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Specifications t. .63 .6611 INT 9 6016 Main Street#400 AY �'+�/ Vancouver,WA 98660 ENGINEERING RECEIVED JUN 172019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS STONE OUTDOOR LIVING PORCH 12195 SW WILDWOOD ST TIGARD, OR 98224 �E0 P'0E6- OFFICE COPY 013) vti � °.o •- •N,�o 99 ' E R Q N F15G\ EXPIRES:12/31/2019 06-14-2019 19118 Nmiw , t.360.635.6611 WAY PI N T 9601 Main Street#400 Vancouver,WA 98660 ENGINEERING TABLE OF CONTENTS Section Description A Design Criteria B Gravity Design C Foundation Design D Lateral Design , , 36 .63 .6611 0 6070 Main Street#400 WA/Inky P I N T Vancouver,WA 98660 ENGINEERING DESIGN CRITERIA SECTION A PROJECT NARRATIVE Waypoint Engineering was retained in limited capacity to perform the following work for this project including: • Structural analysis of new building vertical force resisting systems. • Gravity analysis will include beams, anticipated pre-manufactured roof joist reactions, and conventional cast-in-place reinforced concrete footings. • To check if base shear due to new addition is within ten percent of existing base shear VERTICAL AND LATERAL FORCE RESISTING SYSTEM The vertical system consists of floor joists supported on beams, and columns. The lateral force resisting system consists of wood panel shear walls and flexible, plywood sheathed diaphragms. Vertical and lateral loads are transferred to the ground via continuous poured in place, concrete footings. CODES AND REFERENCES • 2014 Oregon Structural Specialty Code, OSSC • 2012 American Wood Council, National Design Specification for Wood Construction, NDS • 2015 International Building Code, IBC • 2015 American Wood Council, National Design Specification for Wood Construction, NDS • 2010 American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 , ',.360.635.6611 4 601 Main Street#400 WAYP -0- INT Vancouver, WA 98660 ENGINEERING FOUNDATIONS Foundations have been designed with the following criteria: Individual Spread and Continuous Footings: Allowable Soil Pressure, D+SL 1,500 psf (IBC Table 1806.2) Allowable Soil Pressure, D+L+E/1.4 2,000 psf (1806.1/1605.3.2) Coefficient of Friction 0.25 (IBC Table 1806.2) Lateral Bearing Pressure (Passive Soil Resistance) 100 psf/ft (IBC Table 1806.2) GRAVITY LOADS Floor Live Load (ASCE 7-10 Table 4-1): Residential 40 psf Balconies and Decks 60 psf Stairs and Exits 100 psf Roof Live Load (Reducible per ASCE 4.8): Minimum Roof: 20 psf Deck Roof: 10 psf Roof Snow Load: Flat Roof Snow Load, Pf: 25 psf (ASCE 7-10 7.3): Snow Exposure Factor, Ce: 1.0 (ASCE 7-10 Table 7-2) Importance Factor, IS: 1.0 (ASCE 7-10 Table 1.5-2) Thermal Factor, Ct: 1.0 (ASCE 7-10 Table 7-3) Drift Surcharge Load, Pd: 26.9 psf Width of Snow Drift, w: 6.2 WIND DESIGN Ultimate Design Wind Speed, Vu,t (3-Second Gust): 110 mph (ASCE 7-10 Figure 26.5-1A) Nominal Design Wind Speed, Vasa=Vu,tv/0.6: 85mph (IBC 1609.3) Risk Category: II (ASCE Table 1.5-2) Wind Exposure: Surface Roughness B (N/S and E/W Directions) Exposure B (N/S and E/W Directions) (ASCE 7-10 26.7) Internal Pressure Coefficients, GCp; (if applicable): 0.00 (Open Buildings) ±0.55 (Partially Enclosed) ±0.18 (Enclosed) (ASCE 7-10 26.11-1) Component and Cladding Wind Pressures (if applicable): 20 psf • '.360.635.6611 9601 Main Street#400 WAYP I N T Vancouver, WA 98660 ENGINEERING SEISMIC DESIGN Risk Category: II (ASCE Table 1.5-2) Seismic Importance Factor, Ie 1.00 (ASCE Table 1.5-2) Mapped Spectral Response Acceleration Parameters, Ss/Si: 0.956/0.42 Site Class: D - Stiff Soil (ASCE 7-10 21.1.2) Design Spectral Response Acceleration Parameters, Sps/Spl: 0.712/0.443 Seismic Design Category: D (ASCE 7-10 11.6) Basic Seismic Force Resisting System(s): Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance (N/S and E/W Directions) (ASCE 7-10 Table 12.2-1) Seismic Response Coefficient(s), C5: 0.110 (ASCE 7-10 12.8.1.1) Response Modification Coefficient(s), R: 6.5 (N/S and E/W Directions) (ASCE 7-10 Table 12.2-1) Analysis Procedure Used: Equivalent Lateral Force (ASCE 7-10 12.8) MATERIAL SPECIFICATIONS AND STRENGTHS - CONCRETE Concrete Types: Class 28-Day Strength (f'c) Location A 3,000 psi Foundation Concrete Unit Weight, yc = 150 pcf MATERIAL SPECIFICATIONS AND STRENGTHS - REINFORCING STEEL Reinforcing shall conform to the following, unless noted otherwise: Location Type All Locations ASTM A615, 60 ksi • '.360.635.6611 G 601 Main Street#400 WAY P Vancouver, WA 98660 ENGINEERING MATERIAL SPECIFICATIONS AND STRENGTHS - WOOD FRAMING Description Type Dimensional Lumber: Hem Fir #2 Beams 41/2" and Narrower: Hem Fir #1 Beams 5 '/2" and Wider: Hem Fir #1 Posts, 41/2"x51/2" and Smaller: Hem Fir #1 Posts, 5 1/2"x51/2" and Larger: Hem Fir #1 Backing, Stripping, and Furring Construction Glued-Laminated Beams: 24F-V4 DF Simple Span 24F-V8 DF Continuous or Cantilevered Glued-Laminated Columns: Combination 2 HF .63 9 6010 Main Street#400 wAypoINT Vancouver,WA 98660 ENGINEERING GRAVITY DESIGN SECTION B WOMENOm t • k.3 .6611 9 AYP INT P 6011 0.6Main Street#400 Vancouver, WA 98660 E \ GINEE � I \ G KEY PLAN ,/7,,,,,,,w,, / /7/,/,,,,,//0/7/0, 7 /7„:„_r///440/ -/4,/,- /,/,,,/,,,,,,,//z,"7/ /*,..,/,,-,s7//,,,/,0//,/ /3, 4/2,77/ „,./.22/-0/ //,,,,„ // „,,,/ , ,,,,,,,,, / ///,,,,,:: / //. .4.2/ 7/7.,/z< ./.,/, ,,,,/,, ,,,,,, 4..„ ,,, „ ,. / „ ,„,/ , <„,,,,,/, ,„„,7/7/ /7,//., ,///4// // / '-'//' /////" roof over existing one-story area,frame L. _.: .- ii _(._ i .__.__ f --- ± _- j 1 up to bottom of new roofsee also 3/A201 1)8+1 aO I- ID$.-'i I I _ 1 i legend ! i jt I —._ 4x10 1 DB-,2 a l Dpl- 1- I I ) I tet NI 14) 2x4skylights:TYP 1 ( 2x105 @ 2'-0 crC I ii 1 t l i I , I I q I I I I I -1 I i i presid-Nia roofing i i i 2I so!S Lrubi-ized membra-le _ _I..-�a II I I under 4ymenl 0/ I I 1 2��� Q C iI from, ;o,see legend' I i I ?��} I ' I I I I I D �a�--- I1 I I I I 11 I I 1 I 1 1 , I D>)--1 _ I 1 I 1 1 /,/ ,/-- r_ I I I I IJ I I 1 � I I 64C. '1 -{ ti x 1q I I „{ 1 deck below I I .downspout ` — — -- - 1 gutter Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Softwar ;•i NERC .1983 uiid:10.19.1.27 . Lic.#:KW-06011982 _" =` ..xx = Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DJ-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb + 975.0 psi E:Modulus of Elasti Load CombinataSCE 7-10 Fb- 975.0 psi Ebend-xx 1,500.0ksi Fc-Prll 1,350.0 psi Eminbend-x 550.0ksi Wood Species Hem-Fir Fc-Perp 405.0 psi Wood Grade No.1 Fv 150.0 psi Ft 625.0 psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling S 0.054,0 b��'liif..."... -,,...L._. D(0.02)Lr(0.04)S(0.05) C. 1 AN 2x10 ;d ,, 2x10 Span=9.750 ft Span=3.250 ft 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=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width =2.0 ft, (Roof Load) Varying Uniform Load : S=0.0270->0.0 ksf, Extent= 0.0--»6.250 ft, Trib Width =2.0 ft, (Drifted Snow) Load for Span Number 2 Uniform Load : D=0.010, Lr=0.020, S =0.0250 ksf, Tributary Width =2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.395 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 487.46 psi fv:Actual = 40.42 psi FB:Allowable = 1,233.38 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.085ft Location of maximum on span = 8.987 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.072 in Ratio= 1635>=360 Max Upward Transient Deflection -0.058 in Ratio= 1334>=360 Max Downward Total Deflection 0.095 in Ratio= 1237>=180 Max Upward Total Deflection -0.073 in Ratio= 1066>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.123 0.084 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.21 118.96 965.25 0.11 11.36 135.00 Length=3.250 ft 2 0.069 0.084 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 965.25 0.06 11.36 135.00 +D+L+H, LL Comb Run(*L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.111 0.076 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.21 118.96 1072.50 0.11 11.36 150.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch , Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lie.#:KW-06011982 '`+' - ., "� Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DJ-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=3.250 ft 2 0.062 0.076 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1072.50 0.06 11.36 150.00 +D+L+H, LL Comb Run(L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.111 0.076 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.21 118.96 1072.50 0.11 11.36 150.00 Length=3.250 ft 2 0.062 0.076 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1072.50 0.06 11.36 150.00 +D+L+H, LL Comb Run(LL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.111 0.076 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.21 118.96 1072.50 0.11 11.36 150.00 Length=3.250 ft 2 0.062 0.076 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1072.50 0.06 11.36 150.00 +D+Lr+H, LL Comb Run(*L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.138 0.090 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.33 185.43 1340.63 0.16 16.83 187.50 Length=3.250 ft 2 0.138 0.090 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.33 185.43 1340.63 0.16 16.83 187.50 +D+Lr+H, LL Comb Run(L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.287 0.155 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.69 384.42 1340.63 0.27 29.15 187.50 Length=3.250 ft 2 0.050 0.155 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1340.63 0.06 29.15 187.50 +D+Lr+H, LL Comb Run(LL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.246 0.168 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.59 329.64 1340.63 0.29 31.49 187.50 Length=3.250 ft 2 0.138 0.168 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.33 185.43 1340.63 0.16 31.49 187.50 +D+5+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.395 0.234 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.87 487.46 1233.38 0.37 40.42 172.50 Length=3.250 ft 2 0.174 0.234 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.38 215.05 1233.38 0.18 40.42 172.50 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.116 0.075 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.80 1340.63 0.13 14.14 187.50 Length=3.250 ft 2 0.116 0.075 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.80 1340.63 0.13 14.14 187.50 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.237 0.132 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.57 317.89 1340.63 0.23 24.70 187.50 Length=3.250 ft 2 0.050 0.132 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1340.63 0.06 24.70 187.50 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.207 0.141 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.49 276.97 1340.63 0.24 26.46 187.50 Length=3.250 ft 2 0.116 0.141 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.80 1340.63 0.13 26.46 187.50 +D+0.750L+0.7505+H, LL Co 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.320 0.192 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1233.38 0.31 33.16 172.50 Length=3.250 ft 2 0.144 0.192 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1233.38 0.15 33.16 172.50 +D+0.750L+0.7505+H, LL Co 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.320 0.192 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1233.38 0.31 33.16 172.50 Length=3.250 ft 2 0.144 0.192 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1233.38 0.15 33.16 172.50 +D+0.750L+0.7505+H, LL Co 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.320 0.192 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1233.38 0.31 33.16 172.50 Length=3.250 ft 2 0.144 0.192 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1233.38 0.15 33.16 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.069 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.21 118.96 1716.00 0.11 11.36 240.00 Length=3.250 ft 2 0.039 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1716.00 0.06 11.36 240.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.069 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.21 118.96 1716.00 0.11 11.36 240.00 Length=3.250 ft 2 0.039 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1716.00 0.06 11.36 240.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.091 0.059 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.80 1716.00 0.13 14.14 240.00 Length=3.250 ft 2 0.091 0.059 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.80 1716.00 0.13 14.14 240.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.185 0.103 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.57 317.89 1716.00 0.23 24.70 240.00 Length=3.250 ft 2 0.039 0.103 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.12 66.92 1716.00 0.06 24.70 240.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.161 0.110 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 276.97 1716.00 0.24 26.46 240.00 Length=3.250 ft 2 0.091 0.110 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.28 155.80 1716.00 0.13 26.46 240.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.230 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1716.00 0.31 33.16 240.00 Length=3.250 ft 2 0.104 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1716.00 0.15 33.16 240.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.230 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1716.00 0.31 33.16 240.00 Length=3.250 ft 2 0.104 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1716.00 0.15 33.16 240.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.230 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1716.00 0.31 33.16 240.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DJ-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=3.250 ft 2 0.104 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1716.00 0.15 33.16 240.00 +D+0.750L+0.7505+0.5250E• 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.230 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1716.00 0.31 33.16 240.00 Length=3.250 ft 2 0.104 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1716.00 0.15 33.16 240.00 +D+0.750L+0.7505+0.5250E• 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.230 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1716.00 0.31 33.16 240.00 Length=3.250 ft 2 0.104 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1716.00 0.15 33.16 240.00 +D+0.750L+0.750S+0.5250E- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.230 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.70 395.27 1716.00 0.31 33.16 240.00 Length=3.250 ft 2 0.104 0.138 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 178.02 1716.00 0.15 33.16 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.042 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 71.38 1716.00 0.06 6.82 240.00 Length=3.250 ft 2 0.023 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.07 40.15 1716.00 0.03 6.82 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.750 ft 1 0.042 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 71.38 1716.00 0.06 6.82 240.00 Length=3.250 ft 2 0.023 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.07 40.15 1716.00 0.03 6.82 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0945 4.630 0.0000 3.250 2 0.0000 4.630 +D+Lr+H, LL Comb Run(L*) -0.0731 3.250 Vertical Reactions Support notation: Far left is# Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.447 0.665 Overall MINimum 0.349 0.469 +D+H 0.098 0.196 +D+L+H,LL Comb Run(*L) 0.098 0.196 +D+L+H, LL Comb Run(L*) 0.098 0.196 +D+L+H, LL Comb Run(LL) 0.098 0.196 +D+Lr+H,LL Comb Run(*L) 0.076 0.347 +D+Lr+H,LL Comb Run(L*) 0.293 0.391 +D+Lr+H, LL Comb Run(LL) 0.271 0.542 +D+S+H 0.447 0.665 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.082 0.309 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.244 0.342 +D+0.750Lr+0.750L+H, LL Comb Run(L 0.228 0.456 +D+0.750L+0.7505+H,LL Comb Run(*L 0.360 0.548 +D+0.750L+0.750S+H,LL Comb Run(L* 0.360 0.548 +D+0.750L+0.7505+H,LL Comb Run(LL 0.360 0.548 +D+0.60W+H 0.098 0.196 +D+0.70E+H 0.098 0.196 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.082 0.309 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.244 0.342 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.228 0.456 +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H,LL Comb 0.360 0.548 +D+0.750L+0.750S+0.450W+H,LL Comb 0.360 0.548 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.360 0.548 +D+0.750L+0.7505+0.5250E+H,LL Comb 0.360 0.548 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.360 0.548 +0.60D+0.60W+0.60H 0.059 0.117 +0.60D+0.70E+0.60H 0.059 0.117 D Only 0.098 0.196 Lr Only,LL Comb Run(*L) -0.022 0.152 Lr Only,LL Comb Run(L*) 0.195 0.195 Lr Only,LL Comb Run(LL) 0.173 0.347 L Only,LL Comb Run(*L) L Only,LL Comb Run(L*) L Only,LL Comb Run(LL) Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCR4RTIO DJ-1 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support pp pport 2 Support 3 S Only 0.349 0.469 W Only E Only H Only ` Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DJ-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 975.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 975.0 psi Ebend-xx 1,500.0 ksi Fc-PrIl 1,350.0 psi Eminbend-x 550.0ksi Wood Species Hem-Fir Fc- Perp 405.0 psi Wood Grade No.1 Fv 150.0 psi Ft 625.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling X0.054,01 nr0 02)Lr(0.04)S(0.05) D(0.02)Lr(0.04)S(0.05) b 8 b b b d b 2-2x10 2-2x10 Span= 14.750 ft .' Span=3.250 ft 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=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width =2.0 ft, (Roof Load) Varying Uniform Load : S=0.0270->0.0 ksf, Extent=0.0-->>6.250 ft, Trib Width =2.0 ft, (Drifted Snow) Load for Span Number 2 Uniform Load : D=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width =2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.464: 1 Maximum Shear Stress Ratio = 0.181 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 571.85psi fv:Actual = 31.30 psi FB:Allowable = 1,233.38psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.675ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.186 in Ratio= 949>=360 Max Upward Transient Deflection -0.113 in Ratio= 688>=360 Max Downward Total Deflection 0.267 in Ratio= 663>=240 Max Upward Total Deflection -0.163 in Ratio= 478>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.180 0.070 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.62 173.83 965.25 0.18 9.51 135.00 Length=3.250 ft 2 0.039 0.070 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 965.25 0.06 9.51 135.00 +D+L+H, LL Comb Run(*L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.162 0.063 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.62 173.83 1072.50 0.18 9.51 150.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#;KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DJ-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF/V C i Cr Cm C t CL M fb F'b V fv F'v Length=3.250 ft 2 0.035 0.063 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1072.50 0.06 9.51 150.00 +D+L+H, LL Comb Run(L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.162 0.063 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.62 173.83 1072.50 0.18 9.51 150.00 Length=3.250 ft 2 0.035 0.063 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1072.50 0.06 9.51 150.00 +D+L+H, LL Comb Run(LL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.162 0.063 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.62 173.83 1072.50 0.18 9.51 150.00 Length=3.250 ft 2 0.035 0.063 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1072.50 0.06 9.51 150.00 +D+Lr+H, LL Comb Run(*L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.109 0.055 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.52 146.78 1340.63 0.19 10.29 187.50 Length=3.250 ft 2 0.072 0.055 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.34 96.54 1340.63 0.16 10.29 187.50 +D+Lr+H, LL Comb Run(L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.357 0.127 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.71 478.68 1340.63 0.44 23.86 187.50 Length=3.250 ft 2 0.028 0.127 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1340.63 0.06 23.86 187.50 +D+Lr+H, LL Comb Run(LL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.336 0.131 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.60 450.05 1340.63 0.46 24.63 187.50 Length=3.250 ft 2 0.072 0.131 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.34 96.54 1340.63 0.16 24.63 187.50 +D+5+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.464 0.181 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.04 571.85 1233.38 0.58 31.30 172.50 Length=3.250 ft 2 0.090 0.181 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 111.36 1233.38 0.19 31.30 172.50 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.114 0.054 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.55 153.33 1340.63 0.19 10.09 187.50 Length=3.250 ft 2 0.061 0.054 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.29 81.73 1340.63 0.14 10.09 187.50 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.300 0.108 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.43 402.41 1340.63 0.37 20.27 187.50 Length=3.250 ft 2 0.028 0.108 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1340.63 0.06 20.27 187.50 +D+0.750Lr+0.750L+H, LL Cc 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.284 0.111 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.36 380.99 1340.63 0.39 20.85 187.50 Length=3.250 ft 2 0.061 0.111 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.29 81.73 1340.63 0.14 20.85 187.50 +D+0.750L+0.750S+H, LL Co 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.383 0.148 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1233.38 0.47 25.61 172.50 Length=3.250 ft 2 0.075 0.148 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1233.38 0.16 25.61 172.50 +D+0.750L+0.750S+H, LL Co 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.383 0.148 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1233.38 0.47 25.61 172.50 Length=3.250 ft 2 0.075 0.148 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1233.38 0.16 25.61 172.50 +D+0.750L+0.750S+H, LL Co 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.383 0.148 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1233.38 0.47 25.61 172.50 Length=3.250 ft 2 0.075 0.148 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1233.38 0.16 25.61 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.101 0.040 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.62 173.83 1716.00 0.18 9.51 240.00 Length=3.250 ft 2 0.022 0.040 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1716.00 0.06 9.51 240.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.101 0.040 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.62 173.83 1716.00 0.18 9.51 240.00 Length=3.250 ft 2 0.022 0.040 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1716.00 0.06 9.51 240.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.089 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.55 153.33 1716.00 0.19 10.09 240.00 Length=3.250 ft 2 0.048 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.29 81.73 1716.00 0.14 10.09 240.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.235 0.084 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.43 402.41 1716.00 0.37 20.27 240.00 Length=3.250 ft 2 0.022 0.084 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 37.29 1716.00 0.06 20.27 240.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.222 0.087 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.36 380.99 1716.00 0.39 20.85 240.00 Length=3.250 ft 2 0.048 0.087 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.29 81.73 1716.00 0.14 20.85 240.00 +D+0.750L+0.750S+0.450W+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.275 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1716.00 0.47 25.61 240.00 Length=3.250 ft 2 0.054 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1716.00 0.16 25.61 240.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.275 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1716.00 0.47 25.61 240.00 Length=3.250 ft 2 0.054 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1716.00 0.16 25.61 240.00 +D+0.750L+0.7505+0.450W+ 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.275 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1716.00 0.47 25.61 240.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: ,, Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DJ-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=3.250 ft 2 0.054 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1716.00 0.16 25.61 240.00 +D+0.750L+0.7505+0.5250E• 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.275 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1716.00 0.47 25.61 240.00 Length=3.250 ft 2 0.054 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1716.00 0.16 25.61 240.00 +D+0.750L+0.750S+0.5250E- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.275 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1716.00 0.47 25.61 240.00 Length=3.250 ft 2 0.054 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1716.00 0.16 25.61 240.00 +D+0.750L+0.750S+0.5250E- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.275 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 472.27 1716.00 0.47 25.61 240.00 Length=3.250 ft 2 0.054 0.107 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.33 92.84 1716.00 0.16 25.61 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.061 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.37 104.30 1716.00 0.11 5.71 240.00 Length=3.250 ft 2 0.013 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 22.37 1716.00 0.04 5.71 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.061 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.37 104.30 1716.00 0.11 5.71 240.00 Length=3.250 ft 2 0.013 0.024 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.08 22.37 1716.00 0.04 5.71 240.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +1)+S+H 1 0.2669 7.251 0.0000 3.250 2 0.0000 7.251 +D+5+H -0.1626 3.250 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.672 0.849 Overall MINimum 0.496 0.573 +D+H 0.177 0.276 +D+L+H, LL Comb Run(*L) 0.177 0.276 +D+L+H, LL Comb Run(L*) 0.177 0.276 +D+L+H, LL Comb Run(LL) 0.177 0.276 +D+Lr+H,LL Comb Run(*L) 0.162 0.421 +D+Lr+H,LL Comb Run(L*) 0.472 0.571 +D+Lr+H,LL Comb Run(LL) 0.457 0.716 +D+S+H 0.672 0.849 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.166 0.385 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.398 0.498 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.387 0.606 +D+0.750L+0.750S+H,LL Comb Run(*L 0.548 0.706 +D+0.750L+0.750S+H,LL Comb Run(L* 0.548 0.706 +D+0.750L+0.750S+H,LL Comb Run(LL 0.548 0.706 +D+0.60W+H 0.177 0.276 +D+0.70E+H 0.177 0.276 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.166 0.385 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.398 0.498 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.387 0.606 +D+0.750L+0.750S+0.450W+H, LL Comb 0.548 0.706 -r'" +D+0.750L+0.750S+0.450W+H, LL Comb 0.548 0.706 +D+0.750L+0.750S+0.450W+H, LL Comb 0.548 0.706 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.548 0.706 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.548 0.706 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.548 0.706 +0.60D+0.60W+0.60H 0.106 0.166 +0.60D+0.70E+0.60H 0.106 0.166 D Only 0.177 0.276 Lr Only,LL Comb Run(*L) -0.014 0.144 Lr Only,LL Comb Run(L*) 0.295 0.295 Lr Only,LL Comb Run(LL) 0.281 0.439 L Only,LL Comb Run(*L) L Only,LL Comb Run(L*) L Only, LL Comb Run(LL) Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DJ-2 — Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 S Only 0.496 0.573 W Only E Only H Only mak Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . tc.#r KW-06011982 .' " Licensee:NEILSOFT KW-06011982 �' ,� �� - DESCRIPTIO DB-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set :ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 975.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 975.0 psi Ebend-xx 1,500.0 ksi Fc-PrIl 1,350.0 psi Eminbend-x 550.0ksi Wood Species Hem-Fir Fc- Perp 405.0 psi Wood Grade No.1 Fv 150.0 psi Ft 625.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.0175)Lr(0.035)S(0.04375) t 8 8 a b (4 4x10 Span=8.50 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width = 1.750 ft, (From Wall to DB-1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.109 1 Maximum Shear Stress Ratio = 0.063 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 146.10 psi fv:Actual = 10.93 psi FB:Allowable = 1,345.50psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 6833>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.023 in Ratio= 4443>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.049 0.028 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.21 51.10 1053.00 0.08 3.82 135.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.044 0.025 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.21 51.10 1170.00 0.08 3.82 150.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.087 0.051 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.53 127.10 1462.50 0.21 9.51 187.50 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.109 0.063 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.61 146.10 1345.50 0.24 10.93 172.50 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.074 0.043 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.45 108.10 1462.50 0.17 8.09 187.50 +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length=8.50 ft 1 0.091 0.053 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.51 122.35 1345.50 0.20 9.15 172.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.027 0.016 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.21 51.10 1872.00 0.08 3.82 240.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.027 0.016 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.21 51.10 1872.00 0.08 3.82 240.00 +D+0.750Lr+0.750L+0.450W- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.058 0.034 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.45 108.10 1872.00 0.17 8.09 240.00 +D+0.750L+0.7505+0.450W4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.065 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.51 122.35 1872.00 0.20 9.15 240.00 +D+0.750L+0.750S+0.5250E• 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.065 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.51 122.35 1872.00 0.20 9.15 240.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.016 0.010 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.66 1872.00 0.05 2.29 240.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.016 0.010 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.13 30.66 1872.00 0.05 2.29 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0230 4.281 0.0000 0.000 Vertical Reactions Support notation: Far left is it Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.286 0.286 Overall MINimum 0.186 0.186 +D+H 0.100 0.100 +D+L+H 0.100 0.100 +D+Lr+H 0.249 0.249 +D+S+H 0.286 0.286 +D+0.750Lr+0.750L+H 0.212 0.212 +D+0.750L+0.750S+H 0.239 0.239 +D+0.60W+H 0.100 0.100 +D+0.70E+H 0.100 0.100 +D+0.750Lr+0.750L+0.450W+H 0.212 0.212 +D+0.750L+0.750S+0.450W+H 0.239 0.239 +D+0.750L+0.7505+0.5250E+H 0.239 0.239 +0.600+0.60W+0.60H 0.060 0.060 +0.60D+0.70E+0.60H 0.060 0.060 D Only 0.100 0.100 Lr Only 0.149 0.149 L Only S Only 0.186 0.186 W Only E Only H Only .i ,i•i -dog- Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Methotllowable Stress Design Fb+ 975.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 975.0 psi Ebend-xx 1,500.0 ksi Fc- Prll 1,350.0 psi Eminbend -x 550.0ksi Wood Species Hem-Fir Fc- Perp 405.0 psi Wood Grade No.1 Fv 150.0 psi Ft 625.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.0475)Lr(0.095)S(0.11875) b b b b b 4x10 Span=8.50 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.010, Lr=0.020, S =0.0250 ksf, Tributary Width =4.750 ft, (DB-4 to DB-22) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.278 1 Maximum Shear Stress Ratio = 0.162 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 374.09 psi fv:Actual = 27.98 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 2517>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 1735>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.110 0.064 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.48 116.24 1053.00 0.19 8.69 135.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.099 0.058 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.48 116.24 1170.00 0.19 8.69 150.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.221 0.129 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.34 322.52 1462.50 0.52 24.12 187.50 +D+5+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.278 0.162 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.56 374.09 1345.50 0.60 27.98 172.50 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.185 0.108 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.13 270.95 1462.50 0.44 20.27 187.50 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb F'b V N F'v Length=8.50 ft 1 0.230 0.134 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.29 309.63 1345.50 0.50 23.16 172.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.062 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.48 116.24 1872.00 0.19 8.69 240.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.062 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.48 116.24 1872.00 0.19 8.69 240.00 +D+0.750Lr+0.750L+0.450W- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.145 0.084 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.13 270.95 1872.00 0.44 20.27 240.00 +D+0.750L+0.750S+0.450W4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.165 0.096 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 309.63 1872.00 0.50 23.16 240.00 +D+0.750L+0.750S+0.5250E- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.165 0.096 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.29 309.63 1872.00 0.50 23.16 240.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.037 0.022 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.29 69.74 1872.00 0.11 5.22 240.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.037 0.022 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.29 69.74 1872.00 0.11 5.22 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0588 4.281 0.0000 0.000 Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.732 0.732 Overall MINimum 0.505 0.505 +D+H 0.228 0.228 +D+L+H 0.228 0.228 +D+Lr+H 0.631 0.631 +D-0S+11 0.732 0.732 +D+0.750Lr+0.750L+H 0.530 0.530 +D+0.750L+0.7505+H 0.606 0.606 +D+0.60W+H 0.228 0.228 +D+0.70E+H 0.228 0.228 +D+0.750Lr+0.750L+0.450W+H 0.530 0.530 +D+0.750L+0.7505+0.450W+H 0.606 0.606 +D+0.750L+0.750S+0.5250E+H 0.606 0.606 +0.60D+0.60W+0.60H 0.137 0.137 +0.60D+0.70E+0.60H 0.137 0.137 D Only 0.228 0.228 Lr Only 0.404 0.404 L Only S Only 0.505 0.505 W Only E Only H Only Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-3 - CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Methoa dlowable Stress Design Fb+ 975.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 975.0 psi Ebend-xx 1,500.0ksi Fc-PrIl 1,350.0 psi Eminbend-x 550.0ksi Wood Species Hem-Fir Fc-Perp 405.0 psi Wood Grade No.1 Fv 150.0 psi Ft 625.0 psi Density 26.840 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.1)Lr(0.15)S(0.1%)(0.23)Lr 0.4)S(0.5) b b S(0.054,0)) I ru0.02)Lr(0.04)S(0.05) o 0 4x10 Span=14.750 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width =2.0 ft, (DB-4 to DB-22) Varying Uniform Load : S= 0.0270->0.0 ksf, Extent=0.0-->>6.250 ft, Trib Width =2.0 ft, (Drifted Snow) Point Load : D= 0.10, Lr=0.150, S=0.190 k @ 3.250 ft, (R of DB-1) Point Load : D= 0.230, Lr=0.40, S=0.50 k @ 5.50 ft, (R of DB-2) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.940 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,264.21 psi fv:Actual = 59.95 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.491 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.371 in Ratio= 477>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.543 in Ratio= 326>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.379 0.135 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.66 398.58 1053.00 0.39 18.28 135.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.341 0.122 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.66 398.58 1170.00 0.39 18.28 150.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.750 ft 1 0.716 0.254 1.25 1.200 1.00 1.00 1.00 1.00 1.00 4.36 1,047.78 1462.50 1.03 47.59 187.50 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-3 - - Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Ft V N F'v +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.940 0.348 1.15 1.200 1.00 1.00 1.00 1.00 1.00 5.26 1,264.21 1345.50 1.29 59.95 172.50 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.605 0.215 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.68 885.48 1462.50 0.87 40.27 187.50 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.779 0.287 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.36 1,047.80 1345.50 1.07 49.54 172.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.213 0.076 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.66 398.58 1872.00 0.39 18.28 240.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.213 0.076 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.66 398.58 1872.00 0.39 18.28 240.00 +D+0.750Lr+0.750L+0.450W- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.473 0.168 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.68 885.48 1872.00 0.87 40.27 240.00 +D+0.750L+0.750S+0.450W4 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.560 0.206 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.36 1,047.80 1872.00 1.07 49.54 240.00 +D+0.750L+0.750S+0.5250E- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.560 0.206 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.36 1,047.80 1872.00 1.07 49.54 240.00 +0.600+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.128 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.99 239.15 1872.00 0.24 10.97 240.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.750 ft 1 0.128 0.046 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.99 239.15 1872.00 0.24 10.97 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.5427 7.052 0.0000 0.000 Vertical Reactions Support notation:Far left is#: Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.390 0.921 Overall MINimum 0.975 0.621 +D+H 0.414 0.300 +D+L+H 0.414 0.300 +D+Lr+H 1.077 0.777 +D+S+H 1.390 0.921 +D+0.750Lr+0.750L+H 0.911 0.658 +D+0.750L+0.750S+H 1.146 0.765 +D+0.60W+H 0.414 0.300 +D+0.70E+H 0.414 0.300 +D+0.750Lr+0.750L+0.450W+H 0.911 0.658 +D+0.750L+0.750S+0.450W+H 1.146 0.765 +D+0.750L+0.750S+0.5250E+H 1.146 0.765 +0.60D+0.60W+0.60H 0.249 0.180 +0.60D+0.70E+0.60H 0.249 0.180 D Only 0.414 0.300 Lr Only 0.663 0.477 L Only arty 0.975 0.821 W Only E Only H Only Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Meth°Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-x 950.0 ksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade 24F-V8 Fv 265.0 psi Eminbend -y 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.3)Lr(0.48)S(0.62p(0.3)Lr(0.48)S(0.62) D(0.08)Lr(0.16)S(0.2) D(0.1 25)Lr(0.2125)S(0.2t 5b25) b 6 b b D(0.10625)Lr(0.2125)S(0.265625p(0.08)Lr(0.16)S(0.2) } b 6 b D(0.10625)Lr(0.2125)S(0.265625) b b bb b b b b t bbbbb 5.5x16. 5.5x16.5 ,4i1 6.5 Span=1.50 ft Span=21.0ft Span=1.0ft 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=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width = 10.625 ft, (All Span) Load for Span Number 2 Uniform Load : D=0.010, Lr=0.020, S=0.0250 ksf, Extent=0.0-->>8.50 ft, Tributary Width =8.0 ft, (From DB-2) Uniform Load : D=0.010, Lr=0.020, S=0.0250 ksf, Extent=8.50-->> 12.50 ft, Tributary Width = 10.625 ft Uniform Load : D=0.010, Lr=0.020, S=0.0250 ksf, Extent= 12.50-->>21.0 ft, Tributary Width =8.0 ft Point Load : D=0.30, Lr=0.480, S=0.620 k @ 8.50 ft, (R of DB-3) Point Load : D=0.30, Lr=0.480, S=0.620 k @ 12.50 ft Load for Span Number 3 Uniform Load : D=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width = 10.625 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.467: 1 Maximum Shear Stress Ratio = 0.211 : 1 Section used for this span 5.5x16.5 Section used for this span 5.5x16.5 fb:Actual = 1,238.95 psi fv:Actual = 64.33 psi FB:Allowable = 2,654.68 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.588ft Location of maximum on span = 1.500ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.364 in Ratio= 691 >=360 Max Upward Transient Deflection -0.054 in Ratio= 446>=360 Max Downward Total Deflection 0.542 in Ratio= 464>=240 Max Upward Total Deflection -0.119 in Ratio= 300>=240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 " Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length= 1.50 ft 1 0.003 0.089 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2160.00 1.28 21.15 238.50 Length=21.0 ft 2 0.195 0.089 0.90 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2077.57 1.28 21.15 238.50 Length= 1.0 ft 3 0.001 0.089 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2160.00 0.13 21.15 238.50 +D+L+H, LL Comb Run(**L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.003 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2400.00 1.28 21.15 265.00 Length=21.0 ft 2 0.176 0.080 1.00 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2308.42 1.28 21.15 265.00 Length= 1.0 ft 3 0.001 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2400.00 0.13 21.15 265.00 +D+L+H, LL Comb Run(*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.003 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2400.00 1.28 21.15 265.00 Length=21.0 ft 2 0.176 0.080 1.00 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2308.42 1.28 21.15 265.00 Length= 1.0 ft 3 0.001 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2400.00 0.13 21.15 265.00 +D+L+H, LL Comb Run(*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.003 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2400.00 1.28 21.15 265.00 Length=21.0 ft 2 0.176 0.080 1.00 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2308.42 1.28 21.15 265.00 Length= 1.0 ft 3 0.001 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2400.00 0.13 21.15 265.00 +D+L+H, LL Comb Run(L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.003 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2400.00 1.28 21.15 265.00 Length=21.0 ft 2 0.176 0.080 1.00 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2308.42 1.28 21.15 265.00 Length= 1.0 ft 3 0.001 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2400.00 0.13 21.15 265.00 +D+L+H, LL Comb Run(L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.003 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2400.00 1.28 21.15 265.00 Length=21.0 ft 2 0.176 0.080 1.00 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2308.42 1.28 21.15 265.00 Length=1.0 ft 3 0.001 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2400.00 0.13 21.15 265.00 +D+L+H, LL Comb Run(LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.003 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2400.00 1.28 21.15 265.00 Length=21.0 ft 2 0.176 0.080 1.00 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2308.42 1.28 21.15 265.00 Length=1.0 ft 3 0.001 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2400.00 0.13 21.15 265.00 +D+L+H, LL Comb Run(LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.003 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 2400.00 1.28 21.15 265.00 Length=21.0 ft 2 0.176 0.080 1.00 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 2308.42 1.28 21.15 265.00 Length=1.0 ft 3 0.001 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 2400.00 0.13 21.15 265.00 +D+Lr+H, LL Comb Run(**L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3000.00 1.27 21.07 331.25 Length=21.0 ft 2 0.140 0.064 1.25 0.962 1.00 1.00 1.00 1.00 1.00 8.39 403.29 2885.52 1.28 21.11 331.25 Length=1.0 ft 3 0.003 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.17 8.14 3000.00 0.34 21.11 331.25 +D+Lr+H, LL Comb Run(*L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3000.00 3.35 55.32 331.25 Length=21.0 ft 2 0.372 0.167 1.25 0.962 1.00 1.00 1.00 1.00 1.00 22.34 1,074.07 2885.52 3.35 55.32 331.25 Length=1.0 ft 3 0.001 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3000.00 0.13 55.32 331.25 +D+Lr+H, LL Comb Run(*LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.002 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3000.00 3.34 55.24 331.25 Length=21.0 ft 2 0.371 0.167 1.25 0.962 1.00 1.00 1.00 1.00 1.00 22.28 1,071.50 2885.52 3.34 55.28 331.25 Length= 1.0 ft 3 0.003 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.17 8.14 3000.00 0.34 55.28 331.25 +D+Lr+H, LL Comb Run(L**) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 18.31 3000.00 1.29 21.34 331.25 Length=21.0 ft 2 0.139 0.064 1.25 0.962 1.00 1.00 1.00 1.00 1.00 8.32 400.16 2885.52 1.29 21.34 331.25 Length= 1.0 ft 3 0.001 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3000.00 0.13 21.34 331.25 +D+Lr+H, LL Comb Run(L*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 18.31 3000.00 1.29 21.26 331.25 Length=21.0 ft 2 0.138 0.064 1.25 0.962 1.00 1.00 1.00 1.00 1.00 8.27 397.58 2885.52 1.29 21.26 331.25 Length=1.0 ft 3 0.003 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.17 8.14 3000.00 0.34 21.26 331.25 +D+Lr+H, LL Comb Run(LL*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 18.31 3000.00 3.36 55.51 331.25 Length=21.0 ft 2 0.370 0.168 1.25 0.962 1.00 1.00 1.00 1.00 1.00 22.22 1,068.37 2885.52 3.36 55.51 331.25 Length= 1.0 ft 3 0.001 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3000.00 0.13 55.51 331.25 +D+Lr+H, LL Comb Run(LLL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.38 18.31 3000.00 3.35 55.43 331.25 Length=21.0 ft 2 0.369 0.167 1.25 0.962 1.00 1.00 1.00 1.00 1.00 22.17 1,065.79 2885.52 3.35 55.43 331.25 Length= 1.0 ft 3 0.003 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.17 8.14 3000.00 0.34 55.43 331.25 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . £" Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length= 1.50 ft 1 0.008 0.211 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.44 21.18 2760.00 3.89 64.33 304.75 Length=21.0 ft 2 0.467 0.211 1.15 0.962 1.00 1.00 1.00 1.00 1.00 25.77 1,238.95 2654.68 3.89 64.33 304.75 Length= 1.0 ft 3 0.003 0.211 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.20 9.41 2760.00 0.39 64.33 304.75 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3000.00 1.28 21.09 331.25 Length=21.0 ft 2 0.140 0.064 1.25 0.962 1.00 1.00 1.00 1.00 1.00 8.40 403.92 2885.52 1.28 21.09 331.25 Length=1.0 ft 3 0.002 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3000.00 0.29 21.09 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.002 0.141 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3000.00 2.83 46.78 331.25 Length=21.0 ft 2 0.314 0.141 1.25 0.962 1.00 1.00 1.00 1.00 1.00 18.86 907.01 2885.52 2.83 46.78 331.25 Length= 1.0 ft 3 0.001 0.141 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3000.00 0.13 46.78 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.141 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3000.00 2.83 46.72 331.25 Length=21.0 ft 2 0.314 0.141 1.25 0.962 1.00 1.00 1.00 1.00 1.00 18.82 905.08 2885.52 2.83 46.72 331.25 Length=1.0 ft 3 0.002 0.141 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3000.00 0.29 46.72 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3000.00 1.29 21.29 331.25 Length=21.0 ft 2 0.139 0.064 1.25 0.962 1.00 1.00 1.00 1.00 1.00 8.35 401.58 2885.52 1.29 21.29 331.25 Length= 1.0 ft 3 0.001 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3000.00 0.13 21.29 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3000.00 1.28 21.23 331.25 Length=21.0 ft 2 0.139 0.064 1.25 0.962 1.00 1.00 1.00 1.00 1.00 8.31 399.65 2885.52 1.28 21.23 331.25 Length=1.0 ft 3 0.002 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3000.00 0.29 21.23 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.142 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3000.00 2.84 46.92 331.25 Length=21.0 ft 2 0.313 0.142 1.25 0.962 1.00 1.00 1.00 1.00 1.00 18.77 902.74 2885.52 2.84 46.92 331.25 Length=1.0 ft 3 0.001 0.142 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3000.00 0.13 46.92 331.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.141 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3000.00 2.83 46.86 331.25 Length=21.0 ft 2 0.312 0.141 1.25 0.962 1.00 1.00 1.00 1.00 1.00 18.73 900.81 2885.52 2.83 46.86 331.25 Length= 1.0 ft 3 0.002 0.141 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3000.00 0.29 46.86 331.25 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 2760.00 3.24 53.53 304.75 Length=21.0 ft 2 0.388 0.176 1.15 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 2654.68 3.24 53.53 304.75 Length=1.0 ft 3 0.003 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 2760.00 0.33 53.53 304.75 +D+0.750L+0.7505+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.006 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 2760.00 3.24 53.53 304.75 Length=21.0 ft 2 0.388 0.176 1.15 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 2654.68 3.24 53.53 304.75 Length= 1.0 ft 3 0.003 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 2760.00 0.33 53.53 304.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 2760.00 3.24 53.53 304.75 Length=21.0 ft 2 0.388 0.176 1.15 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 2654.68 3.24 53.53 304.75 Length= 1.0 ft 3 0.003 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 2760.00 0.33 53.53 304.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 2760.00 3.24 53.53 304.75 Length=21.0 ft 2 0.388 0.176 1.15 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 2654.68 3.24 53.53 304.75 Length=1.0 ft 3 0.003 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 2760.00 0.33 53.53 304.75 +D+0.750L+0.7505+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.006 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 2760.00 3.24 53.53 304.75 Length=21.0 ft 2 0.388 0.176 1.15 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 2654.68 3.24 53.53 304.75 Length=1.0 ft 3 0.003 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 2760.00 0.33 53.53 304.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.006 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 2760.00 3.24 53.53 304.75 Length=21.0 ft 2 0.388 0.176 1.15 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 2654.68 3.24 53.53 304.75 Length= 1.0 ft 3 0.003 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 2760.00 0.33 53.53 304.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.006 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 2760.00 3.24 53.53 304.75 Length=21.0 ft 2 0.388 0.176 1.15 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 2654.68 3.24 53.53 304.75 Length= 1.0 ft 3 0.003 0.176 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 2760.00 0.33 53.53 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,BuiId:10.19.1.27 . Lic.#:KW-06011982 Licensee r NEILSOFT,KW-06011982 DESCRIPTIO DB-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Fb V fv F'v Length= 1.50 ft 1 0.002 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3840.00 1.28 21.15 424.00 Length=21.0 ft 2 0.110 0.050 1.60 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 3693.47 1.28 21.15 424.00 Length= 1.0 ft 3 0.001 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3840.00 0.13 21.15 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3840.00 1.28 21.15 424.00 Length=21.0 ft 2 0.110 0.050 1.60 0.962 1.00 1.00 1.00 1.00 1.00 8.44 405.86 3693.47 1.28 21.15 424.00 Length= 1.0 ft 3 0.001 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3840.00 0.13 21.15 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3840.00 1.28 21.09 424.00 Length=21.0 ft 2 0.109 0.050 1.60 0.962 1.00 1.00 1.00 1.00 1.00 8.40 403.92 3693.47 1.28 21.09 424.00 Length= 1.0 ft 3 0.002 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3840.00 0.29 21.09 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3840.00 2.83 46.78 424.00 Length=21.0 ft 2 0.246 0.110 1.60 0.962 1.00 1.00 1.00 1.00 1.00 18.86 907.01 3693.47 2.83 46.78 424.00 Length= 1.0 ft 3 0.001 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3840.00 0.13 46.78 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.002 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.81 3840.00 2.83 46.72 424.00 Length=21.0 ft 2 0.245 0.110 1.60 0.962 1.00 1.00 1.00 1.00 1.00 18.82 905.08 3693.47 2.83 46.72 424.00 Length= 1.0 ft 3 0.002 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3840.00 0.29 46.72 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.004 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3840.00 1.29 21.29 424.00 Length=21.0 ft 2 0.109 0.050 1.60 0.962 1.00 1.00 1.00 1.00 1.00 8.35 401.58 3693.47 1.29 21.29 424.00 Length=1.0 ft 3 0.001 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3840.00 0.13 21.29 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.004 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3840.00 1.28 21.23 424.00 Length=21.0 ft 2 0.108 0.050 1.60 0.962 1.00 1.00 1.00 1.00 1.00 8.31 399.65 3693.47 1.28 21.23 424.00 Length=1.0 ft 3 0.002 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3840.00 0.29 21.23 424.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.004 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3840.00 2.84 46.92 424.00 Length=21.0 ft 2 0.244 0.111 1.60 0.962 1.00 1.00 1.00 1.00 1.00 18.77 902.74 3693.47 2.84 46.92 424.00 Length=1.0 ft 3 0.001 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 3.03 3840.00 0.13 46.92 424.00 +0+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.004 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.32 15.43 3840.00 2.83 46.86 424.00 Length=21.0 ft 2 0.244 0.111 1.60 0.962 1.00 1.00 1.00 1.00 1.00 18.73 900.81 3693.47 2.83 46.86 424.00 Length= 1.0 ft 3 0.002 0.111 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 6.86 3840.00 0.29 46.86 424.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length= 1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length= 1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length= 1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length= 1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.7505+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.7505+0.5250E• 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length= 1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.750S+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +D+0.750L+0.7505+0.5250E- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.005 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.37 17.59 3840.00 3.24 53.53 424.00 Length=21.0 ft 2 0.279 0.126 1.60 0.962 1.00 1.00 1.00 1.00 1.00 21.43 1,030.67 3693.47 3.24 53.53 424.00 Length=1.0 ft 3 0.002 0.126 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 7.82 3840.00 0.33 53.53 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.001 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.09 3840.00 0.77 12.69 424.00 Length=21.0 ft 2 0.066 0.030 1.60 0.962 1.00 1.00 1.00 1.00 1.00 5.06 243.51 3693.47 0.77 12.69 424.00 Length=1.0 ft 3 0.000 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 1.82 3840.00 0.08 12.69 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.50 ft 1 0.001 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 4.09 3840.00 0.77 12.69 424.00 Length=21.0 ft 2 0.066 0.030 1.60 0.962 1.00 1.00 1.00 1.00 1.00 5.06 243.51 3693.47 0.77 12.69 424.00 Length=1.0 ft 3 0.000 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.04 1.82 3840.00 0.08 12.69 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 10.588 +D+S+H -0.1193 0.000 +D+S+H 2 0.5423 10.588 0.0000 0.000 3 0.0000 10.588 +D+S+H -0.0800 1.000 Vertical Reactions Support notation.Far left is# Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.849 4.630 Overall MINimum 3.258 3.109 +D+H 1.592 1.521 +D+L+H, LL Comb Run(**L) 1.592 1.521 +D+L+H, LL Comb Run(*L*) 1.592 1.521 +D+L+H,LL Comb Run(*LL) 1.592 1.521 +D+L+H, LL Comb Run(L**) 1.592 1.521 +D+L+H,LL Comb Run(L*L) 1.592 1.521 +D+L+H,LL Comb Run(LL*) 1.592 1.521 +D+L+H,LL Comb Run(LLL) 1.592 1.521 +D+Lr+H,LL Comb Run(**L) 1.587 1.739 +D+Lr+H, LL Comb Run(*L*) 3.857 3.786 Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-4 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H,LL Comb Run(*LL) 3.852 4.004 +D+Lr+H,LL Comb Run(L**) 1.922 1.510 +D+Lr+H,LL Comb Run(L*L) 1.917 1.727 +D+Lr+H,LL Comb Run(LL*) 4.187 3.775 +D+Lr+H,LL Comb Run(LLL) 4.182 3.992 +D+S+H 4.849 4.630 +D+0.750Lr+0.750L+H, LL Comb Run(* 1.588 1.684 +D+0.750Lr+0.750L+H,LL Comb Run(* 3.290 3.220 +D+0.750Lr+0.750L+H,LL Comb Run(* 3.287 3.383 +D+0.750Lr+0.750L+H,LL Comb Run(L 1.839 1.513 +D+0.750Lr+0.750L+H,LL Comb Run(L 1.835 1.676 +D+0.750Lr+0.750L+H,LL Comb Run(L 3.538 3.211 +D+0.750Lr+0.750L+H,LL Comb Run(L 3.534 3.375 +D+0.750L+0.750S+H, LL Comb Run(** 4.035 3.853 +D+0.750L+0.750S+H, LL Comb Run(*L 4.035 3.853 +D+0.750L+0.7505+H,LL Comb Run(*L 4.035 3.853 +D+0.750L+0.750S+H, LL Comb Run(L* 4.035 3.853 +D+0.750L+0.7505+H, LL Comb Run(L* 4.035 3.853 +D+0.750L+0.750S+H, LL Comb Run(LL 4.035 3.853 +D+0.750L+0.750S+H,LL Comb Run(LL 4.035 3.853 +D+0.60W+H 1.592 1.521 +D+0.70E+H 1.592 1.521 +D+0.750Lr+0.750L+0.450W+H,LL Comb 1.588 1.684 +D+0.750Lr+0.750L+0.450W+H,LL Comb 3.290 3.220 +D+0.750Lr+0.750L+0.450W+H,LL Comb 3.287 3.383 +D+0.750Lr+0.750L+0.450W+H,LL Comb 1.839 1.513 +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.835 1.676 +D+0.750Lr+0.750L+0.450W+H, LL Comb 3.538 3.211 +D+0.750Lr+0.750L+0.450W+H, LL Comb 3.534 3.375 +D+0.750L+0.750S+0.450W+H, LL Comb 4.035 3.853 +D+0.750L+0.750S+0.450W+H, LL Comb 4.035 3.853 +D+0.750L+0.750S+0.450W+H, LL Comb 4.035 3.853 +D+0.750L+0.750S+0.450W+H,LL Comb 4.035 3.853 +D+0.750L+0.7505+0.450W+H,LL Comb 4.035 3.853 +D+0.750L+0.750S+0.450W+H,LL Comb 4.035 3.853 +D+0.750L+0.750S+0.450W+H,LL Comb 4.035 3.853 +D+0.750L+0.750S+0.5250E+H,LL Comb 4.035 3.853 +D+0.750L+0.750S+0.5250E+H, LL Comb 4.035 3.853 +D+0.750L+0.7505+0.5250E+H, LL Comb 4.035 3.853 +D+0.750L+0.750S+0.5250E+H, LL Comb 4.035 3.853 +D+0.750L+0.750S+0.5250E+H, LL Comb 4.035 3.853 +D+0.750L+0.750S+0.5250E+H, LL Comb 4.035 3.853 +D+0.750L+0.750S+0.5250E+H,LL Comb 4.035 3.853 +0.60D+0.60W+0.60H 0.955 0.913 +0.60D+0.70E+0.60H 0.955 0.913 D Only 1.592 1.521 Lr Only, LL Comb Run(**L) -0.005 0.218 Lr Only,LL Comb Run(*L*) 2.265 2.265 Lr Only,LL Comb Run(*LL) 2.260 2.483 Lr Only,LL Comb Run(L**) 0.330 -0.011 Lr Only,LL Comb Run(L*L) 0.325 0.206 Lr Only,LL Comb Run(LL*) 2.595 2.254 Lr Only,LL Comb Run(LLL) 2.590 2.471 L Only, LL Comb Run(**L) L Only, LL Comb Run(*L*) L Only, LL Comb Run(*LL) L Only, LL Comb Run(L**) L Only, LL Comb Run(L*L) L Only, LL Comb Run(LL*) L Only, LL Comb Run(LLL) Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO DB-4 — Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 S Only 3.258 3.109 W Only E Only H Only sissmsr irk it animism .63 .6611 0 6010 Main Street#400 'SAY P I N T Vancouver,WA 98660 ENGINES .RING FOUNDATION DESIGN SECTION C Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: General Footing Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lie..#:KW-06011982 Licensee:NEILSOFT,KW-06011982 DESCRIPTIO—F-1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Beari = 1.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis SetttingsFooting base depth below soil surface = ft Min Steel% Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom&shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 12.0 in Pedestal dimensions... x X px: parallel to X-X Axis = in 2 pz: parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - z I k Reinforcing Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 • Bars parallel to Z-Z Axis " Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) 1.,1 Direction Requiring Closer Separatio V..-7-.:::"-, =-r .' ,, >'0„ n/a X-X Section Looking to+Z #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.590 2.60 3.260 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k • Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: General Footing Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 Lic.# KW-06011982 `"' '' Licensee:NEILSOFT,KW°-06011982" DESCRIPTIO Fl DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9053 Soil Bearing 1.358 ksf 1.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07577 Z Flexure(+X) 0.8905 k-ft/ft 11.753 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.07577 Z Flexure(-X) 0.8905 k-ft/ft 11.753 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.07577 X Flexure (+Z) 0.8905 k-ft/ft 11.753 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.07577 X Flexure (-Z) 0.8905 k-ft/ft 11.753 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.04817 1-way Shear(+X) 3.958 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.04817 1-way Shear(-X) 3.958 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.04817 1-way Shear(+Z) 3.958 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.04817 1-way Shear(-Z) 3.958 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1145 2-way Punching 18.813 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 1.50 n/a 0.0 0.5425 0.5425 n/a n/a 0.362 X-X, +D+L+H 1.50 n/a 0.0 0.5425 0.5425 n/a n/a 0.362 X-X, +D+Lr+H 1.50 n/a 0.0 1.193 1.193 n/a n/a 0.795 X-X, +D+S+H 1.50 n/a 0.0 1.358 1.358 n/a n/a 0.905 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.030 1.030 n/a n/a 0.687 X-X, +D+0.750L+0.7505+H 1.50 n/a 0.0 1.154 1.154 n/a n/a 0.769 X-X, +D+0.60W+H 1.50 n/a 0.0 0.5425 0.5425 n/a n/a 0.362 X-X, +D+0.70E+H 1.50 n/a 0.0 0.5425 0.5425 n/a n/a 0.362 X-X, +D+0.750Lr+0.750L+0.450V) 1.50 n/a 0.0 1.030 1.030 n/a n/a 0.687 X-X, +D+0.750L+0.750S+0.450W 1.50 n/a 0.0 1.154 1.154 n/a n/a 0.769 X-X, +D+0.750L+0.750S+0.5250E 1.50 n/a 0.0 1.154 1.154 n/a n/a 0.769 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3255 0.3255 n/a n/a 0.217 X-X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.3255 0.3255 n/a n/a 0.217 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.5425 0.5425 0.362 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.5425 0.5425 0.362 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 1.193 1.193 0.795 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 1.358 1.358 0.905 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.030 1.030 0.687 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.154 1.154 0.769 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5425 0.5425 0.362 Z-Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5425 0.5425 0.362 Z-Z, +D+0.750Lr+0.750L+0.450V\ 1.50 0.0 n/a n/a n/a 1.030 1.030 0.687 Z-Z, +D+0.750L+0.7505+0.450W 1.50 0.0 n/a n/a n/a 1.154 1.154 0.769 Z-Z, +D+0.750L+0.750S+0.5250E 1.50 0.0 n/a n/a n/a 1.154 1.154 0.769 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3255 0.3255 0.217 Z-Z, +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.3255 0.3255 0.217 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Waypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: General Footing Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . L c.#:KW-06011982" Licensee NEILSOFT,KW-06011982 DESCRIPTIO F1 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination QStatus k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D+1.60H 0.2783 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.40D+1.60H 0.2783 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50Lr+1.60L+1.60F 0.4010 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50Lr+1.60L+1.601- 0.4010 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.4423 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.4423 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.60Lr+0.50L+1.60F 0.7585 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.60Lr+0.50L+1.60E 0.7585 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.60Lr+0.50W+1.60 0.7585 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.60Lr+0.50W+1.60 0.7585 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.8905 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50L+1.60S+1.60H 0.8905 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.60S+0.50W+1.601 0.8905 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+1.605+0.50W+1.601 0.8905 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50Lr+0.50L+W+1. 0.4010 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50Lr+0.50L+W+1. 0.4010 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50L+0.50S+W+1.1 0.4423 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50L+0.50S+W+1.1 0.4423 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +1.20D+0.50L+0.20S+E+1.6 0.320 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +1.20D+0.50L+0.205+E+1.6 0.320 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +0.90D+W+0.90H 0.1789 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +0.90D+W+0.90H 0.1789 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +0.90D+E+0.90H 0.1789 +Z Bottom 0.2592 Min Temp% 0.30 11.753 OK X-X, +0.90D+E+0.90H 0.1789 -Z Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.40D+1.60H 0.2783 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.40D+1.60H 0.2783 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50Lr+1.60L+1.601- 0.4010 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50Lr+1.60L+1.601- 0.4010 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.4423 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60L+0.505+1.60H 0.4423 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60Lr+0.50L+1.601- 0.7585 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60Lr+0.50L+1.601- 0.7585 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.7585 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.7585 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.8905 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.8905 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.8905 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.8905 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.4010 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.4010 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50L+0.505+W+1.E 0.4423 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50L+0.505+W+1.t 0.4423 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.320 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +1.20D+0.50L+0.20S+E+1.6 0.320 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +0.90D+W+0.90H 0.1789 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +0.90D+W+0.90H 0.1789 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +0.90D+E+0.90H 0.1789 -X Bottom 0.2592 Min Temp% 0.30 11.753 OK Z-Z, +0.90D+E+0.90H 0.1789 +X Bottom 0.2592 Min Temp% 0.30 11.753 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 1.24 psi 1.24 psi 1.24 psi 1.24 psi 1.24 psi 82.16 psi 0.02 OK +1.20D+0.50Lr+1.60L+1.60H 1.78 psi 1.78 psi 1.78 psi 1.78 psi 1.78 psi 82.16 psi 0.02 OK +1.20D+1.60L+0.50S+1.60H 1.97 psi 1.97 psi 1.97 psi 1.97 psi 1.97 psi 82.16 psi 0.02 OK +1.20D+1.60Lr+0.50L+1.60H 3.37 psi 3.37 psi 3.37 psi 3.37 psi 3.37 psi 82.16 psi 0.04 OK +1.20D+1.60Lr+0.50W+1.60H 3.37 psi 3.37 psi 3.37 psi 3.37 psi 3.37 psi 82.16 psi 0.04 OK +1.20D+0.50L+1.60S+1.60H 3.96 psi 3.96 psi 3.96 psi 3.96 psi 3.96 psi 82.16 psi 0.05 OK +1.20D+1.605+0.50W+1.60H 3.96 psi 3.96 psi 3.96 psi 3.96 psi 3.96 psi 82.16 psi 0.05 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.78 psi 1.78 psi 1.78 psi 1.78 psi 1.78 psi 82.16 psi 0.02 OK +1.20D+0.50L+0.50S+W+1.60H 1.97 psi 1.97 psi 1.97 psi 1.97 psi 1.97 psi 82.16 psi 0.02 OK +1.20D+0.50L+0.205+E+1.60H 1.42 psi 1.42 psi 1.42 psi 1.42 psi 1.42 psi 82.16 psi 0.02 OK +0.90D+W+0.90H 0.80 psi 0.80 psi 0.80 psi 0.80 psi 0.80 psi 82.16 psi 0.01 OK • �1%aypoint Engineering Project Title: Stone Outdoor Living Porch Engineer: JF Project ID: 19118 Project Descr: General Footing Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.27 . Lic.#:KW-06011982 Licensee NEILSOFT,KW-06011982 DESCRIPTIO Fl One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 0.80 psi 0.80 psi 0.80 psi 0.80 psi 0.80 psi 82.16 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 5.88 psi 164.32 psi 0.03577 OK +1.20D+0.50Lr+1.60L+1.60H 8.47 psi 164.32psi 0.05156 OK +1.20D+1.60L+0.50S+1.60H 9.34 psi 164.32 psi 0.05686 OK +1.20D+1.60Lr+0.50L+1.60H 16.02 psi 164.32 psi 0.09752 OK +1.20D+1.60Lr+0.50W+1.60H 16.02 psi 164.32 psi 0.09752 OK +1.20D+0.50L+1.60S+1.60H 18.81 psi 164.32 psi 0.1145 OK +1.20D+1.605+0.50W+1.60H 18.81 psi 164.32 psi 0.1145 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.47 psi 164.32 psi 0.05156 OK +1.20D+0.50L+0.50S+W+1.60H 9.34 psi 164.32 psi 0.05686 OK +1.20D+0.50L+0.20S+E+1.60H 6.76 psi 164.32 psi 0.04114 OK +0.90D+W+0.90H 3.78 psi 164.32 psi 0.023 OK +0.90D+E+0.90H 3.78 psi 164.32 psi 0.023 OK f ' a t 360.635.6611 AYP INT G 601 Main Street#400 Vancouver,WA 98660 LATERAL DESIGN SECTION D A 0.3 .6611 wAyP ' I N T 0 6011 MaiMain Street#400 Vancouver, WA 98660 ENGINEERING Roof: 2nd Floor: Plywood Sheathing 2.00 psf Finish + 1" Gyp Topping 10.50 psf Insulation 2.30 psf Plywood Sheathing 2.00 psf Roofing 2.50 psf TJI at 16" OC 3.75 psf TJI at 24" OC 2.50 psf 5/8" Gyp (x2) 5.60 psf Mech and Electrical Allowance 3.00 psf Mech and Electrical Allowance 2.00 psf 5/8" Gyp (x2) 5.60 psf Miscellaneous 1.15 psf _a 00-062, 04.6 Miscellaneous 2.10 psf Total: 25.00 psf Total: 20.00 psf Deck Exterior Structural Walls Plywood Sheathing 2.00 psf Siding 1.50 psf Insulation 0.00 psf Furring 1.00 psf Roofing 2.50 psf Insulation 3.00 psf Joist at 24" OC 2.50 psf Plywood 1.00 psf Mech and Electrical Allowance 2.00 psf 2x6 at 16" OC 1.50 psf 1 0.00 psf Gyp 2.00 psf Miscellaneous 1.00 psf Mech and Electrical Allowance 2.00 psf 03.15.51112. Wr041E.M91511651WIPSONIA00k 0.,Total: 10.00 psf Miscellaneous 3.00 psf Total: 15.00 psf Interior Structural Walls Finishes 1.00 psf 2x4 at 24" OC 1.20 psf (2) Layers Gyp 4.00 psf Mech and Electrical Allowance 2.80 psf Miscellaneous 1.00 is? Total: 10.00 psf 6/1362019 U.S.Seismic Design Maps II1'. OSHPD 15 Q12195 SW Wildwood St, Tigard, OR 97224, USA Latitude, Longitude: 45.41588609999999, -122.80065100000002 SW Duchilly Ct McFarland Blvd ,t10oud11) C�, z m SW WildWood a Go gleD Map data 02019 Date 6/13/2019,6:37:02 PM Design Code Reference Document ASCE7-10 Risk Category 11 Site Class D-Stiff Soil Type Value Description SS 0.956 MCER ground motion.(for 0.2 second period) Si 0.42 MCER ground motion.(for 1.0s period) SM5 1.069 Site-modified spectral acceleration value SW 0.664 Site-modified spectral acceleration value SDS 0.712 Numeric seismic design value at 0.2 second SA SD1 0.443 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.117 Site amplification factor at 0.2 second Fv 1.58 Site amplification factor at 1.0 second PGA 0.419 MCEG peak ground acceleration FPGA 1.081 Site amplification factor at PGA PGAM 0.453 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.956 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.068 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.658 Factored deterministic acceleration value.(0.2 second) S1RT 0.42 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.482 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.61 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.896 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 6/13/2019 U.S.Seismic Design Maps MCER Response Spectrum 1.5 1.0 rn m 0.5 0.0 0 5 10 15 Period, T(sec) — Sa(g) Design Response Spectrum 0.8 0.6 m 0.4 0.2 0.0 0 5 10 15 Period, T(sec) — Sa(g) 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 webstie. https://seismicmaps.org 2/2 t.36 .63 .6611 9 6010 Main Street#400 wAy P I N T Vancouver, WA 98660 ENGINEERING SEISMIC ANALYSIS - EXISTING Roof Diaphragm Wall Height: 8.50 ft Roof Diaphragm Area: 3495 ft2 Interior Wall Lengths: 200.00 ft Height of Diaphragm: 17.00 ft Exterior Wall Perimeter: 250.00 ft Weight of Diaphragm: 69900 lbs Demising Wall Lengths: 0.00 ft Interior Wall Weight: 10.00 lb/ft2 Exterior Wall Weight: 15.00 lb/ft2 Weight of Walls Below: 24438 lbs Demising Wall Weight: 0.00 lb/ft2 Seismic Wt Roof Diaphragm: 94338 lbs 2nd Floor Diaphragm Wall Height: 8.50 ft 2nd Floor Diaphragm Area: 3495 ft2 Interior Wall Lengths: 200.00 ft Height of Diaphragm: 8.50 ft Exterior Wall Perimeter: 250.00 ft Weight of Diaphragm: 87375 lbs Demising Wall Lengths: 0.00 ft Interior Wall Weight: 10.00 lb/ft2 Exterior Wall Weight: 15.00 lb/ft2 Weight of Walls Below: 24438 lbs Demising Wall Weight: 0.00 lb/ft2 Seismic Wt 2nd Floor Diaphragm: 111813 lbs 35.6611 SAY P INT 460101 MMain Street#400 Vancouver,WA 98660 ENGINEERING SEISMIC ANALYSIS - NEW ADDITION Deck Roof Diaphragm Wall Height: 11.00 ft Deck Roof Diaphragm Area: 415 ft2 Interior Wall Lengths: 0.00 ft Height of Diaphragm: 11.00 ft Exterior Wall Perimeter: 0.00 ft Weight of Diaphragm: 4150 lbs Demising Wall Lengths: 0.00 ft Interior Wall Weight: 10.00 lb/ft2 Exterior Wall Weight: 15.00 lb/ft2 Weight of Walls Below: 0 lbs Demising Wall Weight: 0.00 lb/ft2 Seismic Wt Deck Roof Diaphragm: 4150 lbs .63 06010 Main Street#400 \/\/'1AY' P I N T Vancouver, WA 98660 ENGINEERING WIND ANALYSIS - EXISTING 28.5 Envelope Procedure, MWFRS For Low-Rise Building. Part 2: Enclosed Simple Diaphragm Building (<_ 60 ft) Roof Pitch 5:12 Wind Speed, Fig 1609A 110 MPH 10% least dimension 6.30 ft Risk Category II, standard IBC T-1604.5 Wind Speed, Fig 1609B 115 MPH 40% the eave height 6.80 ft Topography Kit 1.00 Fig 26.8-1 Wind Speed, Fig 1609C 100 MPH 4% least dimension or 3 ft 3.00 ft Roof Height 17.00 ft Fig 28.6-1 Design Wind Speed V 135 MPH Therefore a 6.30 ft Exposure B Fig 26.5-1A, MRI = 700 yrs Height Factor A 1 Wind Force- NS-Case A(PSF) Wind Force- EW-Case B(PSF . -17.55G -17.98H -19.73F -15.21H -25.01E -22.99F -34.79E -24.10G v v v v v v v y V y y J, v v v , v 0.36D • Roof Angle 22.6° El -1.94B ` II 26.42C 1 19.13C 38.09A M 28.92A ii 63.00 ft 77,00 ft Wind Area - NS Wind Area - EW x-. Wind Force D Wind Force B Roof Diaphragm Area 0 ft2 0 ft2 Wind Force C Wind Force A Wind Force C Wind Force A Roof Diaphragm Area 482 ft2 54 ft2 Roof Diaphragm Area 601 ft2 54 ft2 2nd Floor Diaphragm Area 482 ft2 54 ft2 2nd Floor Diaphragm Area 601 ft2 54 ft2 9 360.635.6611 Wjekypi;), INT 601 Main Street#400 Vancouver, WA 98660 ENGINEERING WIND ANALYSIS - NEW ADDITION 28.5 Envelope Procedure,_MWFRS For Low-Rise Buildin.. Part 2: Enclosed Simple Diaphragm Building (<_ 60 ft Roof Pitch 2:12 Wind Speed, Fig 1609A 110 MPH 10% least dimension 1.80 ft Risk Category II, standard IBC T-1604.5 Wind Speed, Fig 1609B 115 MPH 40% the eave height 4.40 ft Topography Kz, 1.00 Fig 26.8-1 Wind Speed, Fig 1609C 100 MPH 4% least dimension or 3 ft 3.00 ft Roof Height 11.00 ft Fig 28.6-1 Design Wind Speed V 135 MPH Therefore a 3.00 ft Exposure B Fig 26.5-1A, MRI = 700 yrs Height Factor A 1 Wind Force- NS-Case A(PSF) Wind Force- EW-Case B (PSF) -24.10G -16.15H -19.73F -15.21H -34.79E -21.08F -34.79E -24.10G v v L y y y v v v \ v J -7.95D Roof Angle 9.5° -13.72B F 21.41C 19.13C 32.15A 28.92A / / 18.00 ft 23.00 ft 5.. Wind Area - NS Wind Area- EW Wind Force D Wind Force B Deck Roof Diaphragm Area 0 ft° Wind Force C Wind Force A Wind Force C Wind Force A Deck Roof Diaphragm Area 13 ft, Deck Roof Diaphragm Area 17 ft2 3 ft2 M • 9 601 Main Street#400 wAy P ,Q,- 1 N T Vancouver, WA 98660 ENGINEERING LATERAL SUMMARY - EXISTING Seismic Base Shear Calculation V = CS*w Roof DL 20.00 lb/ft2 CS = SDS / (R/Ie) SDS = 0.71 LVL2 DL 25.00 lb/ft2 Seismic Importance Factor = 1.00 Table 1.5-2 ASCE 7-10 R(NS) = 6.50 Table 12.2-1 ASCE 7-10, A.15 CS (NS)= 0.110 U R(EW) = 6.50 Table 12.2-1 ASCE 7-10, A.15 CS (EW) = 0.110 N XSeismic Loads - NS (n Floor Seismic Wt Height W*h w*haw*h V - NS i"i Roof Diaphragm 94.34 kips 17.00 ft 1603.74 0.63 14.18 kips W 2nd Floor Diaphrasm 111.81 kiss 8.50 ft 950.41 0.37 8.40 kips Total Seismic Base Shear 206.15 kips 25.50 ft 2554.14 1.00 22.58 kips Seismic Loads - EW Floor Seismic Wt Height W*h w*haw*h V - EW Roof Diaphragm 94.34 kips 17.00 ft 1603.74 0.63 14.18 kips 2nd Floor Diaphragm 111.81 kips 8.50 ft 950.41 0.37 8.40 kips Total Seismic Base Shear 206.15 kips 25.50 ft 2554.14 1.00 22.58 kips Wind Base Shear Calculation - NS Floor Wind Force D Wind Force B Wind Force C Wind Force A V - NS Roof Diaphragm 0.00 kips 0.00 kips 12.73 kips 2.04 kips 14.77 kips Q 2nd Floor Diaphragm 12.73 kips 2.04 kips 14.77 kips Z Total Wind Base Shear 29.55 kips liliii Wind Base Shear Calculation - EW Floor Wind Area C Wind Area A V - EW Roof Diaphragm 11.50 kips 1.55 kips 13.04 kips 2nd Floor Diaphragm 11.50 kips 1.55 kips 13.04 kips Total Wind Base Shear 13.04 kips Base Shear Summary - NS Seismic Load Wind Load Design Load (MAX 0.6W or 0.7E) 5.{`Roof Diaphragm 14.18 kips 14.77 kips 10.00 kips (Seismic Controls) 2nd Floor Diaphragm 8.40 kips 14.77 kips 9.00 kips Wind Controls) Qs = 1.0 N/A Base Shear = 22.58 kips 29.55 kips 19.00 kips (Wind Controls) EC Lateral Loading - EW G Seismic Load Wind Load Design Load (MAX 0.6W or 0.7E) p Roof Diaphragm 14.18 kips 13.04 kips 10.00 kips (Seismic Controls) (n 2nd Floor Diaphragm 8.40 kips 13.04 kips 8.00 kips (Wind Controls) p = 1.0 N/A Base Shear = 22.58 kips 26.09 kips 18.00 kips (Seismic Controls) i • 9.3 .6611 9 6011 MaiMain Street#400 Vancouver, WA 98660 ENGINEERING LATERAL SUMMARY - NEW ADDITION Seismic Base Shear Calculation V = CS*w Roof DL 10.00 lb/ft2 CS = SDS / (R/Ie) SDS = 0.71 Seismic Importance Factor = 1.00 Table 1.5-2 ASCE 7-10 R(NS) = 6.50 Table 12.2-1 ASCE 7-10, A.15 CS (NS)= 0.110 PIN4 R(EW) = 6.50 Table 12.2-1 ASCE 7-10, A.15 CS (EW) = 0.110 E (n Seismic Loads - NS 4,,rasuamarrAwe !MI Floor Seismic Wt Height W*h w*haw*h V - NS W Deck Roof Dia s h ra s m 4.15 kiss 11.00 ft 45.65 1.00 0.45 ki s Total Seismic Base Shear 4.15 kips 11.00 ft 45.65 1.00 0.45 kips Seismic Loads - EW Floor Seismic Wt Height W*h w*h/Fw*h V - EW Deck Roof Dia s hra s m 4.15 kiss 11.00 ft 45.65 1.00 0.45 kips o a eismic :ase ear i s 11.00 ft .00 0.45 kips Wind Base Shear Calculation - NS .. Floor Wind Force D Wind Force B Wind Force C Wind Force A V - NS Ci Deck Roof Diaphragm 0.00 kips 0.00 kips 0.27 kips 0.08 kips 0.35 kips Total Wind Base Shear 0.35 kips ~ Wind Base Shear Calculation - EW Floor Wind Area C Wind Area A V - EW Deck Roof Diaphragm 0.32 kips 0.07 kips 0.39 kips Total Wind Base Shear 0.39 kips Base Shear Summary- NS Seismic Load Wind Load Design Load (MAX 0.6W or 0.7E) rN Roof Diaphragm 0.45 kips 0.35 kips 0.00 kips _ (Seismic Controls) Qp = 1.0 N/A Base Shear = 0.45 kips 0.35 kips 0.00 kips (Seismic Controls) at !r -Lateral Loading EW Seismic Load Wind Load Design Load (MAX 0.6W or 0.7E) p Roof Diaphragm 0.45 kips 0.39 kips 0.00 kips (Seismic Controls) (I) P = 1.0 N/A Base Shear = 0. 45 kips 0.39 kips 0.00 kips (Seismic Controls) r c.360.635.6611 Wik)I1D0INT 9 601 Main Street#400 Vancouver,WA 98660 ENGINEERING COMPARISON OF BASE SHEAR (DCR PERCENTAGE) SEISMIC ANALYSIS COMPARISON Existing New Addition Base Shear Base 10 percent of Existing Base Direction Shear Shear NS 22.58 1.129 0.45 EW 22.58 1.129 0.45 DCR % difference is less than 10% , therefore OK WIND ANALYSIS COMPARISON Existing New Addition Base Shear Base 10 percent of Existing Base Direction Shear Shear NS 29.55 1.4775 0.35 EW 13.04 0.652 0.39 DCR % difference is less than 10% , therefore OK