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BLD2020-0955+Structural_Analysis_or_Calculations+9.11.2020_7.56.03_PMCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Table of Contents STRUCTURAL CALCULATIONS C01 - C61 BLD2020-0946 RECEIVED Sep 17 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 9l7/2020 STRUCTURAL CALCULATIONS AKERS REMODEL EDMONDS, wa SEPTEMBER 7, 2020 Project #: 20-12 Caitlin Rose Engineering, LLC :: Po Box 2381 :: Lynnwood, WA 98036 :: (425) 301— 6554 :: caitlinroseengineering.com C1 CAITLIN ROSE Project: Akers Residence Remodel Sheet #: ENGINEERING, LLC Project #: 20-12 By: CRW Caitlin R. Wilhelm, PE Subject: Structural Calculations Date: August 17, 2020 Site & Material Properties Soil - Soil Bearing Pressure (minimum per IBC 1806.2) 1500 psf - Frost Depth 18" Concrete - Compressive Strength 3000 psi - Density — Normal Weight 150 pcf - Reinforcing Steel, ASTM A615 60 ksi Wood - Solid Sawn Lumber, 4x & Smaller HF #2 - Solid Sawn Lumber, 6x & Larger DF-L #1 - Glulam Beams, simple span 24F-V4 - Glulam Beams, cantilevered or continuous span 24F-V8 Gravity Loading Roof Dead Load Floor Dead Load Roofing 1.5 psf Flooring 1.5 psf Insulation 2.0 psf Insulation 2.0 psf Ceiling 1.5 psf Ceiling 1.5 psf Sheathing 1.6 psf Sheathing 2.4 psf Structural Framing 2.8 psf Framing (TJI) 1.9 psf Lights 1.0 psf Lights 1.0 psf Mechanical 1.5 psf Mechanical 1.5 psf Misc. 3.1 psf Misc. 3.2 psf TOTAL RAI 15 psf TOTAL FAA 15 psf Wall Dead Load Exterior Wall 10 psf Interior Wall 9 psf Live Loads Roof Live Load 20 psf Deflection Criteria Floor Live Load 40 psf Roof Total Load L/240 Deck Live Load 60 psf Roof Live Load L/360 Roof Snow Load 25 psf Floor Total Load L/360 Floor Live Load L/480 M CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project: Akers Residence Remodel Project #: 20-12 Subject: Structural Calculations Lateral Loading Wind Loading [ASCE 7-10 Ch. 28, Envelope Procedure] Risk Category II Basic Wind Speed 110 mph Exposure Category D Topographic Factor, Kzt 1.0 Exposure & Height Adj. Factor, A 1.55 P.s30 = 21.6 [Zone A]; 14.8 [Zone B]; 17.2 [Zone C]; 11.8 [Zone D] P.s = A*K.zt*p.s30 = 33.5 [Zone A]; 22.9 [Zone B]; 26.7 [Zone C]; 18.3 [Zone D] Zone A: 20.1 psf [ASD] Zone B: 13.7 psf [ASD] Zone C: 16.0 psf [ASD] Zone D: 11.0 psf [ASD] Wind Load Distribution a=0.1*27=2.7 ft; 0.4*17' = 6.8 ft; >3 ft North/South Direction Wall Area Zone A: Upper: 47 sq ft * 20.1 psf = 945 lb Roof Area Zone B: Upper: 45 sq ft * 13.7 psf = 617 lb Wall Area Zone C: Upper: 256 sq ft * 16 psf = 4096 lb Roof Area Zone D: Upper: 218 sq ft * 11 psf = 2398 lb Total Wind Base Shear = 9,480 lb [ASD] Wind Controls [LRFD] Lower: 37 sq ft * 20.1 psf = 744 lb Lower: 100 sq ft * 16 psf = 1600 lb Sheet #: By: CRW Date: August 17, 2020 C3 CAITLIN ROSE Project: Akers Residence Remodel Sheet #: ENGINEERING, LLC Project #: 20-12 By: CRW Caitlin R. Wilhelm, PE Subject: Structural Calculations Date: August 17, 2020 Seismic Loading [ASCE 7-10 Ch 12, Equivalent Lateral Force Procedure] SDS = 0.853 S11131 = 0.502 Response Modification Factor, R 6.5 Importance Factor, le 1.0 Seismic Response Coefficient, Cs Cs = SDS/(R/le) = 0.853/(6.5/1.0) = 0.131 Cs —max = SD1/T(R/le) = 0.502/(0.198(6.5/1.0)) = 0.390 T = Cthnx = 0.02*21.25^0.75 = 0.198 TL = 6 [ASCE 7-10 Fig 22.12] Cs —min = 0.044SDSIe >_ 0.01 == 0.044*0.853*1.0 = 0.037 Seismic Weight Total Roof Weight — Tributary to Remodel Area: 2838 sq ft * 15 psf = 42.57 kips Seismic Base Shear V.seismic = C.s * Weight = 0.131 *42,570 lb = 5,578 Ibs [LRFD] 3,904 Ibs [ASD] Wind Components & Cladding: A = 1.201 [Exposure D] k.zt = 1.0 p.net30 = 21.8 psf, -23.6 psf [LRFD] p.net = 21.8*1.201*1.0 = 26.2 psf -+ 15.7 psf [ASD] -23.6 * 1.201*1.0 = 28.3 psf -+ 17.0 psf [ASD] Roof Overhangs — q.h = 0.00256*1.0*1.0*1.0*11012 = 30.98 psf GCp = -2.5 GCpi = +/- 0.55 p = q.h * [(GCp) - (GCpi)] = 30.98 psf * [-2.5 +/- 0.55] = -94.5 psf, -60.4 psf [LRFD] Roof Overhang Wind =-94.5psf * 0.6 = -56.7 psf [ASD] C4 # OSH PD Akers Remodel 1615 9th Ave N, Edmonds, WA 98020, USA Latitude, Longitude: 47.8253431,-122.3680329 Water St PSTJS IP Cherry St o z n C m' fl �' (70 gle erset Ln fir Map data 02020 Date 8/17/2020, 3:16:57 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type SS S1 SMS SM1 SDS SD1 Type - SDC Fa F PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd CRS CR1 Value 1.28 0.502 1.28 0.753 0.853 0.502 Value Description Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA D Seismic design category 1 Site amplification factor at 0.2 second 1.5 Site amplification factor at 1.0 second 0.521 MCEG peak ground acceleration 1 Site amplification factor at PGA 0.521 Site modified peak ground acceleration 6 Long -period transition period in seconds 1.28 Probabilistic risk -targeted ground motion. (0.2 second) 1.308 Factored uniform -hazard (2 % probability of exceedance in 50 years) spectral acceleration 1.659 Factored deterministic acceleration value. (0.2 second) 0.502 Probabilistic risk -targeted ground motion. (1.0 second) 0.531 Factored uniform -hazard (2 % probability of exceedance in 50 years) spectral acceleration. 0.665 Factored deterministic acceleration value. (1.0 second) 0.638 Factored deterministic acceleration value. (Peak Ground Acceleration) 0.979 Mapped value of the risk coefficient at short periods 0.946 Mapped value of the risk coefficient at a period of 1 s C5 DISCLAIMER While the information presented on this website is believed to be correct, S.EAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. KEY PLANS GENERAL NOTES: • Dryer vent, bathroom and kitchen exhaust vent directto exterior SIMPSON LSTA STRAP EA • Smoke detectors are required to be hard wired with battery backup END OF EA SHEAR WALL TO WALL BELOW, TYP (6) and installed in each bedroom and outside of each bedroom sleeping MATIMA r areas. All smoke detectors shall be interconnected. One carbon 83- DECK BEAM PRESSURE TREATED 6X10 OF #i OR I monoxide alarm is required to be installed outside of the sleeping q p g _ _ EXTERIOR RATED GLB 5.5X12 3 3 3 4x6 F 2H3 areas. Section R315. 1, R314. 1; Basement level to also have smoke r I detectors and carbon monoxide alarms with same requirements per IL I Section R315.1, R314.1. II o II KI - KEY NOTES. DECF� O1 EXHAUST FAN; 50cm INTERMITTENT 1 H4 a I BS - PATIO BEAM , O2 110 V SMOKE DETECTOR PER R314.2 WASH. STATE AMENDMENTS DECK I 1 I 4z8 OF #2 O3 EXISTING WINDOWS TO REMAIN ADDITION I 1 I ® EXHAUST FAN KITCHEN; 100 CFM x` i I I I I OS CARON MONOXIDE ALARM PER R315.2 WASH. STATE AMENDMENTS HS 6x8 DF#1 W8 13 W8X13 KING POST �_ 1 W8X13 KING POST �# © NOT USED o BELOW f I I TO WF BELOW I B4 - PATIO RIDGE BEAM i 4x8 OF #2 LOW I 1 O7 NOT USED 6x6 OF#1, TYP(4) �ir — ----- — — — —� — — — — — — — — — — --- I ------+— — _ 4z10DF#2 __ LOCATIONS w — — — — — — — — — — — _ Bi -RIDGE BEAM LIVING ROOM GLB 5.508 CONTINUOUS TO EXTERIOR I I o 11 o ion U � a o DINI G o oo \ S5 - PATIO BEAM I 1 w \ 4x8DF#2 RI In 11 H6 II 11 71FQ2 — — — — — — — — — — — — — — — — — — — — (3) I \ / PRESSURE TREATED 6X10 OF #1 OR • I I I— EXTERIOR RATED GLB 5.5X12 /? ❑ — — I I I — — — DECK /POWDER ROOM L _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I L _� / I / GUEST L^ ❑ - — BATHRM.MASTER — — — — — — — — — — — — BEDROOM \\ \ II III LLIIWIIIIIMIIIIIIIIII \ F1 \ GUEST / WALK W BEDROOM \ \ CLOSES = -------------------� �/ 4 � Illllllllllllllllllllll � 3 3 O3 O3 \ Main Level Floor Plan - NEW N NEW DECK STAIR 1 1/4" = 1'-0" O } Q ZQw W_ JJY umQ Z F O LU V Q )Ito 6Q� N O Q N CC ru C6 3 BLAKE - I RECOMMEND THEY HAVE THIS SHEAR WALL HERE. COINV(E)R TO VERIFY (E) FTG BSHEAR WALLS IS MINIMW 812' DEEP. CONTR IF EXISTING CONDDIFFER. ' PT2X8 HF#2@MINIMUM. I ILAP WITH (E) JAT(E)BEAM 8 REPLAL HEIGHTSOLID BLOCKIEARINGPOINTS AT NEEXISTINGBEAMI INEW DECK SUPPORTS (E) DECK JOISTS TO REMAIN 1 I I I I CONTRACTOR TO VEY OR 1 x I PROVIDE SIMPSON DTT2Z 1 01 I I I HD TO DTT2Z HD AT MIN 1 31 I I I I LOCATIONS ON DECK TO 1 �iII I w HOUSE FLOOR JOISTS EVENLY SPACED ALONG 1 cJ' I 1 Z LENGTH OF DECK. I II II I II I I COVERED PATIO II I N � — NEW SUPPORT 11 U I o0 Ila°�°wz I I Iz�LL� IILL �� I I�" K � z0 ^O O ¢ BRICK FIREPLACE SIMPSON HDUS W1518" DIAMETER A36 F1554 ATR WI SIMPSON SET-XP EPDXY INTO (E) FTG WI T" EMBED, TYP EA END OF EA SHEAR WALL THIS LEVEL, (6) LOCATIONS REC ROOM KEY PLANS PROPOSED BASEMENT PLAN REC ROOM \\ II \ II \\ II \\ II \ II \\ II \ CJ \ \ \ REC ROOM 1 f I I I I I I I I I I I I I I I I I I I I I ❑_ - _ _ _ _ _ _ _ L J _ L J _ L J _ L J _ L J FFU.N. I UTILTY RM. I I H"W SHOWER I BATHRM. IOU I I I I I WINE CELLAR r------------I !____________J 46 HF 42 - STACK WITH POST ABOVE. CONTRACTOR TO VERIFY (E) SLAB ON GRADE IS 4' MINIMUM THICKNESS AND IN GOOD CONDITION CRAWL SPACE REMOVE WALL IN LAUNDRYROOM 01 Basement Floor Plan - NEW N 1/4„ = 1,_O„ E O U N 7 co U N O � O U N (p 'O O a N 00 a�° N C > Y � O � N L NO j Q 11 co L � N0 Ocoa) 6 co -a O N m M W N Q Project Title: AKERS REMODEL C8 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 20 MAY 2020, 12:45PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 DESCRIPTION: Entry Patio Edge Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prl I Wood Species Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.0375) Lr(0.05) S(0.0625) 4x8 Span = 12.0 ft 900.0 psi E : Modulus of Elasticity 900.0psi Ebend-xx 1,600.Oksi 1,350.0 psi Eminbend - xx 580.Oksi 625.0 psi 180.0 psi 575.0 psi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.50 ft, (Roof Joists) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5241 Maximum Shear Stress Ratio = 0.155 : 1 Section used for this span 4x8 Section used for this span 4x8 = 704.47 psi = 32.10 psi = 1,345.50psi = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft 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 0.165 in Ratio = 873>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.264 in Ratio = 545>=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 C d C FN C i Cr C m C t C L M fb Fb V iv F'v +D+H 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.251 0.074 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.68 264.18 1053.00 0.20 12.04 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.226 0.067 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.68 264.18 1170.00 0.20 12.04 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.421 0.125 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.58 616.41 1462.50 0.48 28.09 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.524 0.155 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.80 704.47 1345.50 0.54 32.10 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.361 0.107 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.35 528.35 1462.50 0.41 24.08 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.442 0.131 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.52 594.39 1345.50 0.46 27.09 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.141 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 264.18 1872.00 0.20 12.04 288.00 GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C9 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 20 MAY 2020, 12:45PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: Entry Patio Edge Beam Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Cd CFN Ci Cr Cm C t CL M fb Pb +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.282 0.084 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.35 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.318 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.52 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.085 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.141 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.68 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.318 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.52 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.085 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 528.35 1872.00 0.41 24.08 288.00 0.00 0.00 0.00 0.00 594.39 1872.00 0.46 27.09 288.00 0.00 0.00 0.00 0.00 158.51 1872.00 0.12 7.22 288.00 0.00 0.00 0.00 0.00 264.18 1872.00 0.20 12.04 288.00 0.00 0.00 0.00 0.00 594.39 1872.00 0.46 27.09 288.00 0.00 0.00 0.00 0.00 158.51 1872.00 0.12 7.22 288.00 Max. °+° Defl Location in Span +D+S+H 1 Vertical Reactions 0.2639 6.044 0.0000 0.000 Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.600 0.600 Overall MINimum 0.375 0.375 +D+H 0.225 0.225 +D+L+H 0.225 0.225 +D+Lr+H 0.525 0.525 +D+S+H 0.600 0.600 +D+0.750Lr+0.750L+H 0.450 0.450 +D+0.750L+0.750S+H 0.506 0.506 +D+0.60W+H 0.225 0.225 +D+0.750Lr+0.750L+0.450W+H 0.450 0.450 +D+0.750L+0.750S+0.450W+H 0.506 0.506 +0.60D+0.60W+0.60H 0.135 0.135 +D+0.70E+0.60H 0.225 0.225 +D+0.750L+0.750S+0.5250E+H 0.506 0.506 +0.60D+0.70E+H 0.135 0.135 D Only 0.225 0.225 LrOnly 0.300 0.300 L Only S Only 0.375 0.375 W Only E Only H Only Project Title: AKERS REMODEL C1 O CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 20 MAY 2020, 12:33PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 DESCRIPTION: Entry Patio Ridge Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species Douglas Fir -Larch Wood Grade : No.2 Fc - Perp 625 psi Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.075) Lr(D_1) S(0.125) 4x10 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (Roof Joists) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.697.1 Maximum Shear Stress Ratio = 0.235 : 1 Section used for this span 4x10 Section used for this span 4x10 = 865.53 psi = 48.70 psi = 1,242.00psi = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft 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 0.159 in Ratio = 906>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.254 in Ratio = 566>=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 C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.334 0.113 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.35 324.57 972.00 0.39 18.26 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.301 0.101 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.35 324.57 1080.00 0.39 18.26 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.561 0.189 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.15 757.34 1350.00 0.92 42.61 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.697 0.235 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.60 865.53 1242.00 1.05 48.70 207.00 +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 =12.0 ft 1 0.481 0.162 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.70 649.15 1350.00 0.79 36.52 225.00 +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 =12.0 ft 1 0.588 0.199 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.29 1242.00 0.89 41.09 207.00 +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 =12.0 ft 1 0.188 0.063 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.35 324.57 1728.00 0.39 18.26 288.00 GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C11 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 20 MAY 2020, 12:33PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: Entry Patio Ridge Beam Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Pb +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.376 0.127 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.70 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.423 0.143 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.113 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 +D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.188 0.063 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.35 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.423 0.143 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.04 +0.60D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length =12.0 ft 1 0.113 0.038 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 649.15 1728.00 0.79 36.52 288.00 0.00 0.00 0.00 0.00 730.29 1728.00 0.89 41.09 288.00 0.00 0.00 0.00 0.00 194.74 1728.00 0.24 10.96 288.00 0.00 0.00 0.00 0.00 324.57 1728.00 0.39 18.26 288.00 0.00 0.00 0.00 0.00 730.29 1728.00 0.89 41.09 288.00 0.00 0.00 0.00 0.00 194.74 1728.00 0.24 10.96 288.00 Max. °+° Defl Location in Span +D+S+H 1 Vertical Reactions 0.2541 6.044 0.0000 0.000 Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.200 1.200 Overall MINimum 0.750 0.750 +D+H 0.450 0.450 +D+L+H 0.450 0.450 +D+Lr+H 1.050 1.050 +D+S+H 1.200 1.200 +D+0.750Lr+0.750L+H 0.900 0.900 +D+0.750L+0.750S+H 1.013 1.013 +D+0.60W+H 0.450 0.450 +D+0.750Lr+0.750L+0.450W+H 0.900 0.900 +D+0.750L+0.750S+0.450W+H 1.013 1.013 +0.60D+0.60W+0.60H 0.270 0.270 +D+0.70E+0.60H 0.450 0.450 +D+0.750L+0.750S+0.5250E+H 1.013 1.013 +0.60D+0.70E+H 0.270 0.270 D Only 0.450 0.450 LrOnly 0.600 0.600 L Only S Only 0.750 0.750 W Only E Only H Only GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C12 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 20 MAY 2020, 12:47PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: Entry Canopy - Dropped Beam & Ridge CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prl I Wood Species Douglas Fir -Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.45) Lr(0.6) S(0.75) 4x8 Span = 10.0 ft 900 psi E : Modulus of Elasticity 900 psi Ebend- xx 1600 ksi 1350 psi Eminbend - xx 580 ksi 625 psi 180 psi 575 psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : D = 0.450, Lr = 0.60, S = 0.750 k @ 5.0 ft, (Ridge Beam RXN) Maximum Bending Stress Ratio = 0.8731 Maximum Shear Stress Ratio = 0.171 : 1 Section used for this span 4x8 Section used for this span 4x8 = 1,174.11 psi = 35.47 psi = 1,345.50psi = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft 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 0.153 in Ratio = 786>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.244 in Ratio = 491 >=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 C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.418 0.082 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.13 440.29 1053.00 0.23 13.30 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.376 0.074 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.13 440.29 1170.00 0.23 13.30 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.702 0.138 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.63 1,027.35 1462.50 0.53 31.03 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.873 0.171 1.15 1.300 1.00 1.00 1.00 1.00 1.00 3.00 1,174.11 1345.50 0.60 35.47 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.602 0.118 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.25 880.58 1462.50 0.45 26.60 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.736 0.145 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.53 990.66 1345.50 0.51 29.93 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.235 0.046 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.13 440.29 1872.00 0.23 13.30 288.00 GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C13 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 20 MAY 2020, 12:47PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: Entry Canopy - Dropped Beam & Ridge Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Pb +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.470 0.092 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.25 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.529 0.104 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.53 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.141 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.67 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.235 0.046 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.13 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.529 0.104 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.53 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.141 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.67 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 880.58 1872.00 0.45 26.60 288.00 0.00 0.00 0.00 0.00 990.66 1872.00 0.51 29.93 288.00 0.00 0.00 0.00 0.00 264.18 1872.00 0.14 7.98 288.00 0.00 0.00 0.00 0.00 440.29 1872.00 0.23 13.30 288.00 0.00 0.00 0.00 0.00 990.66 1872.00 0.51 29.93 288.00 0.00 0.00 0.00 0.00 264.18 1872.00 0.14 7.98 288.00 Max. °+° Defl Location in Span +D+S+H 1 Vertical Reactions 0.2442 5.000 0.0000 0.000 Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.600 0.600 Overall MINimum 0.375 0.375 +D+H 0.225 0.225 +D+L+H 0.225 0.225 +D+Lr+H 0.525 0.525 +D+S+H 0.600 0.600 +D+0.750Lr+0.750L+H 0.450 0.450 +D+0.750L+0.750S+H 0.506 0.506 +D+0.60W+H 0.225 0.225 +D+0.750Lr+0.750L+0.450W+H 0.450 0.450 +D+0.750L+0.750S+0.450W+H 0.506 0.506 +0.60D+0.60W+0.60H 0.135 0.135 +D+0.70E+0.60H 0.225 0.225 +D+0.750L+0.750S+0.5250E+H 0.506 0.506 +0.60D+0.70E+H 0.135 0.135 D Only 0.225 0.225 LrOnly 0.300 0.300 L Only S Only 0.375 0.375 W Only E Only H Only Project Title: AKERS REMODEL C14 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 20 MAY 2020, 12:41 PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 DESCRIPTION: Entry Canopy Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species : Hem -Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.01995) Lr(0.0266) S(0.03325) 2x6 Span =6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =1.330 ft, (Typ Roof Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.26111 1 Maximum Shear Stress Ratio = 0.144 : 1 Section used for this span 2x6 Section used for this span 2x6 = 379.87psi = 24.78 psi = 1,461.36 psi = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft 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 0.036 in Ratio = 1996>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.058 in Ratio = 1247>=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 C FN C i Cr C m C t C L M fb Fb V iv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.125 0.069 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.09 142.45 1143.68 0.05 9.29 135.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.112 0.062 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.09 142.45 1270.75 0.05 9.29 150.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.209 0.116 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.21 332.39 1588.44 0.12 21.68 187.50 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.260 0.144 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.24 379.87 1461.36 0.14 24.78 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.179 0.099 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.18 284.91 1588.44 0.10 18.59 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.219 0.121 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.20 320.52 1461.36 0.12 20.91 172.50 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.070 0.039 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 142.45 2033.20 0.05 9.29 240.00 GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C15 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 20 MAY 2020, 12:41 PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: Entry Canopy Joists Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Cd CFN Ci Cr Cm C t CL M fb Pb +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 6.0 ft 1 0.140 0.077 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.18 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 6.0 ft 1 0.158 0.087 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 6.0 ft 1 0.042 0.023 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 6.0 ft 1 0.070 0.039 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.09 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 6.0 ft 1 0.158 0.087 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 Length = 6.0 ft 1 0.042 0.023 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 284.91 2033.20 0.10 18.59 240.00 0.00 0.00 0.00 0.00 320.52 2033.20 0.12 20.91 240.00 0.00 0.00 0.00 0.00 85.47 2033.20 0.03 5.58 240.00 0.00 0.00 0.00 0.00 142.45 2033.20 0.05 9.29 240.00 0.00 0.00 0.00 0.00 320.52 2033.20 0.12 20.91 240.00 0.00 0.00 0.00 0.00 85.47 2033.20 0.03 5.58 240.00 Max. °+° Defl Location in Span +D+S+H 1 Vertical Reactions 0.0577 3.022 0.0000 0.000 Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.160 0.160 Overall MINimum 0.100 0.100 +D+H 0.060 0.060 +D+L+H 0.060 0.060 +D+Lr+H 0.140 0.140 +D+S+H 0.160 0.160 +D+0.750Lr+0.750L+H 0.120 0.120 +D+0.750L+0.750S+H 0.135 0.135 +D+0.60W+H 0.060 0.060 +D+0.750Lr+0.750L+0.450W+H 0.120 0.120 +D+0.750L+0.750S+0.450W+H 0.135 0.135 +0.60D+0.60W+0.60H 0.036 0.036 +D+0.70E+0.60H 0.060 0.060 +D+0.750L+0.750S+0.5250E+H 0.135 0.135 +0.60D+0.70E+H 0.036 0.036 D Only 0.060 0.060 LrOnly 0.080 0.080 L Only S Only 0.100 0.100 W Only E Only H Only Project Title: AKERS REMODEL C16 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 24 AUG 2020, 7:56PM General Footing File: 20-12 - AKERS.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 DESCRIPTION: (N) Deck Ftg Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Soil Design Values = 2.50 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 2,880.95 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = 1.50 ft = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0:1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes ksf when max. length or width is greater than = ft No Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x = V-z = 2.250 ft 2.250 ft 12.0 in 10.0 in 10.0 in 6.0 in 3.0 in 3 # 4 3.0 # 4 n/a n/a n/a D Lr z 3-#4 Bars X-X Section Looking to+Z L S W 1.145 0.0150 4.470 1.813 Z-2 Section LaokinB o+X E H k ksf k-ft k-ft k k C!M CCAITLIN ROSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C17 Printed: 24 AUG 2020, 7:56PM General Footing File: 20-12-AKERS.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 r.r DESCRIPTION: (N) Deck Ftg DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8993 Soil Bearing 1.349 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z- 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 0.04461 Z Flexure (+X) 0.4650 k-ftlft 10.424 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.04461 Z Flexure (-X) 0.4650 k-ft/ft 10.424 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.04461 X Flexure (+Z) 0.4650 k-ftlft 10.424 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.04461 X Flexure (-Z) 0.4650 k-ftlft 10.424 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (A) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 6.999 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 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 0.4186 0.4186 n/a n/a 0.279 X-X, +D+L+H 1.50 n/a 0.0 1.302 1.302 n/a n/a 0.868 X-X, +D+Lr+H 1.50 n/a 0.0 0.4216 0.4216 n/a n/a 0.281 X-X, +D+S+H 1.50 n/a 0.0 0.7768 0.7768 n/a n/a 0.518 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.083 1.083 n/a n/a 0.722 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 1.349 1.349 n/a n/a 0.899 X-X, +D+0.60W+H 1.50 n/a 0.0 0.4186 0.4186 n/a n/a 0.279 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.083 1.083 n/a n/a 0.722 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.349 1.349 n/a n/a 0.899 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2512 0.2512 n/a n/a 0.168 X-X, +D+0.70E+0.60H 1.50 n/a 0.0 0.4186 0.4186 n/a n/a 0.279 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.349 1.349 n/a n/a 0.899 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.2512 0.2512 n/a n/a 0.168 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.4186 0.4186 0.279 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.302 1.302 0.868 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.4216 0.4216 0.281 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.7768 0.7768 0.518 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.083 1.083 0.722 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.349 1.349 0.899 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.4186 0.4186 0.279 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.083 1.083 0.722 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.349 1.349 0.899 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2512 0.2512 0.168 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4186 0.4186 0.279 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.349 1.349 0.899 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2512 0.2512 0.168 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 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C18 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 24 AUG 2020. 7:56PM General Footing - Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.6.27 DESCRIPTION: (N) Deck Ftg Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D+1.60H 0.07677 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.40D+1.60H 0.07677 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.4205 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.4205 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.4650 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.4650 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60Lr+L+1.60H 0.2884 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60Lr+L+1.60H 0.2884 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.06699 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.06699 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+L+1.60S+1.60H 0.4310 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+L+1.60S+1.60H 0.4310 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.2095 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.2095 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.2876 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.2876 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+L+0.50S+W+1.60H 0.3322 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+L+0.50S+W+1.60H 0.3322 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +0.90D+W+1.60H 0.04935 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +0.90D+W+1.60H 0.04935 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+L+0.20S+E+1.60H 0.3052 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +1.20D+L+0.20S+E+1.60H 0.3052 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +0.90D+E+0.90H 0.04935 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X-X, +0.90D+E+0.90H 0.04935 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.40D+1.60H 0.07677 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.40D+1.60H 0.07677 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.4205 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.4205 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.4650 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.4650 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z. +1.20D+1.60Lr+L+1.60H 0.2884 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.2884 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.06699 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.06699 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+L+1.60S+1.60H 0.4310 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+L+1.60S+1.60H 0.4310 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.2095 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.2095 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.2876 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.2876 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.3322 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.3322 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +0.90D+W+1.60H 0.04935 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +0.90D+W+1.60H 0.04935 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.3052 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.3052 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +0.90D+E+0.90H 0.04935 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z, +0.90D+E+0.90H 0.04935 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK One Wav Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50Lr+1.60L+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.60L+0.50S+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.60Lr+L+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.60Lr+0.50W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+L+1.60S+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.60S+0.50W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50Lr+L+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+L+0.50S+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +0.90D+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+L+0.20S+E+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE General Footing KW-06012717 DESCRIPTION: (N) Deck Ftg One Way Shear Project Title: AKERS REMODEL C19 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 24 AUG 2020, 7:56PM File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 1.16 psi 150.00psi 0.007702 OK +1.20D+0.50Lr+1.60L+1.60H 6.33 psi 150.0opsi 0.04219 OK +1.20D+1.60L+0.50S+1.60H 7.00 psi 150.00psi 0.04666 OK +1.20D+1.60Lr+L+1.60H 4.34 psi 150.000si 0.02894 OK +1.20D+1.60Lr+0.50W+1.60H 1.01 psi 150.00psi 0.006721 OK +1.20D+L+1.60S+1.60H 6.49 psi 150.0opsi 0.04324 OK +1.20D+1.60S+0.50W+1.60H 3.15 psi 150.000si 0.02102 OK +1.20D+0.50Lr+L+W+1.60H 4.33 psi 150.00psi 0.02886 OK +1.20D+L+0.50S+W+1.60H 5.00 psi 150.00osi 0.03333 OK +0.90D+W+1.60H 0.74 psi 150.00psi 0.004951 OK +1.20D+L+0.20S+E+1.60H 4.59 psi 150.00osi 0.03062 OK +0.90D+E+0.90H 0.74 psi 150.00psi 0.004951 OK Project Title: AKERS REMODEL C20 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 17 AUG 2020, 7:50PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 DESCRIPTION: Beam @ Covered Deck CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,350.0 psi Ebend- xx 1,600.Oksi Fc - Prll 925.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1125) Lr(0.15) S(0.1875) 6x12 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 7.50 ft, (Typ Roof) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.4621 Maximum Shear Stress Ratio = 0.221 : 1 Section used for this span 6x12 Section used for this span 6x12 = 727.55psi = 43.26 psi = 1,552.50psi = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 13.080 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio = 1149>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.234 in Ratio = 718>=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 C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.225 0.106 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.76 272.83 1215.00 0.68 16.22 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.202 0.095 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.76 272.83 1350.00 0.68 16.22 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.377 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.43 636.60 1687.50 1.60 37.85 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.469 0.221 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.35 727.55 1552.50 1.82 43.26 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.323 0.153 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.51 545.66 1687.50 1.37 32.44 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.395 0.187 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.20 613.87 1552.50 1.54 36.50 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.126 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.76 272.83 2160.00 0.68 16.22 272.00 GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C21 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 17 AUG 2020, 7:50PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: Beam @ Covered Deck Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M fb Pb +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.0 ft 1 0.253 0.119 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.51 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.0 ft 1 0.284 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.20 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.0 ft 1 0.076 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.0 ft 1 0.126 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.76 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.0 ft 1 0.284 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.20 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =14.0 ft 1 0.076 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.65 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Shear Values V fv F'v 0.00 0.00 0.00 0.00 545.66 2160.00 1.37 32.44 272.00 0.00 0.00 0.00 0.00 613.87 2160.00 1.54 36.50 272.00 0.00 0.00 0.00 0.00 163.70 2160.00 0.41 9.73 272.00 0.00 0.00 0.00 0.00 272.83 2160.00 0.68 16.22 272.00 0.00 0.00 0.00 0.00 613.87 2160.00 1.54 36.50 272.00 0.00 0.00 0.00 0.00 163.70 2160.00 0.41 9.73 272.00 Max. °+° Defl Location in Span +D+S+H 1 Vertical Reactions 0.2339 7.051 0.0000 0.000 Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.100 2.100 Overall MINimum 1.313 1.313 +D+H 0.788 0.788 +D+L+H 0.788 0.788 +D+Lr+H 1.838 1.838 +D+S+H 2.100 2.100 +D+0.750Lr+0.750L+H 1.575 1.575 +D+0.750L+0.750S+H 1.772 1.772 +D+0.60W+H 0.788 0.788 +D+0.750Lr+0.750L+0.450W+H 1.575 1.575 +D+0.750L+0.750S+0.450W+H 1.772 1.772 +0.60D+0.60W+0.60H 0.473 0.473 +D+0.70E+0.60H 0.788 0.788 +D+0.750L+0.750S+0.5250E+H 1.772 1.772 +0.60D+0.70E+H 0.473 0.473 D Only 0.788 0.788 Lr Only 1.050 1.050 S Only 1.313 1.313 H Only C.AITLIN ROSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C22 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 24 AUG 2020, 7:27PM GFile:20-12-AKERS.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 r.r DESCRIPTION: (E) Ftg Check @ Round Col Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x V-z Soil Design Values = 2.50 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 2,880.95 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = 1.50 ft = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0:1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = ksf No when max. length or width is greater than = ft No 3 ft 3.0 ft 12.0 in 10.0 in 10.0 in 6.0 in 3.0 in 4.0 # 5 3.0 # 5 6-MSBen n/a n/a n/a Z D Lr L S W E H 2.50 0.3760 6.512 3.034 k ksf k-ft k-ft k k C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C23 Printed: 24 AUG 2020. 7:27PM General Footing Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.6.27 DESCRIPTION: (E) Ftg Check @ Round Col DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8460 Soil Bearing 1.269 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z- 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 0.06131 Z Flexure (+X) 0.9709 k-ft/ft 15.836 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06131 Z Flexure (-X) 0.9709 k-ft/ft 15.836 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.08059 X Flexure (+Z) 0.9709 k-ft/ft 12.046 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.08059 X Flexure (-Z) 0.9709 k-ft/ft 12.046 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06741 1-way Shear (+X) 5.055 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06741 1-way Shear (-X) 5.055 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06741 1-way Shear (+Z) 5.055 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06741 1-way Shear (-Z) 5.055 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1059 2-way Punching 15.883 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I 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 0.4735 0.4735 n/a n/a 0.316 X-X, +D+L+H 1.50 n/a 0.0 1.197 1.197 n/a n/a 0.798 X-X, +D+Lr+H 1.50 n/a 0.0 0.5153 0.5153 n/a n/a 0.344 X-X, +D+S+H 1.50 n/a 0.0 0.8106 0.8106 n/a n/a 0.540 X-X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.048 1.048 n/a n/a 0.699 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 1.269 1.269 n/a n/a 0.846 X-X, +D+0.60W+H 1.50 n/a 0.0 0.4735 0.4735 n/a n/a 0.316 X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.048 1.048 n/a n/a 0.699 X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.269 1.269 n/a n/a 0.846 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2841 0.2841 n/a n/a 0.189 X-X, +D+0.70E+0.60H 1.50 n/a 0.0 0.4735 0.4735 n/a n/a 0.316 X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.269 1.269 n/a n/a 0.846 X-X, +0.60D+0.70E+H 1.50 n/a 0.0 0.2841 0.2841 n/a n/a 0.189 Z-Z, +D+H 1.50 0.0 n/a n/a n/a 0.4735 0.4735 0.316 Z-Z, +D+L+H 1.50 0.0 n/a n/a n/a 1.197 1.197 0.798 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0.5153 0.5153 0.344 Z-Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.8106 0.8106 0.540 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.048 1.048 0.699 Z-Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.269 1.269 0.846 Z-Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.4735 0.4735 0.316 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.048 1.048 0.699 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.269 1.269 0.846 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2841 0.2841 0.189 Z-Z, +D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4735 0.4735 0.316 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.269 1.269 0.846 Z-Z, +0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2841 0.2841 0.189 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 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C24 Printed: 24 AUG 2020. 7:27PM General Footing - Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.6.27 DESCRIPTION: (E) Ftg Check @ Round Col Footing Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Flexure Axis &Load Combination Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D+1.60H 0.2247 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.40D+1.60H 0.2247 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.8842 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.8842 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.9709 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.9709 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60Lr+L+1.60H 0.6564 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60Lr+L+1.60H 0.6564 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.2318 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 0.2318 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+L+1.60S+1.60H 0.9337 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+L+1.60S+1.60H 0.9337 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.5091 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.5091 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.6295 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.6295 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7161 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+L+0.50S+W+1.60H 0.7161 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +0.90D+W+1.60H 0.1445 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +0.90D+W+1.60H 0.1445 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+L+0.20S+E+1.60H 0.6568 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +1.20D+L+0.20S+E+1.60H 0.6568 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +0.90D+E+0.90H 0.1445 +Z Bottom 0.2592 Min Temp % 0.310 12.046 OK X-X, +0.90D+E+0.90H 0.1445 -Z Bottom 0.2592 Min Temp % 0.310 12.046 OK Z-Z, +1.40D+1.60H 0.2247 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.40D+1.60H 0.2247 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.8842 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.8842 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.9709 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.9709 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z. +1.20D+1.60Lr+L+1.60H 0.6564 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.6564 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.2318 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.2318 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+L+1.60S+1.60H 0.9337 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+L+1.60S+1.60H 0.9337 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.5091 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.5091 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.6295 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.6295 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.7161 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.7161 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +0.90D+W+1.60H 0.1445 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +0.90D+W+1.60H 0.1445 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.6568 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.6568 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +0.90D+E+0.90H 0.1445 -X Bottom 0.2592 Min Temp % 0.4133 15.836 OK Z-Z, +0.90D+E+0.90H 0.1445 +X Bottom 0.2592 Min Temp % 0.4133 15.836 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 1.17 psi 1.17 psi 1.17 psi 1.17 psi 1.17 psi 75.00 psi 0.02 OK +1.20D+0.50Lr+1.60L+1.60H 4.60 psi 4.60 psi 4.60 psi 4.60 psi 4.60 psi 75.00 psi 0.06 OK +1.20D+1.60L+0.50S+1.60H 5.06 psi 5.06 psi 5.06 psi 5.06 psi 5.06 psi 75.00 psi 0.07 OK +1.20D+1.60Lr+L+1.60H 3.42 psi 3.42 psi 3.42 psi 3.42 psi 3.42 psi 75.00 psi 0.05 OK +1.20D+1.60Lr+0.50W+1.60H 1.21 psi 1.21 psi 1.21 psi 1.21 psi 1.21 psi 75.00 psi 0.02 OK +1.20D+L+1.60S+1.60H 4.86 psi 4.86 psi 4.86 psi 4.86 psi 4.86 psi 75.00 psi 0.06 OK +1.20D+1.60S+0.50W+1.60H 2.65 psi 2.65 psi 2.65 psi 2.65 psi 2.65 psi 75.00 psi 0.04 OK +1.20D+0.50Lr+L+W+1.60H 3.28 psi 3.28 psi 3.28 psi 3.28 psi 3.28 psi 75.00 psi 0.04 OK +1.20D+L+0.50S+W+1.60H 3.73 psi 3.73 psi 3.73 psi 3.73 psi 3.73 psi 75.00 psi 0.05 OK +0.90D+W+1.60H 0.75 psi 0.75 psi 0.75 psi 0.75 psi 0.75 psi 75.00 psi 0.01 OK +1.20D+L+0.20S+E+1.60H 3.42 psi 3.42 psi 3.42 psi 3.42 psi 3.42 psi 75.00 psi 0.05 OK ITRC.AITLIN ROSE ENGINEERING Caitlin R. Wilhelm, PE General Footing KW-06012717 DESCRIPTION: (E) Ftg Check @ Round Col One Way Shear Project Title: AKERS REMODEL C25 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 24 AUG 2020, 7:27PM File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 0.75 psi 0.75 psi 0.75 psi 0.75 psi 0.75 psi 75.00 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 3.68 psi 150.00psi 0.02451 OK +1.20D+0.50Lr+1.60L+1.60H 14.47 psi 150.0opsi 0.09644 OK +1.20D+1.60L+0.50S+1.60H 15.88 psi 150.00psi 0.1059 OK +1.20D+1.60Lr+L+1.60H 10.74 psi 150.0opsi 0.07159 OK +1.20D+1.60Lr+0.50W+1.60H 3.79 psi 150.00psi 0.02529 OK +1.20D+L+1.60S+1.60H 15.28 psi 150.0opsi 0.1018 OK +1.20D+1.60S+0.50W+1.60H 8.33 psi 150.001)si 0.05553 OK +1.20D+0.50Lr+L+W+1.60H 10.30 psi 150.00psi 0.06865 OK +1.20D+L+0.50S+W+1.60H 11.72 psi 150.00psi 0.0781 OK +0.90D+W+1.60H 2.36 psi 150.00psi 0.01576 OK +1.20D+L+0.20S+E+1.60H 10.75 psi 150.00psi 0.07163 OK +0.90D+E+0.90H 2.36 psi 150.00psi 0.01576 OK Project Title: AKERS REMODEL C26 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 1 SEP 2020, 7:04PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 DESCRIPTION: Beam 01 - Ridge CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prl I Wood Species : DF/DF Fc - Perp Wood Grade : 24F-V8 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,400.0 psi E: Modulus of Elasticity 2,400.0psi Ebend-xx 1,800.Oksi 1,650.0 psi Eminbend - xx 950.Oksi 650.0psi Ebend-yy 1,600.Oksi 265.0 psi Eminbend - yy 850.Oksi 1,100.0 psi Density 31.210 pcf Span = 14.0 ft Span = 16.0 ft Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width =14.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.3321 Maximum Shear Stress Ratio = 0.282 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 = 917.03psi = 85.85 psi = 2,760.00psi = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 14.000ft Location of maximum on span = 12.941 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.080 in Ratio = 2103>=360 Max Upward Transient Deflection -0.046 in Ratio = 4171 >=360 Max Downward Total Deflection 0.117 in Ratio = 1430>=240 Max Upward Total Deflection -0.020 in Ratio = 6310>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.167 0.141 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2160.00 1.73 33.75 238.50 Length =16.0 ft 2 0.167 0.141 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2160.00 1.66 33.75 238.50 Length = 10.50 ft 3 0.123 0.141 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2160.00 1.31 33.75 238.50 +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 =14.0 ft 1 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.73 33.75 265.00 Length =16.0 ft 2 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.66 33.75 265.00 Length = 10.50 ft 3 0.111 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2400.00 1.31 33.75 265.00 +D+L+H, ILL Comb Run (1) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.73 33.75 265.00 Length =16.0 ft 2 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.66 33.75 265.00 Length = 10.50 ft 3 0.111 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2400.00 1.31 33.75 265.00 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C27 Printed: 1 SEP 2020, 7:04PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, LL4 DESCRIPTION: Beam 01 - Ridge Load Combination Max Stress Segment Length Span # M Ratios V Cd C FN C i Cr C m C t C L Moment Values M fb Pb V Shear Values fv Pv +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 =14.0 ft 1 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.73 33.75 265.00 Length =16.0 ft 2 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.66 33.75 265.00 Length = 10.50 ft 3 0.111 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2400.00 1.31 33.75 265.00 +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 =14.0 ft 1 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.73 33.75 265.00 Length =16.0 ft 2 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.66 33.75 265.00 Length = 10.50 ft 3 0.111 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2400.00 1.31 33.75 265.00 +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 =14.0 ft 1 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.73 33.75 265.00 Length =16.0 ft 2 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.66 33.75 265.00 Length = 10.50 ft 3 0.111 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2400.00 1.31 33.75 265.00 +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 =14.0 ft 1 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.73 33.75 265.00 Length =16.0 ft 2 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.66 33.75 265.00 Length = 10.50 ft 3 0.111 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2400.00 1.31 33.75 265.00 +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 =14.0 ft 1 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.73 33.75 265.00 Length =16.0 ft 2 0.150 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 2400.00 1.66 33.75 265.00 Length = 10.50 ft 3 0.111 0.127 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 2400.00 1.31 33.75 265.00 +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 =14.0 ft 1 0.110 0.100 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.95 330.86 3000.00 1.70 33.13 331.25 Length =16.0 ft 2 0.126 0.154 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.65 377.44 3000.00 2.62 50.98 331.25 Length = 10.50 ft 3 0.126 0.154 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.65 377.44 3000.00 2.62 50.98 331.25 +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 =14.0 ft 1 0.201 0.209 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.03 602.80 3000.00 3.55 69.23 331.25 Length =16.0 ft 2 0.201 0.209 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.03 602.80 3000.00 3.55 69.23 331.25 Length = 10.50 ft 3 0.185 0.209 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.30 554.55 3000.00 1.72 69.23 331.25 +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 =14.0 ft 1 0.191 0.201 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.58 573.18 3000.00 3.42 66.66 331.25 Length =16.0 ft 2 0.222 0.211 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.97 665.61 3000.00 3.59 70.03 331.25 Length = 10.50 ft 3 0.222 0.211 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.97 665.61 3000.00 3.03 70.03 331.25 +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 =14.0 ft 1 0.198 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.88 593.01 3000.00 3.64 71.00 331.25 Length =16.0 ft 2 0.198 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.88 593.01 3000.00 1.94 71.00 331.25 Length = 10.50 ft 3 0.065 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.94 196.18 3000.00 1.21 71.00 331.25 +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 =14.0 ft 1 0.190 0.212 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.55 571.32 3000.00 3.61 70.38 331.25 Length =16.0 ft 2 0.188 0.212 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.44 563.40 3000.00 2.52 70.38 331.25 Length = 10.50 ft 3 0.108 0.212 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.87 325.40 3000.00 2.52 70.38 331.25 +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 =14.0 ft 1 0.278 0.230 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.51 835.33 3000.00 3.90 76.05 331.25 Length =16.0 ft 2 0.278 0.230 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.51 835.33 3000.00 3.84 76.05 331.25 Length = 10.50 ft 3 0.161 0.230 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.25 484.35 3000.00 1.62 76.05 331.25 +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 =14.0 ft 1 0.269 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.06 805.72 3000.00 3.87 75.43 331.25 Length =16.0 ft 2 0.269 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.06 805.72 3000.00 3.71 75.43 331.25 Length = 10.50 ft 3 0.198 0.228 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.91 595.41 3000.00 2.93 75.43 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.332 0.282 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.73 917.03 2760.00 4.41 85.85 304.75 Length =16.0 ft 2 0.332 0.282 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.73 917.03 2760.00 4.22 85.85 304.75 Length = 10.50 ft 3 0.246 0.282 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.15 677.67 2760.00 3.33 85.85 304.75 +D+0.750Lr+0.750L+H, LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.113 0.100 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.06 338.26 3000.00 1.71 33.28 331.25 Length =16.0 ft 2 0.117 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.24 349.68 3000.00 2.29 44.62 331.25 Length = 10.50 ft 3 0.117 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.24 349.68 3000.00 2.29 44.62 331.25 +D+0.750Lr+0.750L+H, LL Comb R 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.181 0.181 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.12 542.22 3000.00 3.08 59.99 331.25 Length =16.0 ft 2 0.181 0.181 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.12 542.22 3000.00 3.08 59.99 331.25 Length = 10.50 ft 3 0.161 0.181 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.22 482.51 3000.00 1.62 59.99 331.25 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C28 Printed: 1 SEP 2020, 7:04PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, LL4 DESCRIPTION: Beam 01 - Ridge Load Combination Max Stress Segment Length Span # M Ratios V Cd C FN C i Cr C m C t C L Moment Values M fb Pb V Shear Values fv Pv +D+0.750Lr+0.750L+H, LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.173 0.175 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.79 520.00 3000.00 2.98 58.07 331.25 Length =16.0 ft 2 0.189 0.180 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.47 565.80 3000.00 3.07 59.74 331.25 Length = 10.50 ft 3 0.189 0.180 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.47 565.80 3000.00 2.60 59.74 331.25 +D+0.750Lr+0.750L+H, LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.178 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.01 534.88 3000.00 3.17 61.68 331.25 Length =16.0 ft 2 0.178 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.01 534.88 3000.00 1.87 61.68 331.25 Length = 10.50 ft 3 0.071 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.20 213.73 3000.00 1.23 61.68 331.25 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.171 0.185 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.68 512.66 3000.00 3.14 61.22 331.25 Length =16.0 ft 2 0.171 0.185 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.68 512.66 3000.00 2.22 61.22 331.25 Length = 10.50 ft 3 0.099 0.185 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.45 297.03 3000.00 2.22 61.22 331.25 +D+0.750Lr+0.750L+H, LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.239 0.198 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.73 716.62 3000.00 3.36 65.47 331.25 Length =16.0 ft 2 0.239 0.198 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.73 716.62 3000.00 3.29 65.47 331.25 Length = 10.50 ft 3 0.143 0.198 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.44 429.86 3000.00 1.54 65.47 331.25 +D+0.750Lr+0.750L+H, LL Comb R, 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.231 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.40 694.41 3000.00 3.34 65.01 331.25 Length =16.0 ft 2 0.231 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.40 694.41 3000.00 3.19 65.01 331.25 Length = 10.50 ft 3 0.171 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.68 513.15 3000.00 2.52 65.01 331.25 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.74 72.82 304.75 Length =16.0 ft 2 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.58 72.82 304.75 Length = 10.50 ft 3 0.208 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 2760.00 2.83 72.82 304.75 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.74 72.82 304.75 Length =16.0 ft 2 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.58 72.82 304.75 Length = 10.50 ft 3 0.208 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 2760.00 2.83 72.82 304.75 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.74 72.82 304.75 Length =16.0 ft 2 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.58 72.82 304.75 Length = 10.50 ft 3 0.208 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 2760.00 2.83 72.82 304.75 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.74 72.82 304.75 Length =16.0 ft 2 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.58 72.82 304.75 Length = 10.50 ft 3 0.208 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 2760.00 2.83 72.82 304.75 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.74 72.82 304.75 Length =16.0 ft 2 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.58 72.82 304.75 Length = 10.50 ft 3 0.208 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 2760.00 2.83 72.82 304.75 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.74 72.82 304.75 Length =16.0 ft 2 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.58 72.82 304.75 Length = 10.50 ft 3 0.208 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 2760.00 2.83 72.82 304.75 +D+0.750L+0.750S+H, LL Comb RL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.74 72.82 304.75 Length =16.0 ft 2 0.282 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 2760.00 3.58 72.82 304.75 Length = 10.50 ft 3 0.208 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 2760.00 2.83 72.82 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.094 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 3840.00 1.73 33.75 424.00 Length =16.0 ft 2 0.094 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 3840.00 1.66 33.75 424.00 Length = 10.50 ft 3 0.069 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 3840.00 1.31 33.75 424.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.088 0.078 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.06 338.26 3840.00 1.71 33.28 424.00 Length =16.0 ft 2 0.091 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 349.68 3840.00 2.29 44.62 424.00 Length = 10.50 ft 3 0.091 0.105 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.24 349.68 3840.00 2.29 44.62 424.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.141 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.12 542.22 3840.00 3.08 59.99 424.00 Length =16.0 ft 2 0.141 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.12 542.22 3840.00 3.08 59.99 424.00 Length = 10.50 ft 3 0.126 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.22 482.51 3840.00 1.62 59.99 424.00 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C29 Printed: 1 SEP 2020, 7:04PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, LL4 DESCRIPTION: Load Combination Segment Length Beam 01 - Ridge Max Stress Span # M Ratios V Cd C FN C i Cr C m C t C L Moment Values M fb Pb V Shear Values fv Pv +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.135 0.137 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.79 520.00 3840.00 2.98 58.07 424.00 Length =16.0 it 2 0.147 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.47 565.80 3840.00 3.07 59.74 424.00 Length = 10.50 ft 3 0.147 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.47 565.80 3840.00 2.60 59.74 424.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.139 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.01 534.88 3840.00 3.17 61.68 424.00 Length =16.0 ft 2 0.139 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.01 534.88 3840.00 1.87 61.68 424.00 Length = 10.50 ft 3 0.056 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.20 213.73 3840.00 1.23 61.68 424.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.134 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.68 512.66 3840.00 3.14 61.22 424.00 Length =16.0 ft 2 0.134 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.68 512.66 3840.00 2.22 61.22 424.00 Length = 10.50 ft 3 0.077 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.45 297.03 3840.00 2.22 61.22 424.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.187 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.73 716.62 3840.00 3.36 65.47 424.00 Length =16.0 ft 2 0.187 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.73 716.62 3840.00 3.29 65.47 424.00 Length = 10.50 ft 3 0.112 0.154 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.44 429.86 3840.00 1.54 65.47 424.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.181 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.40 694.41 3840.00 3.34 65.01 424.00 Length =16.0 ft 2 0.181 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.40 694.41 3840.00 3.19 65.01 424.00 Length = 10.50 ft 3 0.134 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.68 513.15 3840.00 2.52 65.01 424.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 it 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +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 =14.0 ft 1 0.056 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 216.28 3840.00 1.04 20.25 424.00 Length =16.0 ft 2 0.056 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 216.28 3840.00 0.99 20.25 424.00 Length = 10.50 ft 3 0.042 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.39 159.83 3840.00 0.79 20.25 424.00 +D+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 =14.0 ft 1 0.094 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 3840.00 1.73 33.75 424.00 Length =16.0 ft 2 0.094 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.40 360.47 3840.00 1.66 33.75 424.00 Length = 10.50 ft 3 0.069 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.99 266.38 3840.00 1.31 33.75 424.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 Project Title: AKERS REMODEL C30 CAITLIN ROSE Engineer: CRw ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 1 SEP 2020, 7:04PM Wood Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, ILUJ DESCRIPTION: Beam 01 - Ridge Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.74 72.82 424.00 Length =16.0 ft 2 0.203 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.65 777.89 3840.00 3.58 72.82 424.00 Length = 10.50 ft 3 0.150 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.61 574.84 3840.00 2.83 72.82 424.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.056 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 216.28 3840.00 1.04 20.25 424.00 Length =16.0 ft 2 0.056 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 216.28 3840.00 0.99 20.25 424.00 Length = 10.50 ft 3 0.042 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.39 159.83 3840.00 0.79 20.25 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H, LL Comb Run (L*L) 1 0.1174 6.471 0.0000 0.000 +D+Lr+H, LL Comb Run (*L*) 2 0.1193 8.067 +D+Lr+H, LL Comb Run (L*L)-0.0054 0.403 +D+Lr+H, LL Comb Run (L*L) 3 0.0376 5.735 +D+Lr+H, LL Comb Run (*L*)-0.0175 2.029 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.056 9.855 8.383 2.222 Overall MINimum 1.855 5.981 5.088 1.251 +D+H 1.201 3.874 3.295 0.810 +D+L+H, LL Comb Run (**L) 1.201 3.874 3.295 0.810 +D+L+H, LL Comb Run (*L*) 1.201 3.874 3.295 0.810 +D+L+H, LL Comb Run (*LL) 1.201 3.874 3.295 0.810 +D+L+H, LL Comb Run (L**) 1.201 3.874 3.295 0.810 +D+L+H, LL Comb Run (L*L) 1.201 3.874 3.295 0.810 +D+L+H, LL Comb Run (LL*) 1.201 3.874 3.295 0.810 +D+L+H, LL Comb Run (LLL) 1.201 3.874 3.295 0.810 +D+Lr+H, LL Comb Run (**L) 1.233 3.711 5.055 2.122 +D+Lr+H, LL Comb Run (*L*) 0.942 6.330 5.989 0.399 +D+Lr+H, LL Comb Run (*LL) 0.974 6.167 7.749 1.711 +D+Lr+H, LL Comb Run (L**) 2.913 6.366 2.912 0.910 +D+Lr+H, LL Comb Run (L*L) 2.944 6.203 4.672 2.222 +D+Lr+H, LL Comb Run (LL*) 2.653 8.822 5.606 0.499 +D+Lr+H, LL Comb Run (LLL) 2.685 8.659 7.366 1.811 +D+S+H 3.056 9.855 8.383 2.061 +D+0.750Lr+0.750L+H, LL Comb Run (* 1.225 3.751 4.615 1.794 +D+0.750Lr+0.750L+H, LL Comb Run (* 1.007 5.716 5.316 0.502 +D+0.750Lr+0.750L+H, LL Comb Run (* 1.031 5.594 6.636 1.486 +D+0.750Lr+0.750L+H, LL Comb Run (L 2.485 5.743 3.008 0.885 +D+0.750Lr+0.750L+H, LL Comb Run (L 2.509 5.620 4.328 1.869 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Wood Beam DESCRIPTION: Beam 01 - Ridge Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 AKERS REMODEL CRW 20-12 INTERIOR & ROOF REMODEL C31 Printed: 1 SEP 2020. 7:04PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750Lr+0.750L+H, LL Comb Run (L 2.290 7.585 5.028 0.577 +D+0.750Lr+0.750L+H, LL Comb Run (L 2.314 7.463 6.348 1.561 +D+0.750L+0.750S+H, LL Comb Run (** 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+H, LL Comb Run (*L 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+H, LL Comb Run (*L 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+H, LL Comb Run (L* 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+H, LL Comb Run (L* 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+H, LL Comb Run (LL 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+H, LL Comb Run (LL 2.592 8.360 7.111 1.749 +D+0.60W+H 1.201 3.874 3.295 0.810 +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.225 3.751 4.615 1.794 +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.007 5.716 5.316 0.502 +D+0.750Lr+0.750L+0.450W+H, LL Comb 1.031 5.594 6.636 1.486 +D+0.750Lr+0.750L+0.450W+H, LL Comb 2.485 5.743 3.008 0.885 +D+0.750Lr+0.750L+0.450W+H, LL Comb 2.509 5.620 4.328 1.869 +D+0.750Lr+0.750L+0.450W+H, LL Comb 2.290 7.585 5.028 0.577 +D+0.750Lr+0.750L+0.450W+H, LL Comb 2.314 7.463 6.348 1.561 +D+0.750L+0.750S+0.450W+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.450W+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.450W+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.450W+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.450W+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.450W+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.450W+H, LL Comb 2.592 8.360 7.111 1.749 +0.60D+0.60W+0.60H 0.721 2.324 1.977 0.486 +D+0.70E+0.60H 1.201 3.874 3.295 0.810 +D+0.750L+0.750S+0.5250E+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.5250E+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.5250E+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.5250E+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.5250E+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.5250E+H, LL Comb 2.592 8.360 7.111 1.749 +D+0.750L+0.750S+0.5250E+H, LL Comb 2.592 8.360 7.111 1.749 +0.60D+0.70E+H 0.721 2.324 1.977 0.486 D Only 1.201 3.874 3.295 0.810 Lr Only, LL Comb Run (**L) 0.032 -0.163 1.760 1.312 Lr Only, LL Comb Run (*L*) -0.259 2.456 2.694 -0.411 Lr Only, LL Comb Run (*LL) -0.227 2.293 4.454 0.901 Lr Only, LL Comb Run (L**) 1.711 2.492 -0.383 0.100 Lr Only, LL Comb Run (L*L) 1.743 2.329 1.377 1.412 Lr Only, LL Comb Run (LL*) 1.452 4.948 2.310 -0.311 Lr Only, LL Comb Run (LLL) 1.484 4.785 4.070 1.001 S Only 1.855 5.981 5.088 1.251 H Only Project Title: AKERS REMODEL C32 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 24 AUG 2020, 6:03PM Steel Beam MEL File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 DESCRIPTION: B2 - Dropped Beam - Steel Option CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam bracing is defined Beam -by -Beam E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths Span # 1, Defined Brace Locations, First Brace at 12.750 ft, Second Brace at ft, Third Brace at ft Span = 28.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 3.295, Lr = 4.454, S = 5.088 k @ 12.750 ft, (Ridge Beam RXN) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.385: 1 M Section used for this span W10x49 Ma: Applied 58.076 k-ft Mn / Omega: Allowable 150.699 k-ft Load Combination +D+S+H Location of maximum on span 12.720ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.506 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.835 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Mmax - mum snear Stress Katlo = u.U67 Section used for this span W10x49 Va : Applied 4.566 k Vn/Omega : Allowable 68.0 k Load Combination +D+S+H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 663 >=360 0 <360 403 >=240. 0 <240.0 of Moment Values Values Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 12.72 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.67 1.00 1.79 102.00 68.00 Dsgn. L = 15.28 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.66 1.00 1.79 102.00 68.00 +D+L+H Dsgn. L = 12.72 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.67 1.00 1.79 102.00 68.00 Dsgn. L = 15.28 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.66 1.00 1.79 102.00 68.00 +D+Lr+H Dsgn. L = 12.72 ft 1 0.356 0.062 53.68 53.68 251.67 150.70 1.67 1.00 4.22 102.00 68.00 Dsgn. L = 15.28 ft 1 0.356 0.062 53.68 53.68 251.67 150.70 1.66 1.00 4.22 102.00 68.00 +D+S+H Dsgn. L = 12.72 ft 1 0.385 0.067 58.08 58.08 251.67 150.70 1.67 1.00 4.57 102.00 68.00 Dsgn. L = 15.28 ft 1 0.385 0.067 58.08 58.08 251.67 150.70 1.66 1.00 4.57 102.00 68.00 +D+0.750Lr+0.750L+H Dsgn. L = 12.72 ft 1 0.305 0.053 45.97 45.97 251.67 150.70 1.67 1.00 3.61 102.00 68.00 Dsgn. L = 15.28 ft 1 0.305 0.053 45.97 45.97 251.67 150.70 1.66 1.00 3.61 102.00 68.00 +D+0.750L+0.750S+H Dsgn. L = 12.72 ft 1 0.327 0.057 49.26 49.26 251.67 150.70 1.67 1.00 3.87 102.00 68.00 Dsgn. L = 15.28 ft 1 0.327 0.057 49.26 49.26 251.67 150.70 1.66 1.00 3.87 102.00 68.00 +D+0.60W+H Dsgn. L = 12.72 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.67 1.00 1.79 102.00 68.00 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C33 Printed: 24 AUG 2020, 6:03PM Steel Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: B2 - Dropped Beam - Steel Option Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 15.28 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.66 1.00 1.79 102.00 68.00 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 12.72 ft 1 0.305 0.053 45.97 45.97 251.67 150.70 1.67 1.00 3.61 102.00 68.00 Dsgn. L = 15.28 ft 1 0.305 0.053 45.97 45.97 251.67 150.70 1.66 1.00 3.61 102.00 68.00 +D+0.750L+0.750S+0.450W+H Dsgn. L = 12.72 ft 1 0.327 0.057 49.26 49.26 251.67 150.70 1.67 1.00 3.87 102.00 68.00 Dsgn. L = 15.28 ft 1 0.327 0.057 49.26 49.26 251.67 150.70 1.66 1.00 3.87 102.00 68.00 +0.60D+0.60W+0.60H Dsgn. L = 12.72 ft 1 0.091 0.016 13.70 13.70 251.67 150.70 1.67 1.00 1.08 102.00 68.00 Dsgn. L = 15.28 ft 1 0.091 0.016 13.70 13.70 251.67 150.70 1.66 1.00 1.08 102.00 68.00 +D+0.70E+0.60H Dsgn. L = 12.72 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.67 1.00 1.79 102.00 68.00 Dsgn. L = 15.28 ft 1 0.151 0.026 22.83 22.83 251.67 150.70 1.66 1.00 1.79 102.00 68.00 +D+0.750L+0.750 S+0.5250 E+H Dsgn. L = 12.72 ft 1 0.327 0.057 49.26 49.26 251.67 150.70 1.67 1.00 3.87 102.00 68.00 Dsgn. L = 15.28 ft 1 0.327 0.057 49.26 49.26 251.67 150.70 1.66 1.00 3.87 102.00 68.00 +0.60D+0.70E+H Dsgn. L = 12.72 ft 1 0.091 0.016 13.70 13.70 251.67 150.70 1.67 1.00 1.08 102.00 68.00 Dsgn. L = 15.28 ft 1 0.091 0.016 13.70 13.70 251.67 150.70 1.66 1.00 1.08 102.00 68.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.8347 13.680 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.566 3.817 Overall MINimum 1.077 0.900 +D+H 1.795 1.500 +D+L+H 1.795 1.500 +D+Lr+H 4.220 3.529 +D+S+H 4.566 3.817 +D+0.750Lr+0.750L+H 3.614 3.022 +D+0.750L+0.750S+H 3.873 3.238 +D+0.60W+H 1.795 1.500 +D+0.750Lr+0.750L+0.450W+H 3.614 3.022 +D+0.750L+0.750S+0.450W+H 3.873 3.238 +0.60D+0.60W+0.60H 1.077 0.900 +D+0.70E+0.60H 1.795 1.500 +D+0.750L+0.750S+0.5250E+H 3.873 3.238 +0.60D+0.70E+H 1.077 0.900 D Only 1.795 1.500 Lr Only 2.426 2.028 S Only 2.771 2.317 H Only C.AITLIN ROSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL C34 Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Printed: 24 AUG 2020, 6:03PM File: -0-12-AKERS.ec6 Point Load on Slab Software copyright ENERCALC, INC. 19832020, BuiId:12.20.6.27 i.i DESCRIPTION: Point Load on Exist Slab on Grade Code References Calculations per IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 Analytical Values d - Slab Thickness 4.0 in Ks - Soil Modulus of Subgrade Reaction 100.0 pci FS - Req'd Factor of Safety 3.0 : 1 Ec - Concrete Elastic Modulus 2,880.95 ksi f'c - Concrete Compressive Strength 2.50 ksi µ - Poisson's Ratio 0.150 Min. Adjacent Load Distance 29.867 in Analysis Formulas Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d^2 Min Adjacent Column Distance = 1.5 * ([ Ec d^3 / (12 * ( 1- u^2 ) Ks ] ^ 1/4 ) Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus R1 = 50% plate average dimension = sgrt( PIWid ' PILen) /2 d - Slab Thickness Ec = Concrete elastic modulus u - Poisson's ratio Fr - Concrete modulus of rupture = 7.5 * sgrt( fc) Ks = Soil modulus of subgrade reaction d - Slab Thickness Load & Capacity Table Plate (in) R1 Applied Concentrated Load on Plate - (kip) Governing Pu Pin Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check COL 3.50 5.50 2.19 1.79 2.43 2.77 +D+S 4.6 45.0 Pass, FS= 9.87 - 3 Project Title: AKERS REMODEL C35 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 23 AUG 2020, 5:58PM Steel Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 DESCRIPTION: B2-B - Dropped Beam - Steel Option CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam bracing is defined Beam -by -Beam E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths Span # 1, Defined Brace Locations, First Brace at 12.750 ft, Second Brace at ft, Third Brace at ft D(3.814) Lr4_48) S(5.981 ) TT� jW10x15 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 3.874, Lr = 4.948, S = 5.981 k @ 12.750 ft, (Ridge Beam RXN) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.848: 1 M Section used for this span W10x15 Ma: Applied 18.816 k-ft Mn / Omega: Allowable 22.186 k-ft Load Combination +D+S+H Location of maximum on span 12.729ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.163 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.269 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Mmax - mum Snear Stress Katlo = 0.113Z Section used for this span W10x15 Va : Applied 8.377 k Vn/Omega : Allowable 45.954 k Load Combination +D+S+H Location of maximum on span 12.771 ft Span # where maximum occurs Span # 1 1,104 >=360 0 <360 670 >=240. 0 <240.0 of Moment Values Summary of Shear Values Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 12.73 ft 1 0.333 0.013 7.40 7.40 37.05 22.19 1.67 1.00 0.58 68.93 45.95 Dsgn. L = 2.27 ft 1 0.185 0.072 7.40 7.40 66.67 39.92 1.63 1.00 3.29 68.93 45.95 +D+L+H Dsgn. L = 12.73 ft 1 0.333 0.013 7.40 7.40 37.05 22.19 1.67 1.00 0.58 68.93 45.95 Dsgn. L = 2.27 ft 1 0.185 0.072 7.40 7.40 66.67 39.92 1.63 1.00 3.29 68.93 45.95 +D+Lr+H Dsgn. L = 12.73 ft 1 0.759 0.029 16.84 16.84 37.05 22.19 1.67 1.00 1.32 68.93 45.95 Dsgn. L = 2.27 ft 1 0.422 0.163 16.84 16.84 66.67 39.92 1.63 1.00 7.50 68.93 45.95 +D+S+H Dsgn. L = 12.73 ft 1 0.848 0.032 18.82 18.82 37.05 22.19 1.67 1.00 1.48 68.93 45.95 Dsgn. L = 2.27 ft 1 0.471 0.182 18.82 18.82 66.67 39.92 1.63 1.00 8.38 68.93 45.95 +D+0.750Lr+0.750L+H Dsgn. L = 12.73 ft 1 0.653 0.025 14.48 14.48 37.05 22.19 1.67 1.00 1.14 68.93 45.95 Dsgn. L = 2.27 ft 1 0.363 0.140 14.48 14.48 66.67 39.92 1.63 1.00 6.45 68.93 45.95 +D+0.750L+0.750S+H Dsgn. L = 12.73 ft 1 0.719 0.027 15.96 15.96 37.05 22.19 1.67 1.00 1.25 68.93 45.95 Dsgn. L = 2.27 ft 1 0.400 0.155 15.96 15.96 66.67 39.92 1.63 1.00 7.11 68.93 45.95 +D+0.60W+H Dsgn. L = 12.73 ft 1 0.333 0.013 7.40 7.40 37.05 22.19 1.67 1.00 0.58 68.93 45.95 C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C36 Printed: 23 AUG 2020, 5:58PM Steel Beam File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: 62-13- Dropped Beam - Steel Option Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 2.27 ft 1 0.185 0.072 7.40 7.40 66.67 39.92 1.63 1.00 3.29 68.93 45.95 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 12.73 ft 1 0.653 0.025 14.48 14.48 37.05 22.19 1.67 1.00 1.14 68.93 45.95 Dsgn. L = 2.27 ft 1 0.363 0.140 14.48 14.48 66.67 39.92 1.63 1.00 6.45 68.93 45.95 +D+0.750L+0.750S+0.450W+H Dsgn. L = 12.73 ft 1 0.719 0.027 15.96 15.96 37.05 22.19 1.67 1.00 1.25 68.93 45.95 Dsgn. L = 2.27 ft 1 0.400 0.155 15.96 15.96 66.67 39.92 1.63 1.00 7.11 68.93 45.95 +0.60D+0.60W+0.60H Dsgn. L = 12.73 ft 1 0.200 0.008 4.44 4.44 37.05 22.19 1.67 1.00 0.35 68.93 45.95 Dsgn. L = 2.27 ft 1 0.111 0.043 4.44 4.44 66.67 39.92 1.63 1.00 1.98 68.93 45.95 +D+0.70E+0.60H Dsgn. L = 12.73 ft 1 0.333 0.013 7.40 7.40 37.05 22.19 1.67 1.00 0.58 68.93 45.95 Dsgn. L = 2.27 ft 1 0.185 0.072 7.40 7.40 66.67 39.92 1.63 1.00 3.29 68.93 45.95 +D+0.750L+0.750 S+0.5250 E+H Dsgn. L = 12.73 ft 1 0.719 0.027 15.96 15.96 37.05 22.19 1.67 1.00 1.25 68.93 45.95 Dsgn. L = 2.27 ft 1 0.400 0.155 15.96 15.96 66.67 39.92 1.63 1.00 7.11 68.93 45.95 +0.60D+0.70E+H Dsgn. L = 12.73 ft 1 0.200 0.008 4.44 4.44 37.05 22.19 1.67 1.00 0.35 68.93 45.95 Dsgn. L = 2.27 ft 1 0.111 0.043 4.44 4.44 66.67 39.92 1.63 1.00 1.98 68.93 45.95 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.2685 8.571 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.478 8.377 Overall MINimum 0.349 1.976 +D+H 0.581 3.293 +D+L+H 0.581 3.293 +D+Lr+H 1.323 7.499 +D+S+H 1.478 8.377 +D+0.750Lr+0.750L+H 1.138 6.447 +D+0.750L+0.750S+H 1.254 7.106 +D+0.60W+H 0.581 3.293 +D+0.750Lr+0.750L+0.450W+H 1.138 6.447 +D+0.750L+0.750S+0.450W+H 1.254 7.106 +0.60D+0.60W+0.60H 0.349 1.976 +D+0.70E+0.60H 0.581 3.293 +D+0.750L+0.750S+0.5250E+H 1.254 7.106 +0.60D+0.70E+H 0.349 1.976 D Only 0.581 3.293 Lr Only 0.742 4.206 S Only 0.897 5.084 H Only Project Title: AKERS REMODEL C37 CAITLIN ROSE Engineer: CRw ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 17 AUG 2020, 7:57PM Steel Column File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 DESCRIPTION: WF King Post @ Ridge Beam Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name: W8x13 Overall Column Height 4 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 50 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 4 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 4 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 52.0 Ibs * Dead Load Factor AXIAL LOADS ... Ridge Bm RXN: Axial Load at 4.0 ft, D = 3.870, S = 8.383 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1357 : 1 Maximum Load Reactions . . Load Combination +D+S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa : Axial 12.305 k Bottom along Y-Y 0.0 k Pn / Omega: Allowable 90.705 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-xl Omega: Allowable 26.641 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination : Ma-y :Applied 0.0 k-ft Mn-yl Omega: Allowable 5.364 k-ft Along X-X 0.0 in at O.Oft above base for load combination : PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn I Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location D Only 0.043 PASS 0.00 ft 1.00 1.00 14.95 56.94 0.000 PASS 0.00 ft +D+S 0.136 PASS 0.00 ft 1.00 1.00 14.95 56.94 0.000 PASS 0.00 ft +D+0.750S 0.113 PASS 0.00 ft 1.00 1.00 14.95 56.94 0.000 PASS 0.00 ft +0.60D 0.026 PASS 0.00 ft 1.00 1.00 14.95 56.94 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 3.922 +D+S 12.305 +D+0.750S 10.209 +0.60D 2.353 S Only 8.383 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 12.305 " Minimum 2.353 Project Title: AKERS REMODEL C38 CAITLIN ROSE Engineer: CRW ENGINEERING Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL Caitlin R. Wilhelm, PE Printed: 17 AUG 2020, 7:57PM Steel Column 0 LW File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 DESCRIPTION: WF King Post @ Ridge Beam Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Reaction, X-X Axis Base Maximum 3.922 " Minimum 3.922 Reaction, Y-Y Axis Base Maximum 3.922 " Minimum 3.922 Reaction, X-X Axis Top Maximum 3.922 " Minimum 3.922 Reaction, Y-Y Axis Top Maximum 3.922 " Minimum 3.922 Moment, X-X Axis Base Maximum 3.922 " Minimum 3.922 Moment, Y-Y Axis Base Maximum 3.922 " Minimum 3.922 Moment, X-X Axis Top Maximum 3.922 " Minimum 3.922 Moment, Y-Y Axis Top Maximum 3.922 " Minimum 3.922 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : W8x13 Depth = 7.990 in I xx = 39.60 inA4 J = 0.087 inA4 Web Thick = 0.230 in S xx = 9.91 inA3 Cw = 40.80 inA6 Flange Width = 4.000 in R xx = 3.210 in Flange Thick = 0.255 in Zx = 11.400 in"3 Area = 3.840 inA2 1 yy = 2.730 in^4 Weight = 13.000 plf S yy = 1.370 in"3 Wno = 7.740 in^2 Kdesign = 0.555 in R yy = 0.843 in Sw = 1.970 inA4 K1 = 0.563 in Zy = 2.150 inA3 Qf = 1.860 inA3 its = 1.030 in Qw = 5.550 inA3 Ycg = 0.000 in C!M GAITLIN DOSE ENGINEERING Caitlin R. Wilhelm, PE Project Title: AKERS REMODEL Engineer: CRW Project ID: 20-12 Project Descr: INTERIOR & ROOF REMODEL C39 Printed: 17 AUG 2020, 7:57PM Steel Column File: 20-12 - AKERS.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.6.27 KW-06012717 Caitlin Rose Engineering, LLC DESCRIPTION: WF King Post @ Ridge Beam Sketches +Y +X a" O R T CM MEMBER REPORT PASSEPO Prelim Roof Framing, Roof: Joist 1 piece(s) 11 7/8" TJ1@ 110 @ 16" OC 12 2F_ 2' i 0 Sloped Length: 17' 9 15/16" 15' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 402 @ IT 5 1/2" 1409 (1.75") Passed (29%) 1.15 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 402 @ 17' 5 1/2" 1794 Passed (22%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 1509 @ 9' 11 1/2" 3634 Passed (42%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.169 @ 9' 10 7/16" 0.515 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.269 @ 9' 10 9/16" 1 0.772 1 Passed (L/689) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the Left end of the member. See literature detail (PB1) For clarification. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - HF 5.50" 5.50" 3.50" 203 267 334 804 Blocking 2 - Hanger on 11 7/8" GLB beam 1.50" Hangers / 1.75" z 154 204 255 613 Web Stiffeners, See note s • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 8" o/c Bottom Edge (Lu) 74" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Member Length : 17' 10 3/8" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 2/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger Connector not found N/A N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 17' 7" 16" 15.0 20.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page t/21 a" O R T CM MEMBER REPORT PASSED, Prelim Roof Framing, H1 Header @ Front Door 1 piece(s) 4 x 10 Hem -Fir No. 2 Overall Length: 4' 9' a 0 4' 6" 1- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1742 @ 0 2126 (1.50") Passed (82%) 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1728 @ 10 3/4" 3723 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3885 @ 2' 3" 4879 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in) 0.026 @ 2' 4 5/16" 0.119 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Vert Total Load Defl. (in) 0.042 @ 2' 4 5/16" 0.237 Passed (L/999+) 1.0 D + 1.0 Lr (All Spans) Lat Member Reaction (Ibs) 239 @ 4' 9" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 197 @ 5" 5180 Passed (4%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 283 @ mid -span 2825 Passed (10%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.019 @ mid -span 0.237 Passed (L/999+) 1.0 D + 0.6 W Bi-Axial Bending 0.57 1.00 Passed (57%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr • Deflection criteria: LL (L/480) and TL (L/240). • Lateral deflection criteria: Wind (L/240) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 683 1059 1053 2795 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 616 953 948 2517 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 9" o/c Bottom Edge (Lu) 4' 9" o/c -Maximum allowable bracing intervals based on applied load. System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Hem Fir Nails 10d x 3" Box (End) 3 Right 2X Hem Fir Nails 10d x 3" Box (End) 3 Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 9" N/A 8.2 1 - Point (lb) 2' 3" N/A 810 1412 1251 Default Load 2 - Point (lb) 2' 3" N/A 450 600 750 Default Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 4' 41.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (D), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 3/21 a FORTE"M3 MEMBER REPORT Prelim Roof Framing, H2 Kitchen Window Header 1 piece(s) 4 x 6 Hem -Fir No. 2 PASSEP2 0 L 0 Overall Length: 3" 5' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 118 @ 0 2126 (1.50") Passed (6%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 92 @ 7" 2214 Passed (4%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 155 @ 2' 7 1/2" 1869 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in) 0.007 @ 2' 7 1/2" 0.131 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in) 0.012 @ 2' 7 1/2" 0.262 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Lat Member Reaction (Ibs) 262 @ 5' 3" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 220 @ 5" 3080 Passed (7%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 344 @ mid -span 1737 Passed (20%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.047 @ mid -span 0.262 Passed (L/999+) 1.0 D + 0.6 W Bi-Axial Bending 0.22 1.00 Passed (22%) 1.60 1.0 D + 0.6 W • Deflection criteria: LL (L/480) and TL (L/240). • Lateral deflection criteria: Wind (L/240) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 52 53 66 171 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 52 53 66 171 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 53" o/c Bottom Edge (Lu) 5' 3" o/c -Maximum allowable bracing intervals based on applied load. 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Hem Fir Nails 10d x 3" Box (End) 4 Right 2X Hem Fir Nails 10d x 3" Box (End) 4 Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 3" N/A 4.9 1 - Uniform (PSF) 0 to 5' 3" 1' 15.0 20.0 25.0 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 4' 41.6 • asct/5t1 2 sec. 3u.4: txposure category (u), Mean Koor reign (ss ), i opograpnic ractor (im), wma utrectionauty ractor (u.s5), tsasic wino speea (115), Kisx category(u), trrecuve wIna area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 5/21 a FORTE'M3 MEMBER REPORT Prelim Roof Framing, H3 North Header 1 piece(s) 4 x 6 Hem -Fir No. 2 PASSEP3 0 Overall Length: 10' I L 3' T' U 0 0 ❑3 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1263 @ 3' 5 1/4" 2126 (1.50") Passed (59%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 507 @ 2' 11" 2214 Passed (23%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) -404 @ 3' 5 1/4" 1869 Passed (22%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.006 @ 1' 7 9/16" 0.086 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1 0.010 @ 1' 7 5/16" 0.172 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 171 233 291 695 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 474 631 789 1894 None 3 - Trimmer - HF 1.50" 1.50" 1.50" 445 599 749 1793 None 4 - Trimmer - HF 1.50" 1.50" 1.50" 158 217 272 647 1 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' o/c Bottom Edge (Lu) 10' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' N/A 4.9 1 - Uniform (PSF) 0 to 10' 8' 15.0 20.0 25.0 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 7/21 a FORTE'M3 MEMBER REPORT Prelim Roof Framing, H4 - Header over Dining Room 1 piece(s) 4 x 8 Hem -Fir No. 2 PASSEP4 0 L 0 Overall Length: 9' 3" 9' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 215 @ 0 2126 (1.50") Passed (10%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 181 @ 8 3/4" 2918 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 497 @ 4' 7 1/2" 3247 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in) 0.029 @ 4' 7 1/2" 0.231 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in) 0.053 @ 4' 7 1/2" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Lat Member Reaction (Ibs) 549 @ T 3" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 499 @ 5" 4060 Passed (12%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 1268 @ mid -span 2290 Passed (55%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.406 @ mid -span 0.463 Passed (L/273) 1.0 D + 0.6 W Bi-Axial Bending 0.61 1.00 Passed (61%) 1.60 1.0 D + 0.6 W • Deflection criteria: LL (L/480) and TL (L/5/16"). • Lateral deflection criteria: Wind (L/240) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 99 93 116 308 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 99 93 116 308 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3" o/c Bottom Edge (Lu) 9' 3" o/c -Maximum allowable bracing intervals based on applied load. 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Hem Fir Nails 10d x 3" Box (End) 7 Right 2X Hem Fir Nails 10d x 3" Box (End) 7 Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 3" N/A 6.4 1 - Uniform (PSF) 0 to 9' 3" 1' 15.0 20.0 25.0 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 5' 39.5 • asct/5t1 2 sec. 3u.4: txposure category (u), Mean Koor reign (ss ), i opograpnic ractor (im), wma utrectionanty ractor (u.s5), tsasic wma speea (115), Kisx Category(11), trrecuve wma area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 8/21 a FORTE"M3 MEMBER REPORT Prelim Roof Framing, H5 - Header @ Deck Door 1 piece(s) 6 x 8 Douglas Fir -Larch No. 2 PASSEP5 0 0 Overall Length: 13 13' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 334 @ 0 5156 (1.50") Passed (6%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 296 @ 9" 5376 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1107 @ 6' 7 1/2" 3705 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in) 0.069 @ 6' 7 1/2" 0.442 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in) 0.139 @ 6' 7 1/2" 0.663 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Lat Member Reaction (Ibs) 619 @ IT 3" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 564 @ 7" 7480 Passed (8%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 2050 @ mid -span 3781 Passed (54%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.335 @ mid -span 1.325 Passed (L/474) 1.0 D + 0.6 W Bi-Axial Bending 0.65 1.00 Passed (65%) 1.60 1.0 D + 0.6 W • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind (L/120) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 169 133 166 468 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 169 133 166 468 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) IT 3" o/c Bottom Edge (Lu) 13' 3" o/c -Maximum allowable bracing intervals based on applied load. 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Hem Fir Nails 10d x 3" Box (End) 8 Right 2X Hem Fir Nails 10d x 3" Box (End) 8 Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 1T 3" N/A 10.4 1 - Uniform (PSF) 0 to 1T 3" 1' 15.0 20.0 25.0 Default Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 4' 38.9 • asct/5t1 i sec. 3u.4: txposure category (u), Mean Koor reign (ss ), i opograpnic ractor (im), wma utrectionauty ractor (u.s5), tsasic wino speea (us), Kisx category(u), trrecuve wino area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 10 / 21 a FORTE'M3 MEMBER REPORT Prelim Roof Framing, H6 - Header @ Living Room 1 piece(s) 6 x 12 Douglas Fir -Larch No. 1 PASSEP6 0 0 Overall Length: 15' 3' 15' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 427 @ 0 5156 (1.50") Passed (8%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 366 @ 1' 1" 8244 Passed (4%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1629 @ 7' 7 1/2" 15684 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Vert Live Load Defl. (in) 0.030 @ 77 1/2" 0.508 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Vert Total Load Defl. (in) 0.068 @ 77 1/2" 0.762 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Lat Member Reaction (Ibs) 699 @ 15' 3" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (Ibs) 645 @ 7" 11469 Passed (6%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 2664 @ mid -span 7723 Passed (34%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.340 @ mid -span 1.525 Passed (L/538) 1.0 D + 0.6 W Bi-Axial Bending 0.39 1.00 Passed (39%) 1.60 1.0 D + 0.6 W • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind (L/120) • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 237 153 191 581 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 237 153 191 581 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 15' 3" o/c Bottom Edge (Lu) 15' 3" o/c -Maximum allowable bracing intervals based on applied load. 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Hem Fir Nails 16d x 3.5" Box (End) 8 Right 2X Hem Fir Nails 16d x 3.5" Box (End) 8 Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 15' 3" N/A 16.0 1 - Uniform (PSF) 0 to 15' 3" 1' 15.0 20.0 25.0 Default Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 4' 38.2 • asct/5t1 7 sec. 3u.4: txposure category (u), Mean Koor reign (ss ), i opograpnic ractor (im), wma utrectionanty ractor (u.s5), tsasic wma speea (us), Kisx category(u), trrecuve wma area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 12 / 21 a" O R T CM MEMBER REPORT PASSEP7 Prelim Roof Framing, H8 - @ Bedroom w/ Lateral 3 piece(s) 2 x 8 Hem -Fir No. 2 Overall Length: � '' L 5' d" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2435 @ 0 2734 (1.50") Passed (89%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear(lbs) 1456 @ 8 3/4" 3752 Passed (39%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 2750 @ 2' 9 1/2" 3853 Passed (71%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.054 @ 2' 9 1/16" 0.186 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Total Load Defl. (in) 0.088 @ 2' 9 3/16" 0.279 Passed (L/764) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Wind Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 798 726 670 837 1033 4064 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 798 726 670 838 102 3134 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 7" o/c Bottom Edge (Lu) 5' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) comments 0 - Self Weight (PLF) 0 to 5' 7" N/A 8.3 1 - Uniform (PSF) 0 to 57" 6' 6" 15.0 40.0 - - Typ Floor Load 2 - Uniform (PSF) 0 to 57" 12' 15.0 - 20.0 25.0 Typ Roof 3 - Point (lb) 6" N/A 1135 1 Wind SW RXN Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 14 / 21 a" O R T CM MEMBER REPORT PASSEP8 Deck Framing, Deck Joist & (N) Part of Deck 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC r 0 Overall Length: 13' 6' 9121, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 954 @ 3' 7 3/4" 3341 (5.50") Passed (29%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 461 @ 4' 5 3/4" 1088 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1058 @ 8' 6 5/16" 1284 Passed (82%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl.(in) 0.220 @ 0 0.243 Passed (2L/398) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.274 @ 8' 5 5/8" 1 0.474 1 Passed (L/415) 1.0 D + 0.75 L + 0.75 S (Alt Spans) TJ-Pro'"" Rating N/A I N/A I N/A N/A • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). Upward deflection on left cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - SPF 5.50" 5.50" 1.57" 182 727 303 1212 Blocking 2 - Stud wall - SPF 5.50" 4.25" 1 1.50" 88 409/-48 159 656/-48 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 11" o/c Bottom Edge (Lu) 11' 11" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 13' 6" 16" 15.0 60.0 25.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 15 / 21 a" O R T CM MEMBER REPORT PASSEP9 Deck Framing, Deck Beam (N) 1 piece(s) 6 x 8 Douglas Fir -Larch No. 1 Overall Length: _1 1 7r r r r 6' 4' 6" 4' 6" 4' 6" i 2' 3" 0 ❑� ❑3 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4896 @ 3' 8 3/4" 12251 (5.50") Passed (40%) 1.0 D + 0.75 L + 0.75 S (Adj Spans) Shear (Ibs) 1887 @ 4' 7" 4675 Passed (40%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -4245 @ 3' 8 3/4" 5157 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.181 @ 0 0.249 Passed (2L/494) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl.(in) 0.218 @ 0 0.373 Passed (2L/410) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 5.50" 1 5.50" 2.20" 972 3714 1518 6204 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.54" 451 2975/-6 966 4392/-6 Blocking 3 - Stud wall - HF 5.50" 5.50" 1.73" 655 3125 1153 4933 Blocking 4 - Stud wall - HF 5.50" 5.50" 1.55" 672 2638 1065 4375 1 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 21' 1" o/c Bottom Edge (Lu) 21' 1" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 21' 1" N/A 10.4 1 - Uniform (PSF) 0 to 21' 1" (Front) 8' 15.0 60.0 25.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 16 / 21 a" O R T CM MEMBER REPORT PASSEPO Deck Framing, Deck Beam (E) 1 piece(s) 6 x 10 Douglas Fir -Larch No. 1 Overall Length: 12' 7" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6110 @ 26' 7 3/4" 18906 (5.50") Passed (32%) 1.0 D + 0.75 L + 0.75 S (Adj Spans) Shear (Ibs) 3475 @ 9' 9" 5922 Passed (59%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -6806 @ 10' 11 1/4" 9307 Passed (73%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.109 @ 0 0.200 Passed (2L/656) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.102 @ 0 0.298 Passed (2L/702) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -472 Ibs uplift at support located at 22' 11 1/4". Strapping or other restraint may be required. • Applicable calculations are based on NDS. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Total 1 - Column - DF 9.50" 9.50" 2.02" 1607 4931 147 2185 8870 Blocking 2 - Column - DF 9.50" 9.50" 2.81" 2499 6512 375 3034 12420 Blocking 3 - Column - DF 9.50" 9.50" 2.29" 1762 5692 232 2453 10139 Blocking 4 -Column - HF 5.50" 5.50" 1.50" 204 3530/-676 -120 973/-3 707/ 4799 Blocking 5 - Column - HF 5.50" 5.50" 1.78" 1257 4470 164 2000 7891 Blocking 6 -Column - HF 5.50" 5.50" 1.50" 1190 1890/-100 947 1951 5100/ Blocking • 151OCKing raneis are assumea to carry no ioaas appuea aireary aoove tnem ana me run ioaa is appuea to the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 32' 7" o/c Bottom Edge (Lu) 32' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 32' 7" N/A 13.2 -- -- -- 1 - Uniform (PSF) 0 to 32' 7" (Front) 11' 6" 15.0 60.0 25.0 Default Load 2 - Uniform (PSF) 2' 7" to 19' 4 1/2" (Front) 7' 10.0 - - - Wall Dead Load Above 3 - Uniform (PSF) 2' 7" to 19' 4 1/2" (Front) 2' 15.0 20.0 25.0 Roof Load Above 4 - Point (lb) 31' 10" (Top) N/A 788 1050 1313 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/7/2020 1:45:41 AM UTC Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 (360) 982-1115 A File Name: 20-12 - Akers Residence Caitlin@@millcaitlinroroseengineering.com Weyerhaeuser Page 17 / 21 a FORTE"M3 MEMBER REPORT Rotated Framing @ West Eaves, Cantilevered Joists 1 piece(s) 2 x 6 Hem -Fir No. 2@ 16" OC PASSED, 0 12 4F 2' 3" v 5' L � n 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 120 @ 7' 8 1/2" 911 (1.50") Passed (13%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 138 @ 3' 1 11/16" 949 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -167 @ 2' 5 3/4" 921 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.025 @ 0 0.261 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.030 @ 0 0.348 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - HF 5.50" 5.50" 1.50" 120 152 189 461 Blocking 2 - Hanger on 5 1/2" LSL beam 3.50" Hangers 1 1.50" 49 70 87 206 See note s • ciocKmg raneis are assumea co carry no ioaas appnea airecoy aoove mem ano me run ioaa is appnea io me member Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 2" o/c Bottom Edge (Lu) 8' 2" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 8' 3 5/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 4/12 Connector: Simpson Strong -Tie Support I Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger Connector not found N/A I N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Snow Vertical Load Location (Side) Spacing (0.90) (non -snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 16" 15.0 20.0 25.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 18 / 21 a FORTE"M3 MEMBER REPORT Rotated Framing @ West Eaves, Last Joist @ Rotated Framing 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PASSFF2 a Sloped Length: 17' 5 114" 16' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ■ 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1266 @ 16' 5 1/2" 4725 (1.50") Passed (27%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1115 @ 15' 6" 9878 Passed (11%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5102 @ 8' 4 3/4" 18346 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.203 @ 8'4 3/4" 0.554 Passed (L/982) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.353 @ 8' 4 3/4" 0.831 Passed (L/564) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - HF 5.50" 5.50" 1.50" 560 609 758 1927 Blocking 2 - Hanger on 11 7/8" GLB beam 5.50" Hangers 1.50" 562 618 769 1949 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 17' o/c Bottom Edge (Lu) 17' o/c -Maximum allowable bracing intervals based on applied load. Member Length : 17' 2 9/16" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 3/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger LSSR41OZ 1.88" N/A 22-16dx2.5 18-16dx2.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 5 1/2" N/A 13.0 1 - Uniform (PSF) 0 to 16' 11" 1' 15.0 20.0 25.0 Default Load Linked from: 2 - Uniform (PLF) 0 to 16' 11" N/A 36.8 52.5 65.3 Cantilevered Joists, Support 2 Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to qww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 19 / 21 a" O R T CM MEMBER REPORT PASSFF3 Rotated Framing @ West Eaves, Structural Fascia 1 piece(s) 2 x 6 Hem -Fir No. 2 Overall Lengzh:4' 4 3/8' 0 T 0 1' 3 15/16" FBI 3 15/16" ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 3 15/16" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 468 @ 1' 4 11/16" 911 (1.50") Passed (51%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 253 @ 1' 10 15/16" 949 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -296 @ 1' 4 11/16" 801 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.014 @ 0 0.200 Passed (2L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.023 @ 0 0.200 Passed (2L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2"). • Allowed moment does not reflect the adjustment for the beam stability factor. • -297 Ibs uplift at support located at 2' 10 3/16". Strapping or other restraint may be required. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beam - HF 1.50" 1.50" 1.50" 185 226 283 694 Blocking 2 - Beam - HF 1.50" 1.50" 1.50" -114 -146 -183 -443 None 3 - Beam - HF 1.50" 1.50" 1.50" 20 23 29 72 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 4" o/c Bottom Edge (Lu) 4' 4" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 4 3/8" N/A 2.1 Linked from: End 1 - Point (lb) 0 (Front) N/A 82 103 129 Joist - No Middle Support, Support 1 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 0/12 Weyerhaeuser Notes ■ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 20 / 21 a FORTE"M3 MEMBER REPORT Rotated Framing @ West Eaves, End Joist - No Middle Support 1 piece(s) 2 x 6 Hem -Fir No. 2@ 16" OC PASSFF4 4 2 L Sloped Length: 8' 4 1/8" 7' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 204 @ 1 1/2" 911 (1.50") Passed (22%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 180 @ 6 11/16" 949 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 383 @ 3' 10 1/2" 921 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.098 @ 3' 10 1/2" 0.395 Passed (L/973) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.159 @ 3' 10 1/2" 0.527 Passed (L/596) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Hanger on 5 1/2" HF beam 1.50" Hangers 1.50" 82 103 129 314 See note 1 2 - Hanger on 5 1/2" LSL beam 3.50" Hangers 1 1.50" 85 108 135 328 See note 1 • At nanger supports, me I oral bearing aimension Is equal co me wiacn or me marerlal rnar Is supporung cne ranger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Top Edge (Lu) 7' 11" o/c Bottom Edge (Lu) 7' 11" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 8' 11/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 4/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 7' 11" 16' 15.0 20.0 25.0 Default Load Weyerhaeuser Notes Neyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 9/7/2020 1:45:41 AM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: 20-12 - Akers Residence Page 21/21 CAITLIN ROSE Project: C57 Sheet ENGINEERING, LLC 1-1T=V Project #: I By:... Caitlin R. Wilhelm, PE "�. J"! i f 11 " -D Subject: Date: qRCAITLIN RASE ENGINEERING, LLC Caitlin R.1-Wilhelm, —PE- Project:—Alk�6 VoLde I Sheet #: C58 Project #: Subject: dAJ 11 JJJTllJWf'Vl M Date: C59 Project Information Code: ASCE 7-10 Date: 8/17/2020 Designer: CRW Client: Blake Fisher Architecture & Design Project: Akers Residential Remodel Wall Line: West W-3 v (lb L1fft1 Lo1fft1 L2fftl Lo21ft1 Mffi s F Shear Wall Calculation Variables V 2109 lbf Opening 1 Opening 2 Adj. Factor Method = 2bs/h L1 3.25 ft ha1 0.67 ft ha2 0.67 ft Wall Pier Aspect Ratio Adj. Factor L2 2.50 ft hol 4.00 ft ho2 4.00 ft P1=hot/L1= 1.23 N/A L3 4.00 ft hb1 3.00 ft hb2 3.00 ft P2=ho2/L2= 1.60 N/A hwan 7.67 ft Lol 2.00 ft Lo2 2.50 ft P3=ho3/L3= 1.00 N/A L-11 14.25 ft 1. Hold-down forces: H = Vh„„ ii/Lwaii 1135 Ibf 2. Unit shear above+ below opening First opening: vat = vb1= H/(hal+hbl) - 309 plf Second opening: va2 = vb2 = H/(ha2+hb2) = 309 plf 3. Total boundary force above+ below openings First opening: 01 = vat x (Lo1) - 619 Ibf Second opening: 02 = va2 x (Lo2) = 773 Ibf 4. Corner forces F1 = 01(L1)/(L1+L2) = 350lbf F2 = Ol(L2)/(Ll+L2) = 269 Ibf F3 = 02(L2)/(L2+L3) = 297 Ibf F4 = 02(L3)/(L2+L3) = 476 Ibf S. Tributary length of openings Tl = (Ll*Lo1)/(L1+L2) = 1.13 ft T2 = (L2*Lol)/(L1+L2) = 0.87 ft T3 = (L2*Lo2)/(L2+L3) = 0.96 ft T4 = (L3*Lo2)/(L2+L3) = 1.54 ft 6. Unit shear beside opening Vl = (V/L)(Ll+Tl)/Ll = 199 PH V2 = (V/L)(T2+L2+T3)/L2 = 256 plf V3 = (V/L)(T4+L3)/L3 = 205 plf Check V1*L1+V2*L2+V3*L3=V? 210911af OK 7. Resistance to corner forces R1=V1*1_1= 6481bf R2=V2*1_2= 6411bf R3=V3*1.3= 8201bf 8. Difference corner force + resistance 11141= 2991bf 1124243= 7511af R3-F4= 3441bf 9. Unit shear in corner zones vcl = (RI-Fl)/Ll = 92 plf vc2 = (R2-F2-F3)/L2 = 30 plf vc3 = (R3-F4)/L3 = 86 plf v re HIIb) H(Ib) heck Summary of Shear Values for Two Openings ine 1: vc1(ha1+hb1)+V1(ho1)=H? 337 798 1135 lbf ine 2:val(hal+hbl)-vcl(hal+hbl)-V1(hol)=0? 1135 337 798 0 ine 3: vc2(hal+hbl)+V2(ho1)-va1(hal+hbl)=0? 110 1026 1135 0 ine 4:va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 1135 1026 110 0 ine 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? 1135 315 820 0 ine 6: vc3(ha2+hb2)+ V3(ho2) = H? 315 820 1135 Ibf Design Summary Req. Strap Force Req. HD Force Req. Shear Wall Anchorage Force APA Disclaimer The informotlon corttafned herein is inr ded for use as a resource to aid m the shear wo11 de grr iwsed on APA - The fngineemd Wood Association's testing and, krvwfedge of wood-fm d shear wo11 system design Milizirrg the force tmnsferomund openings (FTAOJ meffwtblogy_ Meitner APA, norits memberman Curers, make arty warranty, expressed orimpfied, orassume any 1egol ft bility or responsibility for the—.—y, use, applicafion af, and/or mferertce fa opinions, Rndings, eonclusions, or recommendations included in this mlcufatw. Cunsulf your 1oco11urisdcfion or design prajessioral to assure compliance with code, canslrucfion, and performance requirements. Because APA has no comml over quaflty of work —hip or the cordnions under which engineered wood products ere used, it cannot a pf responsibility of product performance or desrgns as ectrwlly comtrucfd. 02018 APA- THE ENGINEERED WOOD ASSOCIATION - ALL RIGHTS RESERVED r ANYCOPYING, NFODlFfCAT1ON, DASTRIBUTIOIZ OR OTHER USE OF THIS PURL IC ATIOM OTHER THAM AS EXPRESSLY AUTHORIZED BY APA IS PROHfBfTED BY THE U.S. COPYRIGHTLAWS. 'TRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project: gkQ�1�'�,-P�C1�C�Y Sheet #: C60 Project #: By: Ow Subject:} L Date:_1(� WOtrc( I�ifv pl de,�'Y- Pa�fiba6e C/ -e- ce�. �,�,xirn�m r�act�on- (¢ODD-��r�u� .Pn2r�clG DutpU.+ FS= 3 —b- I SAD# wind tAPUft- 5U,'ApsF - a\'�- 30qo.Is ��] .c' U-Z 'hzbh3= to.931n i 1/12 h 10 -- 0.O51 in ``j rX - 1. 15c) i n r1 = b• IZA in Fc,r= �o.tnsg �'1' Z E- -- 215 1, 5 45 S 1�1 LY-- L.k) Z r^- GY•�� - �25 �S1 • 2�,-15 ins- � nvt ps. 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