan Latham Engineer:Rayna Mumbower Project ID:1003-1585 Printed: 3 DEC 2020, 2:25PM Project Descr:1248 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Load Resistance Factor D DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 17.330 ft, (Roof) Point Load : D = 0.570, L = 1.140 k @ 2.0 ft, (Girder Truss Support) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.791: 1 Load Combination +1.20D+1.60L Span # where maximum occurs Span # 1 Location of maximum on span 2.586 ft 272.35 psi= = 4,089.82 psi 3.5x7.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.20D+1.60L = = = 457.92 psi== Section used for this span 3.5x7.5 Maximum Shear Stress Ratio 0.595 : 1 0.000 ft= = 3,234.16 psi Maximum Deflection 0 <360 379 Ratio =0 <240 Max Downward Transient Deflection 0.136 in 572Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.205 in Ratio =>=240 Max Upward Total Deflection 0.000 in Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.2055 3.155 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.737 3.079 Overall MINimum 2.479 2.040 D Only 1.258 1.039 +D+L 3.737 3.079 +D+0.750L 3.117 2.569 +0.60D 0.755 0.623 L Only 2.479 2.040 Wood Beam HiLine HomesLic. # : KW-06012728 DESCRIPTION:2X6 D.F.#2 GABLE END HEADERS Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 (253) 770-2244 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: LATHAM RESIDENCE PLAN 1248 JOB 1003-1585.ec6 Project Title:Alfred & Susan Latham Engineer:Rayna Mumbower Project ID:1003-1585 Printed: 3 DEC 2020, 2:25PM Project Descr:1248 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Load Resistance Factor D Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.030 ksf, Tributary Width = 3.0 ft, (Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.899: 1 Load Combination +1.20D+1.60L Span # where maximum occurs Span # 1 Location of maximum on span 3.250 ft 101.87 psi= = 1,864.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.20D+1.60L = = = 311.04 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.328 : 1 6.049 ft= = 1,677.25 psi Maximum Deflection 0 <360 469 Ratio =0 <240 Max Downward Transient Deflection 0.109 in 713Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.166 in Ratio =>=240 Max Upward Total Deflection 0.000 in Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.1661 3.274 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.445 0.445 Overall MINimum 0.293 0.293 D Only 0.152 0.152 +D+L 0.445 0.445 +D+0.750L 0.371 0.371 +0.60D 0.091 0.091 L Only 0.293 0.293 Wood Beam HiLine HomesLic. # : KW-06012728 DESCRIPTION:5-1/2X9 GLB FRONT PORCH FRONT BEAM Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 (253) 770-2244 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: LATHAM RESIDENCE PLAN 1248 JOB 1003-1585.ec6 Project Title:Alfred & Susan Latham Engineer:Rayna Mumbower Project ID:1003-1585 Printed: 3 DEC 2020, 2:25PM Project Descr:1248 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor D DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.030 ksf, Extent = 6.0 -->> 19.0 ft, Tributary Width = 4.30 ft, (Roof) Varying Uniform Load : D= 0.0150->0.0150, L= 0.030->0.030 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 1.0->4.30 ft, (Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.497: 1 Load Combination +1.20D+1.60L Span # where maximum occurs Span # 1 Location of maximum on span 9.708 ft 77.09 psi= = 4,147.20 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.20D+1.60L = = = 457.92 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.168 : 1 18.307 ft= = 2,059.30 psi Maximum Deflection 0 <360 241 Ratio =0 <240 Max Downward Transient Deflection 0.595 in 382Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.946 in Ratio =>=240 Max Upward Total Deflection 0.000 in Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.9457 9.639 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.542 1.893 Overall MINimum 0.960 1.194 D Only 0.582 0.699 +D+L 1.542 1.893 +D+0.750L 1.302 1.595 +0.60D 0.349 0.419 L Only 0.960 1.194 Wood Beam HiLine HomesLic. # : KW-06012728 DESCRIPTION:4X10 D.F.#2 FRONT PORCH SIDE BEAM Hiline Homes 11306 62nd Ave E Puyallup, WA 98373 (253) 770-2244 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: LATHAM RESIDENCE PLAN 1248 JOB 1003-1585.ec6 Project Title:Alfred & Susan Latham Engineer:Rayna Mumbower Project ID:1003-1585 Printed: 3 DEC 2020, 2:25PM Project Descr:1248 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor D DouglasFir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D= 0.0150->0.0150, L= 0.030->0.030 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width = 7.330->1.330 ft, (Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.173: 1 Load Combination +1.20D+1.60L Span # where maximum occurs Span # 1 Location of maximum on span 2.672 ft 33.49 psi= = 1,866.24 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +1.20D+1.60L = = = 311.04 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.108 : 1 0.000 ft= = 322.21 psi Maximum Deflection 0 <360 4486 Ratio =0 <240 Max Downward Transient Deflection 0.010 in 6971Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.016 in Ratio =>=240 Max Upward Total Deflection 0.000 in Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.0160 2.934 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.741 0.471 Overall MINimum 0.480 0.300 D Only 0.261 0.171 +D+L 0.741 0.471 +D+0.750L 0.621 0.396 +0.60D 0.157 0.103 L Only 0.480 0.300