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Home My WebLink AboutX2019-0150 - MiscZ -;-00H W • C6ecAo F✓ow- XZoI�-old Michael R. Gabriel Structural Engineer 483 East 201" Street, Costa Mesa, California 92627 Phone: 949-646-6596 FAX: 949-548-8356 January 30, 2019; February 15, 2019 Structural Plan Review Response List Van Daele Residence 3004W. Oceanfront Newport Beach, California Plan Check No.: 0130-2019 Structural items only: STRUCTURAL 13. See (A/S3). These are rather light- there are usually just hung from rafters with straps- and I've noted the unit as 150# maximum. That's less than 40# vertical each corner and approximately 0.35 x 150 /4= 13# lateral each corner. I don't really think we need a "design" for this. 14, The bolts are not to be countersunk. Calc p.1_17 applies. 15. See (10/S5). 16. I'm not sure what this comment asks for. The calc on p.L10 shows that there is no holdown required atone end due to the large past dead load (from beam F10). This seems clear in the calc. If there is a question about the rest of the resisting moment: ((12 psf x 10') + (12 psf x 4')) x 132 X % = 13.9'k. That's the wall weight plus some tributary floor weight that the wall will engage if it attempts to overturn. 17. Not listed but included from your email question about wind exposure. Shortly after the new wind requirements were first in the building code, I had a conversation at a seminar with one of the engineers responsible for this stuff (it was a while ago and I've forgotten his name). Most building departments were arbitrarily forcing the use of at least exposure C for almost everything and he said that was all wrong. He said almost all of California should be exposure B with a few C locations, D was meant for places with "real" wind (Florida, Gulf Coast, etc). This site has buildings on three sides with only a narrow face possibly open to the wind. Increasing the wind load by about 15% in the longitudinal direction is not going to govern over the seismic lateral loads. From a philosophical (non -building code) perspective: wind loads have little actual effect on buildings in Southern California. Even with our "Santa Ana" winds, when have you heard of a completed structure failing in the wind around here? Your response acknowledges the validity of my comment above, yet you (or someone else) still insist on additional calcs to show this. Clearly this is an academic exercise and is just "busy work" that uses up the billable time for a practicing engineer (not to mention the time for whomever is to bring this back) and needlessly delays the homeowner from obtaining a building permit. This kind of delay, that has no bearing on the project, was common under an earlier building official but 1 had hoped the more recent practices of the building department had moved beyond this. CBC 1609.4.2 (Bold text mine) Surface Roughness C: Open terrain (beach) with scattered obstructions having heights generally less than 30 feet (waves). This category includes open flat country and grasslands. Surface Roughness D: Flat, unobstructed areas and water surfaces (the next sentence specifies flat water conditions). This category includes smooth mud flats, salt flats and unbroken ice (smooth water without surface friction, not the ocean). 0 Van Daele Residence Page 2 Due to wave action in big storms 1 believe Florida coastlines use Exposure C, so are you defining this area as a more severe condition? Absent further clarification on the intent of these sections, it seems there is clear justification for C facing the ocean and B on all other surfaces. I have done many of these oceanfront homes over the years and have not had the use of C (for all directions) questioned. If this is to be a building department requirement it would be helpful to all concerned if a bulletin was issued that described a coherent, uniform and justifiable policy. See the lateral calcs for changes relative to wind exposure D. As there are buildings on three sides only the side facing the ocean, and the wall sections associated with it, is affected by Exposure D. If the plans for this particular project were reviewed, it is clear the ocean facing wall(s) is non- bearing wall and the studs are noted as 2 x 6. As with the other calcs, it is obvious this is adequate but see p.L18, 19 for typical stud with wind load calcs. There is no change to anything on the plans. Michael R. Gabriel Structural Engineer 483 East 2011 Street, Costa Mesa, California 92627 Phone: 949-646-6596 FAX: 949-548-8356 (A S T R U C T U R A L C A L C U L A T 1 0 N S Van Daele Residence 3004 West Oceanfront Newport Beach, California A BUILDING DIVISIDN JAN 1 7 2o19 BY: E.S. These calculations prepared by Michael R. Gabriel (Structural Engineer) for this project are instruments of the Structural Engineer's work and are the exclusive property of the Structural Engineer. Their use or publication shall be restricted for use solely with respect to the specific project referenced above. For prototype projects these calculations are provided for reference only, the civil or structural engineer of record for each specific project shall prepare, sign and seal their own calculations. These calculations are not to be used unless signed and sealed by Michael R. Gabriel, Structural Engineer. The Structural Engineer shall be deemed the author of these documents and shall retain all common law, statutory and other reserved rights including the copyright. The Structural Engineer's calculations shall not be used in part or in whole by the Owner or others for other projects, additions to this project or for completion of this project by others except by agreement in writing and with appropriate compensation to the Structural Engineer. 483 East 20th Street, Costa Mesa, California 92627 Phone: 949-646-6596 FAX: 949-548-8356 MATERIAL SPECIFICATIONS: (U.N.O.ON PLANS) STRUCTURAL WOOD: GLUED -LAMINATED WOOD: WOOD "I" JOISTS: PARALLAM (PSL) MEMBERS: 2x Joists & Rafters- D.F.#2 4x Beams- D.F.#1 6x & Larger Beams- D.F.#1 Fb= 2400 PSI; Fv= 165 PSI; E=1,600,000 PSI Simple Span: 24F -V4 Cantilever: 24F -V8 Manufactured by Trus Joist MacMillan Allowable spans based on TJI published data. Manufactured by Trus Joist MacMillan Fb= 2900 PSI; Fv= 290 PSI; E= 2,000,000 PSI STRUCTURAL STEEL: Pipes: ASTM A53, Grade B (Fy=36 KSI) Tubes: ASTM A500, (Fy=46 KSI) Rolled Sections: A36 (Fy=36 KSI) CONCRETE: (U.N.0) Slab on grade and footings: fc= 2500 PSI Columns, Beams, Etc.: fc= 3000 PSI REINFORCING: #4 Bars and smaller: #5 Bars and larger: Prestress Strands: Fy= 40 KSI Fy= 60 KSI Fy= 270 KSI CONCRETE MASONRY: Fm= 1500 PSI(Grade N. Ltwt.) Mortar: fc= 2500 PSI (Type M) Grout: fc= 2500 PSI Reinforcing: Fy= 40 KSI (All Bars) 483 East 20t" Street, Costa Mesa, California 92627 Phone: 949-646-6596 FAX: 949-548-8356 TYPICAL LOADS USED IN CALCULATIONS (U.N.O.): ROOF LIVE LOADS: Flat Roof: 20 PSF Sloped Roof: 20 PSF (U.N.O.) FLOOR LIVE LOADS: Residential floors and decks: 40 PSF Residential storage: 20 PSF (U.N.O.) Cantilevered balconies: 40 PSF Offices: 50 PSF Exits ( > 10 occupancy): 100 PSF Light Storage: 125 PSF Heavy Storage: 250 PSF All live loads > 100 PSF may be reduced for tributary area to member. COMP. OR WOOD SHINGLE: Roofing: 5.0 Sheathing: 1.5 Framing: 3.0 Cell.+ Insltn.: 2.5 Miscellaneous: 3.0 TILE ROOFING: FLAT COMPO. ROOFING: Dead Load = 15.0 PSF Concrete Tile: 9.0 (12.0 for clay) Sheathing: 1.5 Framing: 3.0 Cell.+ Insltn.: 2.5 Miscellaneous: 2.0 Dead Load = 18.0 PSF (21.0 PSF for clay) Roofing: 5.0 Sheathing: 1.5 Framing: 3.0 Ceil.+ Insltn.: 2.5 Miscellaneous: 3.0 Dead Load = 15.0 PSF FLOOR DEAD LOAD: Flooring: 2.0 Sheathing: 1.5 Framing: 3.0 Ceil.+ Insltn.: 2.5 Dead Load = 10.0 PSF (Add 14 oaf for 1/2" Itwt. conc.) lofor1�y� in m T1 V n E 0 m 4X M69 -30 1,110 N' J r II A .r4- . A *%-- Michael R. Gabriel Structural En Job no. %/"L Location Sheet^,,r-,,r Al, �t iti 5� �'/� ° ineer G/ 086) Michael R. Gabriel Stru ural Enqineer Job no. A�-- Location Sheet_fV-- of iX X V-7�/4� 2 2/,/t; # Rn - os i 7�4 Vill en�"�,V-. !p, s!�Ove i6/ iz) /5P 2oa/� a� it ss�X� �� Michael R. Gabriel I Structural Engineer Project- Job no. /g -lam Location Sheet_ of l� P�=Al zle �1ySzil 288 Ilk !�V .V7- �< 0'7 AF/ /8-, m �/ b�;1i� Michael R. Gabriel Proj Structural E Job no. &Z Location Sheet_of to mg /,Wl'ti - Ozol ,P Michael R. Gabriel Project_ Location Structural Job no. %29«L. Sheet�k_ot ineer Michael R. Gabriel Engineer: Ti Project Structural Engineer En Project Ti �� Costa Mesa, California Project ID: Project Descr: Wood Beam Description : R7: Cont. Ridgebeam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Anal s' M lh d All y bl S Is e o . owa a tress Design Load Combination ASCE 7-16 Fb+ Section used for this span 3.5x9.25 Flo - fb : Actual = 2,181.82psi Fc - Prll Wood Species : Level Truss Joist Fc - Perp Wood Grade Parallam PSL 2.0E Fv Beam Bracing : Ft Beam is Fully Braced against lateral -torsional buckling 3.5x9.25 Span = 7.50 It 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi 3.5x9.25 Span = 13.0 ft Printed: 1 JAN 2019, 4:36PM INC. E: Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend -xx 1,016.54ksi Density D(0.574),Lr 45.070pcf Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 --- -- -- Uniform Load : D = 0.1780, Lr = 0.2110 k/ft, Extent = 0.0 ->> 6.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.2210, Lr = 0.260 k/ft, Extent = 6.0 ->> 7.50 ft, Tributary Width =1.0 ft Point Load : D = 0.6390, Lr = 0.7030 k @ 6.0 ft Load for Span Number 2 Uniform Load : D = 0.260, Lr = 0.2210 kill, Extent = 0.0 ->> 9.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0. 1530, Lr = 0.180 kill, Extent = 9.0 -->> 13.0 ft, Tributary Width =1,0 ft Point Load : D = 0.5740, Lr = 0.6690 k @ 9.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0,6021 Maximum Shear Stress Ratio Section used for this span 3.5x9.25 Section used for this span fb : Actual = 2,181.82psi fv : Actual FB : Allowable = 3,625.00psi Fv : Allowable Load Combination Location of maximum on span = +D+Lr+H 7.500ft Load Combination Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection 4.61 1,107.95 4.61 1,107.95 0.00 2610.00 2610.00 0.00 Max Downward Transient Deflection 0.217 in Ratio = 718>=360 Max Upward Transient Deflection -0.017 in Ratio = 5370>=360 Max Downward Total Deflection 0.449 in Ratio = 347>=240 Max Upward Total Deflection -0.041 in Ratio = 2217>=240 _Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Length = 7.50 it 1 0.425 0.349 Length = 13.0 ft 2 0.425 0.349 i • +D+Lr+ _.• 0.481 : 1 3.5x9.25 174.52 psi 362.50 psi +D+Lr+H 7.500 ft = Span # 1 Cd CPN Ci Cr Cm Ct CL Moment Values M fb Fb V Shear Values ._ FIV 0.90 0.90 1.000 1.000 1.000 1.000 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.61 1,107.95 4.61 1,107.95 0.00 2610.00 2610.00 0.00 0.00 1.97 1.97 0.00 0.00 0.00 91.11 261.00 91.11 261.00 0.00 0.00 Michael R, Gabriel Structural Engineer Costa Mesa. California Wood Beam Description : R7: Cont. Project Title: Engineer: Project ID: Project Descr: r l m• Printed: 1 JAN 2019, 4 36P iCA-11VanDeele-Residence.ec6 IC. 1983-2018, Build:10.18,12, 13 Load Combination Max Stress Rates Moment Values Shear Values_ Segment Length Span # M V Cd C F/V C I Cr C C M fb F'b Length=7.50h 1 Length = 13.0 it 2 0.602 0.481 0.602 0.481 1.25 1.000 1.25 1.00 1.00 L TV 1.00 1.00 1.00 9.07 2,181.82 V 3625.00 3.77 fv _ F'v 174,52 362,50 Overall Maximum Deflections 1.000 1.00 1.00 1.00 1.00 1.00 9.07 2,181.82 3625.00 3.77 174.52 362.50 Load Combination Span Max, 'i' Defi Locallon in Span Load Combination Max. "+^ Defl Location in Span +D iir+li 1 2 0.0000 0.4492 7.335 7.335 +D+Lr+H -0.0406 5.237 Vertical Reactions Support notation: Farleftis#1 0.0000 5.237 Values in KIPS Overall MINimum 0.531 7.982 2.78888 +DiH 0.187 4.006 1.371 iD+Lri+i 0.531 7.982 2.788 Michael R. Gabriel Project Title: Structural Engineer Engineer: Costa Mesa, California Project ID: Project Descr: -- - Printed: 26 DEC 2018, 3:24PM WOOtI B@7tfl File =C:IUsems MichaelIDOCUME-11ENERCA-11VanDaele-Residence.ec6 ^mil 801tware copyright ENERCALC, INC. 19832018, Build:10.18.10.31 Description : R9: Cont. Hip Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 -- --- Load Combination Set: ASCE 7-16 Material Properties Anal si Math d All bl S ----- y s e 0. owe a tress Design Fb+ Load Combination ASCE 7-16 Fb- Fc - Prll Wood Species Fc - Perp Wood Grade Fv Beam Bracing : Beam is Fully Braced against lateral -torsional bucklling 3.5x9.25 Span = 9.0 ft 1,000.0 psi 1,000.0 psi 1,000.0 psi 1,000.0 psi 65.0 psi 65.0 psi E: Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend -xx 1,300.Oksi Density 3.5x9.25 Span = 7.0 ft 34.0 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 -------- - Varying Uniform Load : D= 0.0->0.0920, Lr- 0.0->0.1080 kill, Extent = 0.0 ->> 9.0 ft, TO Width =1.0 ft Load for Span Number 2 Varying Uniform Load: D= 0.0920->0.1630, Lr= 0.1080->0.1920 k/ft, Extent = 0.0 ->> 7.0 ft, Trib Width =1.0 ft DESIGN SUMMARY `aximum Bending Stress Ratio = 0.257.1 Maximum Shear Stress Ratio 11 � Section used for this span 3.5x9.25 Section used for this span 0.523 : 1 fb : Actual = 321.51 psi fv : Actual - 3.5x9.25 FB: Allowable = 1,250.00psi Fv : Allowable - 42.49 psi 81.25 psi Load Combination Location of maximum on span = +D+Lr+H Load Combination +D+Lr+H Span # where maximum occurs = 9.000ft Span # 1 Location of maximum on span Span = 9.000 ft #where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 5748>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.027 in Ratio = 3108>=240 Max Upward Total Deflection -0.001 in Ratio = 80798>=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 1 Cr C m C C t L M fb F'b 'D'H Length = 9.0 ft 1 0.164 0.334 0.90 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 OAO V 0.00 fv F'v 0.00 0.00 Length = 7.0 ft 2 0.164 0.334 0.90 1.000 1.00 1.00 1.00 0,61 147.81 1.00 1.00 0.67 147.81 900.00 0.42 19.53 58.50 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 900.00 0.42 19.53 58.50 Length = 9.0 ft 1 0.257 0.523 Length = 7.0 fl 2 0.257 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.34 321.51 0.00 1250.00 0.00 0.92 0.00 0.00 42.49 81.25 0.523 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.34 321.51 1250.00 0.92 42.49 81.25 Michael R. Gabriel Structural Engineer Costa Mesa. California Wood Beam Description : R9: Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Printed: 26 DEC 2013, 3 24P Load Combination Span Max. '=" Defl Location in S an Load Combination i—on -- — P Max. "+^ Defl Location in Span +D+Lr+H 1 0.0112 3.620 +D+Lr+H -0.0013 8,296 +D+Lr+H 2 0.0270 3,950 0.0000 8.296 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support Supporta ----- --_— Overall MINimum +D+H +D+Lr+H 0.151 1.820 0.871 0.070 0.837 0.400 0.151 1.820 0.871 Michael R. Gabriel Project Title: Structural Engineer Engineer: Costa Mesa. California Project ID: �� Project Descr: 2-D Frame Printed: 26 DEC 2018, 3:58PM File =C:IUSOMWichael100CUME1IENERCA-11vanDaele•Residence.ec6. n.��rvas!r'i r r rrr :Software copyright ENERCALQ INC. 1983-2018, Build:10.18.10.31 . Description : R10: Bent Beam i I I j L Joints... —.- Joint Joint Coordinates Label X Y X ft X Translational i Restraint Y Translational Restraint Z Rotational Restraint Joint Temp dem 1 0.0 2.50 Fixed —I 2 1 4.50 4.50 0 3 I. 16.0 0.0 Fixed Fixed 0 Aembers... -- --, Member Property Label Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label I IJoint J Joint Length I IEnd J Eny .._ 1 HSS6x4x3/8 1 2 a x y z (rotation) I x a (rotation) 2 HSS6x4x3/8 I 2 3 4.924 I 12.3491 Fixed Fixed Fixed ! Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy HSS6x4x3/8 Group I Steel 1 6.180 102 6A in 4.0 in 28.30 in"4 4.90 in"4 1 Joint Loads..., Note Loads labeled "Global Y" act downward (in " Y"din Ilion) Load Joint Label Direction Load Magnitude —— Dead _Roof Live Live Snow Seismic Wind Earth 2 Global Y I 1.610 1.895 _k -- Stress/Strength Load Combinations ASCE 7-161 Load Combination Cd I 0.2*8ds* Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth IUZ 1.0 +D+Lr+H0.9 1.25 1.0 1.0 1.0 1,0 Michael R. Gabriel Structural Engineer Project Title: Costa Mesa. California Engineer: Project ID: }� �e,! Project Descr: 2-D Frame Printed: 26 DEC 2018, 3:58PM file= ClUsersUchaeIIDOCUME-11ENERCA-11VanDaele-Resldence.ec6. wrasig rr R Software copyright ENERCALC, INC. 19832018, Build 10,113 10.31. Description. R10 Bent Beam rReaction Load Combinations ASCE 7.16 Load Combination I Loa Combination actors Description Dead Roof Live Live Snow Wind Seismic Earth +D+H —.— +D+Lr+H 1.0 10 1.0 1,0 Michael R. Gabriel Structural Engineer Costa Mesa. California 2-D Frame r.rr Description : R10: Bent Beam Deflection Load Combinations Load Combination Description Lr Only rr uwpiucnrrren[s ny Laaa eomomation Joint Label Load Combination T In 1 -0.3709 +D Lr+H 2 0.1737 +D+Lr+H 3 0.0 +D+Lr H 1 -0.2005 Lr Only 2 -0.09390 Lr Only 3 0.0 Lr Only joint Reactions by Load Combination : Project Title: Engineer: Project ID: Project Descr: ff Printed: 26 DEC 2018, 3:58PM ASCE 7.16 Load Combination Factors Dead Roof Live Live Snow Wind Seismic Earth 1.0 1.0 1.0 X Y Z in In Radians -0.3709 0.0 -0.009864 0.1737 -0.4446 -0.004967 0.0 0.0 0.007315 -0.2005 0.0 -0.005333 -0.09390 -0.2404 -0.002685 0.0 0.0 0.003955 Joint Label Load Combination Joint Reactions X Y 0.0 -5.207 -0.470 -1.057 -0.1650 0.4217 5.207 Z k k k -it I 2 +D+H 1.157 - +D+,H 0.0 11.336 0.4528 0.3592 -0.9180 3+D+H +D+Lr+H 2.519 -0.3592 0.9180 +D+Lr+H +D+Lr+H 0.9858 Member End Forces by Load Combination : - ---- Member Label Load Combination Joint "I"End Forces Joint "J"End Forces Axial I � Shear Moment Axial Shear Moment k k k ft k k .-_k-ft__. 2 1 i I Member Stress Checks... Member I Section L Label Label 1 Grow 2 Grow +D+H u.vru 1.ub7 0.1650 -0.4217 0.0 -5.207 -0.470 -1.057 -0.1650 0.4217 5.207 +D+Lr+H +D+Lr+H I 1.023 2.302 0.0 I -1.023 -2.302 0.0 11.336 0.3592 -0.9180 -11.336 -0.3592 0.9180 0.0 Stress Checks per AISC 360.10 & NDS 2015 Material Max. Axial + gentling Stress Ratios Max. Shear Stress Ratios Load Combination Ratio Status Dist (ft) I Load Combination Ratio Status Dist (ft) Steel Steell +D+Lr+H +D*Lr*H 0.385 PASS 4,g2 I +D+Lr+H -- 0.384 PASS 0.00 +D+Lr*H 0.015 PASS 000 Michael R. Gabriel Structural Engineer Costa Mesa. California Wood Beam Project Title: Engineer: Project ID: Project Descr: Printed: 26 DEC 2018, 3:51PM Description: R11: Beam Below CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 -- Load Combination Set: ASCE 7-16 _Material Properties Anal sis Method All y owe a tress Design Load Combination ASCE 7-16 Fb+ loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0780 , Tributary Width =1.0 ff Fb- -- -- Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade Parallam PSL 2.0E Fv Beam Bracing Ft : Beam is Fully Braced against lateral -torsional buckling Cd D(C.837) ILr(0.983) D(1.61) r_r(0.909) D(1.61) 5.25x16.0 Span = 20.0 ft 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi E: Modulus of Elasticity Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 45.07pcf 983) Applied Loads -Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0780 , Tributary Width =1.0 ff -- -- Uniform Load : D = 0. 1020, Lr = 0.120 k/ft, Extent = 3.0 ->> 17.0 ft, Tributary Width =1.0 ft Point Load : D = 0.8370, Lr = 0.9830 k @ 3.0 ft Segment Length Point Load : D =1.610, Lr = 0.9090 k @ 8.0 ft Cd C FN C i Point Load : D =1.610, Lr = 0.9090 k @ 12.0 ft C C C Point Load : D = 0.8370, Lr = 0.9830 k @ 17.0 ft Shear Values DESIGN SUMMARY +C'}{ 'eximum Bending Stress Ratio _ 0.585 1 Maximum Shear Stress Ratio Section used for this span 5.25x16.0 Section used for this span 0.324: 1 5.25x 324 6.0 fb :Actual = FB : Allowable 2,122.13psi fv : Actual - 117.33 psi = Load Combination 3,625.00psi Fv : Allowable = 362.50 psi Location of maximum on span = +D+Lr+H 10.000ft Load Combination Location of maximum on span = +D+Lr+H Span # where maximum occurs = Span # 1 Span #where maximum occurs = 0000 h Span # 1 Maximum Deflection 0.00 +Dn Max Downward Transient Deflection 0.316 in Ratio = 758>=360 1A0 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 23.93 1,282.07 Max Downward Total Deflection Max Upward Total Deflection 0.792 in Ratio = 303>=240 261.00 Le Length gt 0.000 in Ratio = 0<240 1.000 & Stresses for Load Combination Max Stress Ratios Segment Length Span # -MV Cd C FN C i Cr C C C Moment Values_ Shear Values M fb +C'}{ m t L F'b V fv F'v Length = 20.0 ft 1 0.491 0.263 0.90 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +Dn 1.000 1.00 1A0 1.00 1.00 1.00 23.93 1,282.07 2610.00 3.84 68.54 261.00 Le Length gt 1 0.585 0.324 1.25 1.000 1.00 1.00 1.00 1.00 1.00 39.61 2,122.13 0.00 3625.00 Hit 0.00 0.00 6.57 117.33 362.50 Michael R. Gabriel Structural Engineer Costa Mesa. California Wood Beam Description : R11: Maximum Project Title: Engineer: Project Il f Project Descr: 11 Printed: 26 DEC 2018. 3:51 PM Build:10.18.10.31 . Load Combination Span Max. "" Dell Location in Span Load Combination Max. °+^ Den Location in Span +p+Lr+H 1 0.7920 10.073 0.0000 0,000 Vertical Reactions Support notation : Far left is #1 Values In KIPS 5upponl OverallMINimum 6.673 6.673 +D+H 3.941 3.941 +D+Lr+H 6.673 6.673 Michael R. Gabriel Structural Engineer Costa Mesa. California Steel Beam R11: Beam Project Title: Engineer: Project ID: Project Descr: File = /7C) Printed: 26 DEC 2018, 3 53P :RCA-Manl)aele-Residence.ec6 . NC. 1983-2018, Build: 10.18.1031 . CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield -:46.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 its! Bending Axis: Major Axis Bending Span = 20.0 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added -- Uniform Load : D = 0.0780 k/ft, Tributary Width =1.0 it Uniform Load : D=0,1020. Lr = 0.120 Wit, Extent= 3.0-->> 17.0 it, Tributary Width =1.0 ft Point Load : D=0.8370, Lr = 0.9830 k @ 3.0 ft Point Load: D=1,610, Lr=0.9090k@8.0ft Point Load : D=1.610, Lr = 0.9090 k @ 12.0 ft Paint Load : D=0.8370, Lr = 0.9830 k @ 17.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Me : Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Sill Load Combination Segment Length Span # 0.639: 1 Maximum Shear Stress Ratio = HSS10x4x3/8 Section used for this span 39.613 k -ft Va : Applied 61.976 k -ft Vn/Omega : Allowable +D+Lr+H Load Combination 10,000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.375 in Ratio = 639>=360 0.000 in Ratio = 0 <360 0.940 in Ratio = 255 >=240 0.000 in Ratio = 0 <240 �- • 0.065 : 1 HSS10x4x3/8 6.673 k 103.280 k +D+Lr+H 0.000 it Span # 1 es for Load Combinations Max Stress Ratios Summary of Moment Values Sumi M V Mmax+ Mmax- Me Max Mnx Mnx/0mega Cb Rm Va Max Dsgn. L = 20.00 it 1 0.386 +D+Lr+ i 0.038 _ 23.93 23.93 103.50 61.98 1.00 1.00 3.94 17248 103.28 Dsgn. L = 20.00 it 1 0.639 0.065 39.61 39.61 103.50 61.98 1.00 1.00 6.67 172.48 103.28 Overall Maximum Deflections Load Combination Span Max. "" Detl Location in Span Load Combination Max. "+" DeFl Location_in Span _ +D+Lr+H 1 0.9400 10.057 0.0000 0.000 -- Michael R. Gabriel Structural Engineer Costa Mesa. California Project Title: Engineer: Project ID: Project Descr: Printed: 26 DEC 2018, 3 53P [Steel Beam File =C:IUserslMichwlIDOCUME-11ENERCA^11VanDaele-Residence.ec6. Software copyright ENERCALC, INC. 19832016, Bui1d:10,18.10.31 . Description : R11: Beam Below Vertical Reactions Support notation:FarleRis#1 Values In KIPS Load Combination Support 1 Support2 Overall MlNimum +D+H +D+Lr+i 3.941 3.941 3.941 3.941 6.673 6.673 Michael R. Gabriel Job no. /6 -- Location $ - Location Sheet_ //� of � 92. ( floloG) ineer 0 Om 11 m z% Michael R. Gabriel Structural Project- Job no. /e•L Location Sheet^&z-of f3q¢� aG) ineer qao /l. 674 l�. �f-/ SAL m �P rtc All; a/&"v ' 0 4 on I.6� xYz ` 993 `0, . 707r,= 3� (I) /� �Vm =- 47, # (0:001406) 700 =. 41�71` !A �. �i�i. s �• 2q.2 'lam �' �'/vx �/�� c -- P11 Michael R. Gabriel , Structural Engineer Project_ Job no. L^z " Location Sheet_ of -Y— Poe �» b �� : rlxo eem .SIU = C'� ��/�xlra')¢ (�j�j7(�'� -'%l2 AIZ s# (/0$.04) /--?: /Usk Aewn f 112 AO/ j,//, I I I ) /- - *;, v - PY AV—* l M. ,/?o�` 1/201 ) -r-Pz Ilk 14M. �716 Z?Ee pot Michael R. Gabriel Structural Engineer Project__ __ Job no. /$-Z- �Location Sheet_pl"of /� lfo� � yo�GG1 � �j//z vtr,��h• 171® : /U I p al 41057 1,41 1/5-l�G) dox '0 f1 441 G116- x.5-1 L go-" 1wZ -0/4 Michael R. Gabriel I Structural Engineer Project- Job no. Fes' •b - Location Sheet—,6f—of _ ----p• �Z =-jlx/0=/7.0101,1' (Dc) 432010 �=•,?fes'" �i�� /5�<l'��). J 1�_ fjpv (SG) /::/I�p : eeor /OxM-0')�v'��- may* C/7//00 r!v fir (a3` f) fA 67-1# %006 )---A7 2 `# 2'149• � 2�� 14 LO (OzCm rl,r, r2. elzl -3.6 Q'k �'�'. � 9.�3 •k Michael R. Gabriel Project Location �l(i CSX lv° 00 = .*II lie _ �� `�WL) I111,f/ Bei Structural Job no. Sheet Ho of eer /ov LA X843 � 69q�� `qac .) _��• 41 Vill A4 hi8x4y� Pvwx r Michael R. Gabriel Structural E Job no. Location_ Sheet.__/'[�, of yam/ ineer 0 1-(�¢#)/tI ` -/- 0 -t (/t! oto -/A �v�7L'Pte' �/6 w �q,/k IQ .4r /;rte 2�, r Ig a eoriol Michael R. Gabriel Project Structural E Job no. �Location— Sheet�of ,ON / 7,1 16L1 IpIr x �X� "Yz " 1*!� /lc Zti�v�'y 8v ineer 2 :l F 0 R T E' MEMBER REPORT Level, Fl -A: Floor Joist 1 piece(s) 117/8" TJI@ 110 @ 16" OC + 0 Overall Length: 16'113/4" 0 9 All locations are measured From the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Desf n: ReSUlts AC'tual:0 Location Allowed Result LDF IA9m Combination (Pattern) Member Reaction (lbs) Shear (lbs) 438 @ 3 1/2" 491 @ 13'11" 910(l.75 1716 Passed (48%) Passed (29%) I 1 1.00 1.00 1.0 D + 1.0 L (Alt Spans) 1.0 D + 1.0 L (All Spans) Moment (FT -lbs) 1384 @ 6' 7 5/16" 3160 Passed (44%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (In) 0.155 @ 7' 2 5/8" 0.346 Passed (U999+) - 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (In) 0.165 @ 6' 11 11/16" 0.693 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) T) -Pro`" Rating 46 45 Passed - Overhang deflection criteria: LI. (2V480) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 10" o/c unless detailed othenvlse. Bottom Edge Bracing (W): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. A structural analysis of the deck has not been performed Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" span Rating) that Is glued and nailed down, Additional considerations for the TJ-Pror" Rating Include: None Supports Beating Length Tota( Available Required Loadato Sup"(Ibs).... Deatl FIL loor Total Accessurles I - Hanger on 11 7/8" PSL beam 3.50" Hangers 1.75" / - r 73 385 458 See note r 2 - Plate on steel - DF 5,50" I 5.50" 3.50" 483 484 967 Blocking w N.,, ,,, ,,,",,, ^nv„— ,,,,e,,uy awve mem anu melon Joao Js applleo 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 s See Connector grid below for additional Information anti/or requirements. ' Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD WeyerhaeuserNottiS Weyerhaeuser warrant that the slang 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 W 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 technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASPM standards. For current code evaluation reports, Weyerhaeuser product literature and Installaton detalls refer to www.weyerhaeuwr.com/wwdproducts/document-libmry. The product application, input design loads, dimensions and support Information have been provided by Forte software Operator Forte Software Operator Job Notes Dead Floor Live Loads Location(Side) (Spacing (0.90) (1.D0) Gemmt»ty 1 -Uniform (PSF) 0 to 16' 1 3/4” 16" 12.0 40.0 Residential - UVIng 2 -Point (Ib) 16' N/A 298 WeyerhaeuserNottiS Weyerhaeuser warrant that the slang 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 W 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 technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASPM standards. For current code evaluation reports, Weyerhaeuser product literature and Installaton detalls refer to www.weyerhaeuwr.com/wwdproducts/document-libmry. The product application, input design loads, dimensions and support Information have been provided by Forte software Operator Forte Software Operator Job Notes Michael Gabriel 8tn,cturel Engineer (949)646-6596 mrgse@eanhiink. net 1 SUSTAINABLE FORESTRY INITIATIVE 12/26/2018 5:00:48 PM Forte v5.4, Design Engine: V7.1, 1.3 Page 1 of 1 W F 0 R 1• E' MEMBER REPORT Level, FI -B: Floor Joist 1 pieces) 117/8" T3I0 110 @ 161r OC + 0 Overall Length: 16' 13/4-1 0 All locations are measured from the outside face of left support (or left cantilever end).AII dlmpnsinnc aro w.rf—..t 0 Desi A ResUl15 Actual 0: Enc ant, Allowed Result , ILDF Load: Combination (Pattern) Member Reaction (lbs) Shear (Ibs) 2152 @ 14' 13/4-1 2938 (5.25") Passed (7301o) 1.25 1,0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft -lbs) 1658 @ 14' 4 1/2" 1950 Passed (85%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load DeFl. (in) -3054 @ 14' 13/4" 3950 Passed (77%) 1.25 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (In) 0.096 @ 16' 13/4-1 0.202 0.200 Passed (2L/498) - 1.0 D + 1.0 Lr (All Spans) T) -Pro'" Rating @ 16' 13/4-- 0.200 Passed (21./238) -- 1.0 D + 1.0 Lr (All Spans) 46 45 Passed .. • Deflection criteria: LL (V480) and TL (1/240). Overhang deflection cdteria: LL (0.2") and TL (0.2"). Top Edge Bracing (Lu): Top compression edge must be braced at G o/c unless detailed otherwise. Bottom Edge Bracing (W): Bottom compresslon edge must be braced at 3.2" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite actlon with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that Is glued and nailed down. Additional considerations for the TJ -Pro'" Rating Include; None • hanger supports, ascagnea. At han 9 pports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • ' See Connector grid below for additional Information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD LoadsDead Besides Length Loadeto Supports(Ibs): Floor Uve Roa Live (1.00) Supports 0 to 16' 13/4" 16" 12.0 . (wrIeSn?wr 1.26) Comments 40.0 Residential - living 2 -Point (Ib) 16' Tobi Available Required Dead Flow Use Roof Uv Tobi Aoceswries 1 - Hanger on 11 ]/8" PSL beam 3.50" Hanger 1.75" / - z -9 385 2 - Plate on steel - OF 5.50" 5.50" -96 385/-105 See note' 3.50" 117] Blocking Panels are assumed to carry no loads aonBM dl.afx„ "r,.,..e x,e_ — 489 816 2477 Blo kng • hanger supports, ascagnea. At han 9 pports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • ' See Connector grid below for additional Information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD LoadsDead L.=IJon (Side) Spacing (0.90) Floor Uve Roa Live (1.00) 1 -Uniform (PSF) 0 to 16' 13/4" 16" 12.0 . (wrIeSn?wr 1.26) Comments 40.0 Residential - living 2 -Point (Ib) 16' N/A 910 Are as Weyerhaeuser Notes , Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design critena 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 Jurlsdlcpon. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessorles (Rim Board, Blocking Panels and Squash Blxks) 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 technical 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.weyerhaeuwr.com/woodpmducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Ope2tor Forte Software Operator I Job Notes Michael Gabriel Structural Engineer (949)6466596 mrgse@eanhiink.nel l SUSTAINABLE FORESTRY INITIATIVE 12/26/2018 5:00:11 PM Forte v5.4, Design Engine. V7.1 A 3 Page I of I Michael R, Gabriel Project Title: Structural Engineer Engineer: AP l Costa Mesa, California Project ID: r 7 Project Descr: F - Printed: 26 DEC 20185.05PM I Wood Beam He=C:lUsemIMlchmIl DOCUME-11ENERCA-11VanDaele-Residence.ec8 � RRORrpT_ TP • • Software copyright ENERCALC, INC. 1983-2018 BuIId:10.18.10.31 Description F2 Flush Beam _CODE REFERENCES Calculations per NDS 2015,113C 2015, CBC 2016, ASCE 7-10 --- - Load Combination Set: ASCE 7-16 Analysis Method: Load Combination Allowable Stress Design ASCE 7-16 Fb+ 2900 psi E: Modulus of Elasticity Fb- 2900 psi Ebend-xx 2000ksi Wood Species : Level Truss Joist Fc -Prll Fc - Perp 2900 psi 750 psi Eminbend -xx 1016.535ksi Wood Grade Parallam PSL 2.0E Fv 290 psi Beam Bracing Beam is Fully Braced against lateral -torsional bucklliing 2025 psi Density 45.07pcf 5.25x11.875 5.25x11.875 Span = 14.0 It . Span = 2.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Loads on all spans... ---- --- Uniform Load on ALL spans: D = 0.1930, L = 0.4140 k/ft Load for Span Number 2 Point Load : D = 0.2980 k @ 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.469 1 Maximum Shear Stress Ratio - Section used for this span 5.25x11.875 Section used for this span 0.316: 1 fb : Actual _ - 1,359.62psi P fv:Actual 5.25x11,875 FB: Allowable = 2,900.00psi Fv : Allowable - - 91.64 psi 290.00 psi Load Combination Location of maximum on span = +D+L+H Load Combination +D+L+H Span # where maximum occurs 6.804ft Location of maximum on span = 13.061 ft = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.234 in Ratio = 716>=360 Max Upward Transient Deflection -0.102 in Ratio = 472>=360 Max Downward Total Deflection 0.335 in Ratio = 501 >=240 Max Upward Total Deflection -0.141 in Ratio = 338 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # _MV Cd C FN C 1 Cr C Moment Values C C M fb Shear Values ---v m t L F'b V fv F'v Length = 14.0 it 1 0.158 0.114 1.000 1.00 1.00 1.00 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 2 0.037 0.114 0.90 1.000 1.00 1.00 1.00 4.25 413.35 1.00 1.00 0.98 2610.00 1.24 29.83 261,00 +D+L�H 1.000 1.00 1.00 1.00 95.50 1.00 1.00 2610.00 0.49 29.83 261.00 Length = 14.0 ft 1 0.469 0.316 Length = 2.0 ft 2 0.061 0.316 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.98 1,359.62 0.00 2900.00 3.810 0.00 910.64 290.00 1.00 1.000 1.00 1.00 1.00 1.00 1,00 1.81 176.03 2900.00 0.92 91.64 290.00 Michael R. Gabriel Structural Engineer Costa Mesa. California Wood Beam r.rr Description: F2.Flush Beam Overall Maximum Defli span Max.' -,Dei 1_0 33-50 2 0.0000 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H Project Title: Engineer: Project ID: Project Descr: File = rwi/ Printed: 26 DEC 2018, 5 05P I Location in Span Load Combination Max. W Dell Location in Span 6.961 0.0000 2.000 6.961 +D+L+H -0.1414 2.000 Support notation : Far left is #1 Values in KIPS 'portI Support2 Supporta _ 4.120 5.890 4.120 5.890 1.281 2.105 4.120 5.890 Michael R. Gabriel Structural Engineer Costa Mesa. California Wood Beam Description : FT Flush Beam Project Title: Engineer: Project ID: Project Descr: Printed: 25 DEC 2018, 6.31 PM Build:l0. CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 -"- Load Combination Set; ASCE 7-16 Material Properties Analysis Method : All Stress Design Fb + --- Load Combination ASCE 7-16 Fb- Fc - Prll Wood Species : Level Truss Joist Fc - Perp Wood Grade Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(1.281)i L(2.839) D(2.971),L(3.728) 7x16 Span = 18.0 ft 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi D(1 E: Modulus of Elasticity Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 45.07pcf _Applied LOadSService loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0650, L = 0.2780 , Tributary Width =1.0 ft -- - Uniform Load : D = 0.030, L = 0.120 k/ft, Extent = 0.0 -->> 9.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.0550, L = 0.220 ktft, Extent = 9.0 ->> 18.0 ft, Tributary Width =1.0 ft Point Load: D=1.281, L = 2.839 k @ 6.0 ft Point Load : D = 2.971, L = 3.728 k @ 9.0 It Point Load : D=1,034, L = 0.6820 k @ 13.0 ft DESIGN SUMMARY laximum Bending Stress Ratio = `• 0.9601 Maximum Shear Stress Ratio Section used for this span 7x16 Section used for this span 0.492 : 1 fb : Actual = 2,784.10psi fv : Actual - 7x16 142.54 psi FB: Allowable = 2,900,00psi Fv: Allowable - 290.00 psi Load Combination Location of maximum on span = +D+L+H 9.000ft Load Combination +p+t H Span # where maximum occurs = Span # 1 Location of maximum on span Span = 0.000 ft # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.784 in Ratio = 275>=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios -MV Moment Values Shear Value_s Segment Length Span # Cd C FN C i Cr C m C t C L M Ib Fb +0'H Length = 18.0 ff 1 0.372 0.181 0.90 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V 0.00 0.00 fv Fv 0.00 0.00 'D�' 1.000 1.00 1.00 1.00 24.15 970.36 1.00 1.00 2610.00 3.53 47.21 261.00 Length = 18.0 it 1 0.960 0.492 1.00 1.000 1.00 1.00 1.00 1.00 1.00 69.29 2,784.10 0.00 0.00 2900.00 10.64 0.00 0.00 142.54 290.00 Michael R. Gabriel Structural Engineer Costa Mesa, California Wood Beam JWWM3r.rr-. Description : F7 Flush Overall Maximum I Load Combination +D+i+ii Vertical Reactions Load Combination Overall MAXimum Overall MlNimum +D+H +D+L+H Project Title: Engineer: Project ID: Project Descr: Max.'-" Deft Location in Span Support notation : Far left is #1 ouPPun t 11.291 11.243 3.538 3.683 11.291 11.243 Printed: 26 DEC 2018. 6:31 PM INC. Max. Values in KIPS in Span Michael R. Gabriel Structural Engineer Costa Mesa, California Steel Beam Description : F7: Flush Beam CODE REFERENCES u,m,vua Pot m'Ou Ouu-IU, ItiG ZU15, U13C 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Project Title: Engineer: Project ID: Project Descr: Printed: 26 DEC 2018, 6.32PM Fy : Steel Yield: 36.0 ksi E: Modulus: 29,000.0 its! Span = 18.0 ft )plied Loads Service loads entered. Load Factors will be Beam self weight NOT internally calculatedand added Uniform Load : D = 0.0650, L = 0.2780 k/ft, Tributary Width =1.0 ft Uniform Load : D = 0.030, L = 0.120 k/ft, Extent = 0.0 -->> 9.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.0550, L = 0.220 k/ft, Extent = 9.0 -->> 18.0 fl, Tributary Width =1.0 ft Point Load: D=1.281, L = 2.839 k @ 6.0 ft Point Load: D = 2.971, L = 3.728 k @ 9.0 ft Point Load: D=1,034, L=0.6820k@13.Oft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for Load C Load Combination Max Stress Rafios Segment Length Span# M V 0.969: 1 Maximum Shear Stress Ratio 1N8x40 Section used for this span 69.293 k -ft Va : Applied 71.497 k -ft Vn/Omega : Allowable +D+L+H Load Combination 9.O00ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in Ratio= 0<360 0.000 in Ratio = 0 <360 0.884 in Ratio = 244 >=240 0.000 in Ratio = 0 <240 + Mmax- Ma Max Mnx Mnx/Omega Cb for calculations. --T Destan f. 0.264 : 1 W8x40 11.291 k 42.768 k +D+L+H 0.000 ft Span # 1 Vnx Dsgn. L = 18.00 ft 1 0.338 +D+L+H 0.086 24.15 24.15 119.40 71.50 1.00 1.00 3.68 64.15 42.77 Dsgn. L = 18.00 ft 1 0.969 0.264 69.29 69.29 119.40 71.50 1.00 1.00 11.29 64.15 42.77 Overall Maximum Deflections Load Combination Span Max. "--" Dell Location in Span Load Combina8on Max. "+^ Defl Location in Span 0.8837 8.949 0.0000 0.000 Michael R. Gabriel Structural Engineer Costa Mesa, California Steel Beam IMMAYITAIII-.11112 Description : FT Flush Beam _Vertical Reactions Load Combination Overall MAXlmum Overall MINimum ,D -H +D+L+H 3.538 3.683 3.538 3.683 11.291 11.243 Project Title: Engineer: Project ID: / r• Project Descr: Printed: 26 DEC 2018, 6:32PM File = C:IUsemNlchael DOCUME-11ENERCA-11VanDaele-Residence,ec(i Software copyright ENE RCALC, MC.1B8&2018, Build:10.iS10.31 . notation : Far left is #1 Values in KIPS �-�i F 0 R T E ' MEMBER REPORT Level, F8: F/oor Joist 1 piece(s) 11 7/8" TTI@ 360 @ 16" OC 0 Overall Length: 17'3 1/2" 17' 0 p All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 . Result's Actualcation ' Allowed , Result LDF Load: Combination (Pattem) Reaction (lbs) 1/2" 1080 (1.75") Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) s) 1/2" 1705 Passed (34°�) 1.00 1.0 D + 1.0 L (AII Spans) (F[-lbs)7 77, 3/4" 6180 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) d Defl. (In) 7 3/4" 0.422 Passed LJ881) -- 1.0 D + 1.0 L (All Spans) d Defl. (In) 7 3/4" 0844 Passed (L/677) 1.0 D + 1.0 L (AII Spans) Rating45 Passed m rrlrcriw t t n ream Top Edge Bracing (Lu): Top compression edge must be braced at 6' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analyses is based on composite action with a single layer of 23/3X' Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ -Pm" Rating Include: None __ _.. , •w. a oemy aeagnea. Loads Location (Side): spacing: gearing. Length Loadstd:SupPurte(lbs)'.' Cam Supports 0 W 17'3 1/2" Total Available:. Required Dead , :11W Total Accessories I - Stud wall DF 3.50" 1.75" 11 1.75" 13B 461 1 599 1 3/4" All Board ! - SWd wall - OF Rum Fnartl le.a..... 3.50" 1.75" 175" 138 461 599 1 3/4" Rim Boats __ _.. , •w. a oemy aeagnea. Loads Location (Side): spacing: Dead (0.90) :Floor Live (1-00) Cam 1-Unifoen (PSF) 0 W 17'3 1/2" 16" 12.0 40.0 - Living Aesisentlal Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accoNance with Weyerhaeuser product design <rlWrla and pubkshetl design values. Weyerhaeuser expressly tlisdalms any other warranties related [o the software. Use of this software Isnot Intended b <irtumvent the need for a design professional as determined by the authority having jurlstllctlon. The tleslgner of recartl, builtler or framer is responsible to assure that this calculation is compatible with the overall project, A¢essones (Rim Board, Blocking Panels and Squash Blocks) are not designetl by this software. Products manufactured at Weyerhaeuser(_Ipo as are 1153 rty certified M susbinable forestry smntlards. Weyerhaeuser Engineeretl Lumber Products have been evaluatetl by ICC ES under technical reports ESR -1153 anti ESR -1387 anti/or tesWtl In accordance with applicable ASTM sbndaNs. For curtent [ode evaluation report, Weyerhaeuser product literature and Installation debits refer to www.weyerhaeuser.cpm/wootlproducts/document-Iibrery. The product applkatien, Input design loads, tlimensions and support Information have been provided by Forte Software Operator Forte Sofhvare Operator Job Notes Michael Gabriel Slmciural Engineer (949) 646-6596 mase@earihlink net PASSED W System : Floor Member Type : Jolst Building Use : Residential Building Code ;IBC 2015 Design Methodology: ASD l SUSTAINABLE FORESTRY INITIATIVE 12/26/2018 6:34:40 PM Forte v5A, Design Engine: V7.1.1.3 Page 1 of I F 0 R T E � MEMBER REPORT Level, F8: Floor Joist 1 pieces) 14" TJ1@ 110 @ 16" OC 0 Overall Length: 17' 3 1/2" 17' in Q 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are hori7nntal + 0 Design Results . ' Actual '@ LocatllM AlloWell Rasul[ IAF Loatll Combination (Pot[erzt). Member Reaction (Ibs) 589 @ 2 1/2" 910 (1.75") Passed (65%) 1.00 1.0 D + 1.0 L (AII Spans) Shear (Ibs) 579 @ 3 1/2" 1860 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2468 @ 8' 7 3/4" 3740 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeO. (In) 0.228 @ 8' 7 3/4" 0.422 Passed 1J886) Total Load Defl. (In) 0.297 @ 8' 7 3/4" 0.844 Passed (L/682) Rim Board Is acaimM M — TJ -Prop" Rating 48 45 Passed -- • Deflection crib ix I I (I Adam "en n n 111.1 Top Edge among (Lu): T'op compression edge must be braced at 3' Il" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at IT o/c unless delalled othenwles. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge,a Panel (24" Span Rating) that Is glued and nailed down. Additional considerations for the TJ -Pro'" Rating Include: None Weyerhaeuser Notes. l Weyerhaeuser warrants that Me sizing of Its products will be In accordance with Weyerhaeuser product design crlMrla and published design values. Weyerhaeuser eayressly tlisdalms any other warranties related ro the software. Use of this software u not Intendetl to aI umvent Me need fora design professional as determinetl by the authority having Jur; I on, The designer of m oN, builder or (comer Is responsible m assure that MIs calculation Is compatible with the overall protect. AccesW "' (Rim aoaM' Blocking Panels and Squash Blocks) are not designed by MI5 software. Protluds manufactured at Weyerhaeuser facilities are Mirtl-party certified to sustainable faresby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technkal reports ESR 1153 and FSR -1387 and/or ksleU In accordance wIM sppllcahle ASTM 5bndartla Far Current Code evaluation reports, Weyerhaeuser product IlMmture and insbilatlon demlls refer to www.weyerhaeuseccom/wootlproducts/document-library. The product application, Input design loads, dimensions anti support Information haul, been proAded by Forte Software Operator Forte Software Operator Job Notes Michael Gabriel Structural Engineer (949) 646-6596 mrgsa@eadhiink. nel PASSED 141 System : Floor Member Type : Joist Bulltling Use : Residential Building Code : IBC 2015 Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/26/2018 6.35:11 PM Forte V5.4, Design Engine: V7.1.1.3 Pape 1 of 1 Loads Bearing Length Lands ao:Supports Obi Dead (0A0) Supports .. ' tozrr}aeats 1 -Uniform (PSF) 0 to IT 3 1/2" I6" Total Available.. Required Deed FlOosr l TamLIVA Aaessbrlea 1 -SNd wall- OF 3.50" 1.75" 1.75" 138 1 461 1 599 1 3/4" Rim Board 2 -Stud wall - OF 3.50" 1.75 1.75 138 461 599 13/4" Rim Board Rim Board Is acaimM M — n u..n...... — a. Weyerhaeuser Notes. l Weyerhaeuser warrants that Me sizing of Its products will be In accordance with Weyerhaeuser product design crlMrla and published design values. Weyerhaeuser eayressly tlisdalms any other warranties related ro the software. Use of this software u not Intendetl to aI umvent Me need fora design professional as determinetl by the authority having Jur; I on, The designer of m oN, builder or (comer Is responsible m assure that MIs calculation Is compatible with the overall protect. AccesW "' (Rim aoaM' Blocking Panels and Squash Blocks) are not designed by MI5 software. Protluds manufactured at Weyerhaeuser facilities are Mirtl-party certified to sustainable faresby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technkal reports ESR 1153 and FSR -1387 and/or ksleU In accordance wIM sppllcahle ASTM 5bndartla Far Current Code evaluation reports, Weyerhaeuser product IlMmture and insbilatlon demlls refer to www.weyerhaeuseccom/wootlproducts/document-library. The product application, Input design loads, dimensions anti support Information haul, been proAded by Forte Software Operator Forte Software Operator Job Notes Michael Gabriel Structural Engineer (949) 646-6596 mrgsa@eadhiink. nel PASSED 141 System : Floor Member Type : Joist Bulltling Use : Residential Building Code : IBC 2015 Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/26/2018 6.35:11 PM Forte V5.4, Design Engine: V7.1.1.3 Pape 1 of 1 Loads Lricatlon (Side) SPaSIas Dead (0A0) Floor U. (1.00) .. ' tozrr}aeats 1 -Uniform (PSF) 0 to IT 3 1/2" I6" 12 0 40 0 Residents] - Living AME Weyerhaeuser Notes. l Weyerhaeuser warrants that Me sizing of Its products will be In accordance with Weyerhaeuser product design crlMrla and published design values. Weyerhaeuser eayressly tlisdalms any other warranties related ro the software. Use of this software u not Intendetl to aI umvent Me need fora design professional as determinetl by the authority having Jur; I on, The designer of m oN, builder or (comer Is responsible m assure that MIs calculation Is compatible with the overall protect. AccesW "' (Rim aoaM' Blocking Panels and Squash Blocks) are not designed by MI5 software. Protluds manufactured at Weyerhaeuser facilities are Mirtl-party certified to sustainable faresby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technkal reports ESR 1153 and FSR -1387 and/or ksleU In accordance wIM sppllcahle ASTM 5bndartla Far Current Code evaluation reports, Weyerhaeuser product IlMmture and insbilatlon demlls refer to www.weyerhaeuseccom/wootlproducts/document-library. The product application, Input design loads, dimensions anti support Information haul, been proAded by Forte Software Operator Forte Software Operator Job Notes Michael Gabriel Structural Engineer (949) 646-6596 mrgsa@eadhiink. nel PASSED 141 System : Floor Member Type : Joist Bulltling Use : Residential Building Code : IBC 2015 Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 12/26/2018 6.35:11 PM Forte V5.4, Design Engine: V7.1.1.3 Pape 1 of 1 F O R T E MEMBER REPORT Level, F9: Joists at Shower 1 piece(s) 3 1/2" x 9 1/2" 1.55E TimberStrand@ LSL @ 16" OC 0 Overall Length: 17'7" I 17' Ali locations are measured from the outside face of left support (or left cantilever end).AII dimensions are hndvnntai. 0 Deal n Results. Actual Location Allowed'-: Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 597 @ 2 1/2" 3828 (1.75") Passed (16%) -- 11.0 D + 1.0 L (AIL Spans) Shear (lbs) 537 @ 16' 6" 6872 Passed (8%) 1.00 1 1.0 D + 1.0 L (AIL Spans) Moment (PE -lbs) 2529 @ 8' 9" 10839 Passed (23Wa) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.235 @ 8' 9" 0.427 Passed (L/871) Total two Dell. (In) 0.306 @ 8' 9" 0.854 Passed (L/670) TJ -Pro" Rating 46 45 Passed -- • Deflection criteria: U-'1146[1 and Ti n nam Tap Edge Bracing (Lu): Top compression edge must be braced at 17' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 2" o/c unless detailed otherwise. A 4% increase in the moment rapacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Detection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nalled down. Additional considerations for the TJ -Pro'" Rating Include: None ��.. ••---, --v... Y ul Wamuy uie nmmuer acting aesignea. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ' See Connector end below for additional Information and/or requirements. PASSED System : Floor Member Type : joist Building U.se : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson -Tie:Connectors. -- luppott Model se. Member Nails Amesmryes F M t H ge LUS48 910d None Loads eeeryn9 Length bedYlo.SVPPam (Ibs) Dead (0.90) Supports '. Comments 1 -Uniform (P8F) 0 to ll' 7" _— Total. Available Required Dead oor Total. Acceslwryes - SNd wall - DF 3.50" 1.75" I.50" m 140 467 607 1 3/4' Rim Board ! - Hanger on 9 1/2" PSL been Rim RnzM k --ad m. 3.50" Hangerr 1.50" 141 471 612 See note r _ ��.. ••---, --v... Y ul Wamuy uie nmmuer acting aesignea. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ' See Connector end below for additional Information and/or requirements. PASSED System : Floor Member Type : joist Building U.se : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson -Tie:Connectors. -- luppott Model se. Member Nails Amesmryes F M t H ge LUS48 910d None Loads Location (51tle) Spadn9 Dead (0.90) Floor Live x(1.00) '. Comments 1 -Uniform (P8F) 0 to ll' 7" 16" 12.0 qpp Residential - Living 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 relaid 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 compadde 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 LumberProducts have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1367 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer towww.weyerhaeuser.mm/wGodpmducWdmument-library. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Michael Gabriel Structural Engineer (949) 646-6596 mrgsa@eadhlinknel lqJ SUSTAINABLE FORESTRY INITIATIVE 12/26/2.018 6:37.16 PM Forte v5.4, Design Engine: V7.1.1.3 Page 'I of 1 ill F O R T E " MEMBER REPORT Level, F9.• Joists at Shower 1 piece(s) 13/4" x 111/4" 2.0E MicrollamO LVL @ 16" OC 0 Overall Length: 17' 7" I �' pper�, PAS ➢ pg 1 17' E Q Al locations are measured from the outside face of left support (or left cantilever end).AII dimensions am hnrhrrmt + 0 Des! In Results Actual`® Locadon Allowed Result' '' LDF Lwd: Combination (Pattern' Member Reaction (Ibs) 597 @ 2 1/2" 1914 (1.75") Passed (31%) -- 1.0 D + 1.0 L (AII Spans) Shear (lbs)527 @ 16 4 1/4" 3741 Passed (14%) 1.001 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2529 @ 8' 9" 8391 Passed -(30%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.233 @ 8' 9" 0.427 Passed (9881) - 1.0 D + 1.0 L (AII Spans) Total Load Defl. (in) 0.302 @ 8' 9" 0.859 Passed (L/678) -- 1.0 D + I.0 L (All Spans TJ -PMT" Rating 46 45 Passed -- • Deflection criteria: LL (9480) and TL fl /740) Top Edge Bracing (Lu): Top Compression edge must be bated at 17' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17'2" o/c unless detailed otherwise. A 4% Increase In the moment capacity has been added to account for repebbve member usage. A structural analysis of the deck has not been performed, Oeflecbon analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. Additional conslderaUons for the TJ -Pro- Raring Include: None At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger r See Connector grid below for additional Information and/or requirements. PASSED system : Floor Member Type : joist Building Use : Residential Building Cade : INC 2015 Design Methodology: ASD Connector: Simpson Stro Tie Connectors - support Madel w t Length Top Nails Fal Nails I Member Nails Accessories Fa Mount Hanger IUSl 81/9 5 2.001, NIA lura 2-IOdz1.5 None LOadS Bearing Length LaatlaS pSupporb(IUB): Dead (0.90) Supports Comment i -Uniform (PSF) 01017 7" I6" 7oFal. Available Requiretl Dead Floor 7omi Accessories t - Stud wall -DF 3.50" 1.75" L50" 140 467 607 i 1 3/4" Him Board ' -Hanger on 11 1/4" PSL beam 3.50" HangeM1 1.50" 141 471 Rim Board Is assumed M rAnv e0 hank,."ran 1 612 See note + At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger r See Connector grid below for additional Information and/or requirements. PASSED system : Floor Member Type : joist Building Use : Residential Building Cade : INC 2015 Design Methodology: ASD Connector: Simpson Stro Tie Connectors - support Madel w t Length Top Nails Fal Nails I Member Nails Accessories Fa Mount Hanger IUSl 81/9 5 2.001, NIA lura 2-IOdz1.5 None LOadS LOWdon (Side) Spacing Dead (0.90) Floor Live (1,00) Comment i -Uniform (PSF) 01017 7" I6" 12 0 40.0 1 Residential Living Area Weyerhaeuser Notes. Weyerhaeuser warrants that the slzing 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 former 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 ulathm Is at Weyerhaeuser facllitles are third -party cerUFled tu sustainable foresby sMndaMs. Weyerhaeuser Engineered Lumber Products have been evaluated ban y ICC ES under technical reports ESR -1153 and ESR -1387 and/or testetl in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer m www.weyerhaeuser.com/woodprGducts/document-libmry. The Product application, Input design loads, dimenslons and support Information have been provided by Forte Software Operator Forte Software Operator Michael Gabriel Structural Engineer (949) 696,6696 mrgse@earhlink. net Job Notes 0 SUSTAINABLE FORESTRY INIVATIVE 12/26/2018 6'38:58 PM Fore v5.4, Design Engine: V7.1.1.3 Page 'I of 1 Michael R. Gabriel Project Title: Structural Engineer Engineer: Costa Mesa, California Project ID: Project Descr: Wood Beam Description : F13: Cont. Flush Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 -Material Properties Anal si M th d All bl y s e o. owa a Stress Design Load Combination ASCE 7-16 Flo+ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Fb- Fc - Prll Wood Species : Level Truss Joist Fc - Perp Wood Grade Parallam PSL 2.0E Fv Beam Bracing : Ft Beam is Fully Braced against lateral -torsional buckling L(3.976) 7x14 Span = 7.0 ft 2,900.0 psi 2, 900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi D(1.204) L(1 )0.175 L0. B) 7x14 Span = 18.0 ft ir��5 Printed: i JAN 2019, 4 53P E: Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend -xx 1,016.54ksi Density 45.070pcf 2.365), L(2.241) Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 ----- ---- Uniform Load : D=0,160, L=0.520, Tributary Width =1.0 it Load for Span Number 2 Uniform Load : D = 0.1750, L = 0.580 , Tributary Width =1.0 ft Point Load: D =1.204, L =1.546 k @ 10.0 ft Point Load: D = 2.365, L = 2.241 k @ 13.0 it Point Load: D = 4,006, L = 3.976 k @ 1.0 it DESIGN SUMMARY ,Maximum BendingStress Ratio = 0.768 1 Maximum Shear Stress Ratio - Section used for this span 7x14 Section used for this span 0.5148 : 1 fb : Actual = FB: Allowable 2,228.52psi fv : Actual - 7x14 158.84 psi = Load Combination 2,900.00psi Fv : Allowable - 290.00 psi Location of maximum on span = +D+L+H 7.000ft Load Combination +D+[ -+H Span # where maximum occurs = Span # 1 Location of maximum on span Span # where maximum occurs = 7.000 ft Maximum Deflection = Span # 1 Max Downward Transient Deflection 0.386 in Ratio = 558>=360 Max Upward Transient Deflection -0.039 in Ratio = 2162>=360 Max Downward Total Deflection 0.598 in Ratio = 361 >=240 Max Upward Total Deflection -0.061 in Ratio = 1368>=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment ValuesShear_Vaiues - Segment Length Span # M V Cd C pN C i Cr C In C t C L M fb Fib 'p+H Length =7.0ft 1 0.296 0.186 0.90 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 V 0.00 0.00 fv F'v 0.00 0.00 Length = 18.0 it 2 0.296 0.186 0.90 +D 'H 1.000 1.00 1.00 1.00 14.74 773.37 1.00 1.00 14.74 773.37 2610.00 3.17 2610.00 3.17 48,51 261.00 48.51 Length = 7.0 ft 1 0.768 0.548 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.OD 42.47 261.00 2,228.52 2900.00 10.38 158.84 290.00 Michael R. Gabriel Structural Engineer Costa Mesa. California Project Title: Engineer: Project ID: Project Descr: — WOOCI Beam r.rr Printed' 1 JAN 2010, 4:53PM File =C:IUserslMichaellDOCUME-11ENERCA-11VenDaele-Residence Software copyright ENERCALC, INC. 196&2018, 6uiId:10.1812.13. Description . F13 Cont. Flush Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr Cm C C M ft F'b Length =18.0 ft 2 0.768 0.548 1.00 1,000 1.00 1.00 t L 1.00 1.00 1.00 V fv F'v 42.47 2,228.52 2900.00 10.38 158.84 290.00 _Overall Maximum Deflections Load Combination Span Max. '=" Dell Location in Span Load Combination Max. "+° Dail Location in Span i 'D+L+H 2 0.0000 0.5975 10.156 10.156 +p+Liii -0.0614 4.164- Vertical', Reactions Support notation: Far left is#1 0.0000 4.184 Load Combination SupportI Suppor12 Support3 Values in KIPS -- Overall MAXlmurr - -3.687 27.641 ------ Overall MINimum -1.545 27.641 .734 9.734 +D+11 -1.545 10.034 3.356 +D+L+H -3.687 27.641 9.734 Michael R. Gabriel Project Title: Structural Engineer Engineer: Costa Mesa. California Project ID: Project Descr: Printed 27 DEC 2018, 6 27P Wood Beam File=C:IUserslMlchaell00CNME-nFNFRnA-11\/o„n�olo uedne., ��c Description: F16: Deck Joists 0.074 in Uniform Load : D = 0.0320, L = 0.080 , Tributary Width =1.0 ft CODE REFERENCES -0.008 in Uniform Load : D = 0.0320, L = 0.0530 , Tributary Width =1.0 ft DESIGN SUMMARY Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Maximum Bending Stress Ratio = 0.5801 -- Load Combination Set: ASCE 7-16 to: Actual = 626.45 psi FB: Allowable Material Properties Load Combination +D+L+H Location of maximum on span Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Flo + 900 psi E: Modulus ofElasficity 2 Fb- 900 psi Ebend-xx 1600ksi Wood Species :Douglas Fir -Larch Fc - Prll Fc - Perp 1350 psi 625 psi Eminbend - xx 580ksi Wood Grade No.2 Fv 180 psi Length = 3.50 it Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Ft 575 psi Density 31.21 pct ._ D 0.032 L 0.08 Length = 6.0 it D 0.032 L 0.053 0.580 0.250 1.00 1.200 2x8 Span = 3.50 ft Load for Span Number 1 0.074 in Uniform Load : D = 0.0320, L = 0.080 , Tributary Width =1.0 ft Load for Span Number 2 -0.008 in Uniform Load : D = 0.0320, L = 0.0530 , Tributary Width =1.0 ft DESIGN SUMMARY Max Upward Total Deflection Maximum Bending Stress Ratio = 0.5801 Section used for this span 2x8 to: Actual = 626.45 psi FB: Allowable = 1,080.00psi Load Combination +D+L+H Location of maximum on span = 3.50011 Span # where maximum occurs = Span # 1 Maximum Deflection M D 2 2x8 Span = 6,0 ft Service loads entered. Load Factors will be applied for calculations, Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ax ownward Transient Deflection Max Upward Transient Deflection 0.074 in Ratio= 1134>=360 Max Downward Total Deflection -0.008 in Ratio= 9447>=360 Max Upward Total Deflection 0.096 In -0.008 in Ratio= Ratio= 874>=240 9209>=240 Maximum Forces & Stresses for Load Com Load Combination Cr Max Stress Ratios C t CL Segment Length Span# M V Cd CFN +OiH 1.00 1.00 1.200 Length = 3.50 it 1 0.184 0.093 0.90 1.200 Length = 6.0 it 2 0.184 0.093 0.90 1.200 ,D-,L,H 162.00 1.00 1.00 1.00 1.200 Length = 3.50 it 1 0.580 0,250 1.00 1.200 Length = 6.0 it 2 0.580 0.250 1.00 1.200 -in. .'� 0.250 : 1 2x8 = 45.01 psi = 180.00 psi +D+L+H 2.913 ft = Span # 1 Ci Cr Cm C t CL Moment Values M fb Fb V Shear Values IV -.---F;-- 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 1.00 1.00 1.00 1.00 1.00 0.20 178.99 972.00 0.11 15.08 162.00 1.00 1.00 1.00 1.00 1.00 0.20 178.99 972.00 0.11 15.08 162.00 1.00 1.00 1.00 1.00 1.00 Ho 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.69 626.45 1080.00 0.33 45.01 180.00 1.00 1.00 1.00 1.00 1.00 0.69 626.45 1080.00 0.32 45.01 180,00 Michael R. Gabriel Structural Engineer Costa Mesa. California Wood Beam r.rr Description : F16: Deck Joists Overall Maximum Defle Project Title: Engineer: Project ID: Project Descr: Printed: 27 DEC 2018, 6 27P Lonu wuioinaoon Span Max. "-" Deft Lorabon m Span Load CombmaGon__- Max. "+^ Defl _ ... _Span Location iin-Span- +D+L+H 1 0.0960 00 'D"L'H 2 0.0012 4.793 +p+L+H 0.0000 1.307- Vertical Reactions Support notation: Far left Is#1 -0.0078 1.307 Load Combination Supportl Support2 Supporta Values in KIPS ----___-- Overall MINimum ,D -H +D+L+H 0.761 0.141 0.241 0.063 0.761 0.141 Michael R. Gabriel G ural Engineer Job no. %23 - Location Sheet e�l of �'" %i% �� _ � �� — X119• � � _�?'/�-�� we. R41f� /6>x-/() . //�i4i �;8®0w/ ,//61� Michael R. Gabriel IStructural En ineer Project Job no.--�-� _ Location_ Sheet of COAST GEOTECHNICAL, INC. Mr. and Mrs. Van Daele 10 W. 0.564018-01 Geotechnical Engineering Investigation December 7 2018 FOUNDATIONS - RESIDENCE The proposed structures shall be supported by a mat foundation or a conventional foundation system. Conventional foundations shall utilize spread footings and/or isolated pad footings placed a minimum depth of 24 inches below lowest adjacent grade utilizing an allowable bearing value of 1,800 ounds per square foot. This value is for dead plus live load and maybe increased 1/3 for to a inclu ing seismic and wind loads where allowed by code. The structural engineer's reinforcing requirements should be followed if more stringent. Calculations are provided on Plate G. Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations with grade beams. Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, INC., prior to placement of steel or concrete to verify competent soil conditions. If unacceptable soil conditions are exposed mitigation will be recommended. Geotechnical recommendations for foundation reinforcement are given under the liquefaction section of this report. If a mat slab design is utilized, the structural engineer should design the thickness and reinforcement requirements for the mat foundation for the building based on the anticipated loading conditions. The mat foundation slab should be at least twelve inches thick, with perimeter footings a minimum of 24 inches below the lowest adjacent grade. A modulus of subgrade reaction of 100 pci may be used in the design of the mat foundation. Reinforcement shall be determined by the structural engineer. Calculations for the subgrade reaction are provided on Plate I. Alternate foundations and or additional ground modification techniques, for support of the structure, can be addressed upon request of the project manager. All foundation plans are subject to review and approval of the soils engineer. All foundation bottoms shall be observed and approved by COAST GEOTECHNICAL, Inc. prior to placement of the capillary break. LATERAL DESIGN Lateral restraint at the base of footings and on slabs may be pssumed to be the product of the dead load and a coefficient of friction of 0.35. Passive pressure on the face of footings may also be used to resist lateral forces. A passive pressure of zero at the surface of finished grade, increasing at the rate of 300 pounds per square foot of depth to a maximum value of 3,000 pounds per square foot, may be used for compacted fill at this site. Calculations are provided on Plate H. If passive pressure Michael R. Gabriel Structural En ineer_ Project_ By Job No.—,Y--/—.. -Z- Location Date Sheet .r LATERAL ANALYSIS AND DESIGN- 2016 CBC"'e'� rg4ol, A WIND PRESSURE: Basic Speed= 85 mph (ASD); Exposure "C"; KZT= 1.0 (u.n.o.) CNET= 0.73 - Max. for walls PNEr = 0.00256 x V2 x KzT x CHET x Kz (11.4 psf minimum, ASD) 0 <H<15' PNEr= 18.5x1.0x0.73x0e/.a11 � 15 < H < 20' PNET= 18.5 x 1.0 x 0.73 x A� �C�� 1 4lgf 20 < H < 25' PNET= 18.5 x 1.0 x 0.73 �= 1 mv.1)1 25 <H<30' PNET= 18.5x1.0x0.73xGG0.98= 13.3psff K/� < 6. SEISMIC FORCES: Service loads shown below (U.N.O.) ; 1=1.0 (u.n.o.) R= 6.5 (light -framed); C,= 0.02 (light -framed); T= C, (hn)311 = TL= 8 Site class= Ss= %. 1114W SI= From: IJOj/� R�1L% Fa= / o Fv= /• 5 Seismic Design SMs= Fa x Ss= $v5 SMI= Fv x SI= a. -Mir- Category= Q SDs= 2/3 x SMs= /,/1;7 SDI= 2/3 x SMI= a.h�/ CS= SDS / (R / I)= ®. / CS MIN= 0.01 For T < TL. Cs MAX= SDI / [T x (R For T > TL. CsmAX= (SDix TL) / [TZ x (R /I )]_ V= CsxW/1.4= d,/uX lrt% !Roof D.L = //% /-/? a Floor D.L.= TOTAL WDL= �_VPIF Hr= A/t Hf= IP" WASE= 4 i f7 ` f; ,,� Distribute seismic load to levels (k= /,,D ) Level Wx__ hx hxk Wx xxhxk Wxhk/SUM �VX Roof fl hx� , `�T/' VrZ'p;Yr Floor A) 0#0 0 COAST GEOTECHNICAL, INC. GA Mr. and Mrs. Van Daele 12 W. 0. 564018-01 Geotechnical Engineering Investigation December 7 2018 SEISMIC DESIGN Based on 2016 CBC the following seismic design parameters are provided. These seismic design values were determined utilizing latitude 33.61326 and longitude -117.93284 and calculations from the USGS Seismic Tool Applicator. A conservative site class D was assigned to the site earth materials. • Site Class = D • Mapped 0.2 Second Spectral Response Acceleration, Ss = 1.705g • Mapped One Second Spectral Response Acceleration S, = 0.631g • Site Coefficient from Table 1613A3.3(1), Fa= 1.0 • Site Coefficient from Table 1613A3.3(2), Fv = 1.5 • Maximum Design Spectral Response Acceleration for short period, SMs = 1.705g • Maximum Design Spectral Response Acceleration for one -second period, Sm, = 0.946g • 5% Design Spectral Response Acceleration for short period, SDs = LI37g • 5% Design Spectral Response Acceleration for one -second period, SDI = 0.631g SETTLEMENT The maximum total post -construction static settlement is anticipated to be on the order of 1/2 inch. Differential settlements are expected to be less than 1/2 inch, measured between adjacent structural elements over a distance of 40 feet. Seismic induced settlements are addressed under previous sections. SUBSIDENCE & SHRINKAGE Subsidence over the site is anticipated to be negligible. Shrinkage of reworked materials should be in the range of 5 to 10 percent. EXPANSIVE SOILS Results of expansion tests indicate that the near surface soils have a very low expansion potential. UTILITY LINE BACKFILLS All utility line backfills, both interior and exterior, shall be compacted to a minimum of 90% relative compaction and shall require testing at a maximum of two -foot vertical intervals. HARDSCAPE AND SLABS Hardscape and slab subgrade areas shall exhibit a minimum of 90% relative compaction to a depth of at least one foot. Deeper removal and recwmpaction may be required if unacceptable conditions are encountered. These areas require testing just prior to placing concrete. Hardscape shall be at least four inches thick and reinforced with #3 bars on 18 inch centers both ways. I Ile VOWI NUILS: -PLYWD. SHALL CONFORM TO PRODUCT STANDARD PSI-q,� & SHALL BE BONDED W/ EXTERIOR GLUE. -PROVIDE 3X STUDS & BLKG. 0 ALL WALLS WHERE NAIUNG IS < THAN 3" O.C. & WHERE 10d NAILS ARE SPACED ® 3" O.C. OR LESS. -NAILS FOR PLYWD. PANELS & SILL PL SHALL BE COMMON ONLY. -PLYWD. PANELS MAY BE APPLIED EITHER VERTICALLY OR HORIZONTALLY, BUT ALL PANEL EDGES SHALL BE NAILED TO STUDS, PLATES, OR BLKG. -ANCHOR BOLTS SHALL BE EQUALLY SPACED & LOCATED WITHIN 12" OF ANY ENO OF SILL PLATE. -HOLES IN PANELS ARE NOT PERMITTED UNLESS DETAILED BY 1HE ENGINEER. -MINIMUM WIDTH OF PLYWD. SHALL BE 2'-D" ALTHOUGH 4'-0" X 8'-D" SHEETS SHOULD BE USED WHERE POSSIBLE. -WHERE PLYWO. IS APPUED TO BOTH FACES, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. SHEAR PANEL SCHEDULE Y2 SHEAR PANEL SCHEDULE Y NO. NAILING OF SILL GDNN GT av NoM ST - -- - MATERIAL IDES EDGES INTER. FRAMED FLOOR �nTblzlo� INPEI�I�� A307 BOLTS /A 7 ga ( .4II O` J �II G NUILS: -PLYWD. SHALL CONFORM TO PRODUCT STANDARD PSI-q,� & SHALL BE BONDED W/ EXTERIOR GLUE. -PROVIDE 3X STUDS & BLKG. 0 ALL WALLS WHERE NAIUNG IS < THAN 3" O.C. & WHERE 10d NAILS ARE SPACED ® 3" O.C. OR LESS. -NAILS FOR PLYWD. PANELS & SILL PL SHALL BE COMMON ONLY. -PLYWD. PANELS MAY BE APPLIED EITHER VERTICALLY OR HORIZONTALLY, BUT ALL PANEL EDGES SHALL BE NAILED TO STUDS, PLATES, OR BLKG. -ANCHOR BOLTS SHALL BE EQUALLY SPACED & LOCATED WITHIN 12" OF ANY ENO OF SILL PLATE. -HOLES IN PANELS ARE NOT PERMITTED UNLESS DETAILED BY 1HE ENGINEER. -MINIMUM WIDTH OF PLYWD. SHALL BE 2'-D" ALTHOUGH 4'-0" X 8'-D" SHEETS SHOULD BE USED WHERE POSSIBLE. -WHERE PLYWO. IS APPUED TO BOTH FACES, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. SHEAR PANEL SCHEDULE Y2 i Loads Per Tributary Areas and Lengths See key plans for load distribution from levels above Level: Roof v= 4.32 psf Ft. Lbs. Lbs. P= 130 plf 1560 Vx= Load from this level. V'x= 1560 0 1560 10.0 Seismic Wall Atrib Vx V'x Vtotal 1560 Sq. Ft. Lbs. Lbs. Lbs. 1 340 1469 0 1469 2 310 1339 0 1339 3 255 1102 0 1102 4 355 1534 0 1534 5 210 907 0 907 6 250 1080 0 1080 7 150 648 0 648 Sheet: P4 - Project: Van Daele 18-L (2-15-19) Seismic Wind (154) Exp. D Load from levels above. t►IDIT Ltrib Px P'x Ptotal Ft. Lbs. Lbs. Lbs. 12.0 1560 0 1560 12.0 1560 0 1560 10.0 1300 0 1300 12.0 1560 0 1560 11.0 1430 0 1430 13.0 1690 0 1690 8.0 1040 0 1040 A 945 4082 0 4082 14.0 1820 0 1820 B 285 1231 0 1231 9.5 1235 0 1235 C 340 1469 0 1469 7.0 910 0 910 D 340 1469 0 1469 7.0 910 0 910 Exp. D (2156) N/A (1078) (1078) Loads Per Tributary Areas and Lengths See key plans for load distribution from levels above Level: Second v= 2.31 psf Lbs, Lbs. P= 132 plf Vx= Load from this level. 21.5 V'x= 3094 5932 12.0 1584 Seismic Wall Atrib Vx V'x Vtotal 13.5 Sq. Ft. Lbs. Lbs. Lbs. 8 440 1016 1871 2887 9 315 728 2730 3458 10 330 762 844 1606 11 265 612 1533 2145 12 250 578 1102 1680 Sheet: rs-/ Project: Van Daele 18-L (2-15-19) Seismic Wind (150) Exp. D Load from levels above. Wind Ltrib Px P'x Ptotal Ft. Lbs, Lbs. Lbs. 15.5 2046 2028 4074 21.5 2838 3094 5932 12.0 1584 858 2442 14.0 1848 2410 4258 13.5 1782 1750 3532 Exp. D E 965 2229 4082 6311 14.0 1848 1820 3668 (4256) F 280 647 1231 1878 9.5 1254 1235 2489 N/A G 305 705 1469 2174 7.0 924 910 1834 (2128) H 240 554 1469 2023 7.0 924 910 1834 (2128) Distribute Loads Per Wall Length Each Wall Line ( ) Exp. D Sheet: Level: Roof A.1 890 Project: Van Daele 105 18-L 10.0 8.9 8.4 0.85 7.1 8.5 207j A.2 680 359 ) 6.5 105 (2-15-19) 10.0 Vx= Governing seismic force 5.1 0.85 4.3 Px= Governing wind force A.3 1727 Wall Vx Px Length Shear 17.3 Height OTM RM f f x RM OTM Pup Pier Lbs. Lbs. Ft. Lbs/Ft 11.8 Ft. Ft -K Ft -K 7.5 Ft -K Length Lbs. 1.1 735 780 3.5 223)" A 10.0 7.8 1.1 0.67 0.7 3.5 2018 1.2 735 780 3.5 223 A 10.0 7.8 1.1 0.67 0.7 3.5 2018 / 2 1339 1560 13.0 120 A 10.0 15.6 16.4 0.67 11.0 13.0 355 3 1102 1300 7.5 173 A 10.0 13.0 4.4 0.67 2.9 7.5 1340 4 1534 1560 5.0 312 B 10.0 15.6 2.1 0.67 1.4 5.0 28397 5 907 1430 5.0 286 B 10.0 14.3 2.1 0.67 1.4 5.0 2579-^/ 6 1080 1690 6.5 260 -Ay B 15.0 25.4 4.4 0.67 2.9 6.5 3446 7 648 1040 12.0 87 A 15.0 15.6 38.4 0.67 25.7 18.5 -547-N/4 Lt= 56.0 Ar ialdowm fz)orn-?� oz /ogn-6 Q - /'• b/0 Ar IP Os/- /a x4P ( ) Exp. D A.1 890 (4701 8.5 105 A 10.0 8.9 8.4 0.85 7.1 8.5 207j A.2 680 359 ) 6.5 105 A 10.0 6.8 5.1 0.85 4.3 6.5 379 A.3 1727 912) 16.5 105 A 10.0 17.3 36.4 0.85 30.9 18.0 -759-N/4 AA 785 415, 7.5 105 A 15.0 11.8 6.3 0.85 5.4 7.5 56 --B 866- B 1231 1235 14.5 85 A 15.0 18.5 36.5 0.67 24.5 18.0 -3291 C 1469 10781 16.0 92 A 10.0 14.7 40.7 0.85 34.6 21.0 -948 D 1469 1078) 8.0 184 A 10.0 14.7 6.6 0.85 5.6 8.0 1135 --/ Lt= 77.5 Ar ialdowm fz)orn-?� oz /ogn-6 Q - /'• b/0 Ar IP Os/- /a x4P A661.1 Project Information Code: Date: Project: _ Wall Line: A llihl Lol (t t2 ft 1. Hold-down forces: H - Vh_,,/L_I, 1403 lbf 6. Unit shear beside opening V3=(V/L)(LI+TI)/L1= 130 pif 2. Unit shear above+ below opening V2=(V/L)(T2+L2)/L2= 130 pif First opening: val=vbl=H/(hal+hbl)= 165 pif Check VlaLl+V3e L2=V7 1235 b OK 3. Total boundary force above+below openings First opening: 01=val x(Lol)= 248 lbf 4. Corner forces F1=O1(L1)/(L1+L2)= 156 b F2=01(L2)/(Ll+L2)= 91 lbf 5. Tributary length of openings T3=(LlaLol)/(LI+L2)= 0.95 ft T2=(1.2'1-o1)/(L1+1.2)= 0.55 ft ). Resistance to corner forces R3 = V1 -L1= 780 Hit R2=V2e L2= 455 of 8. Difference corner force + resistance R141= 624 lot 11242= 3641bf 9. Unit shear In corner renes vcl=(R1-Fl)/L3= 104 pif vc2=(R2-F2)/L2= 104 pif Check Summary of Shear Values for One Opening Line l: vc1(ha1+hb1)+VI(ho1)=H2 883 520 1403 of Line 2: vol(hal+hbl)-vcl(hal+hbl)-V1(hOl)=D2 1403 883 520 0 Line 3: vc2(hal+h1e1)+V2(ho1)=H2 883 520 14031of Req. Sheathing Capacity 165 p1f 4 -Term Deflecflon� 3 -Term Req. Strep Farce 25616f 4 -Term Story Drift % 3 -Term 51 0.eq. HD Force (H) Q4031bf see Page3 Req. Shear Wall Anchorage Force (v,,,=,( 112 pit The rrm f000an [onralnMurc ea lanam.. is inreeafol use A, a resoe ro main roe 5rsb, ovo design based on APA -Toe Engineered V1000 Aseondern'I res nna ane k,d MAEPe of wma'fremed snear wool eys2m mslm In ...rm, rnefarre namfer mound acenirgs IFTAO) merMbabsgV Neither AMrrari'member m-mb"in"en, mote dr,idnArs,,exam,llaorim0•m. or assume any legal Imbil, A, noldroibilinfar loe br,Im, ule. r"e-rmn o) aco/or'1111 me r0 is irmns, fromor [anlse"mr, . or re caner, ins ms In,"Alm m In Idlmmror. Cansuir younaml(unsaiMon ar design dmf ,,lin0; la assure lamynonre wine lone, ronsnafi•a., ora aer/armonre reaulmm-a Re -m- IA e0s remand, aver 4-11, of w00.mmirm 0rme lardmans vaeer wean engineered waod ensam"sare use0,;t Anne,0aepr resaamminry afarnourrac o,mnrem c es;ym re ORuaAV Constructed. O.2018 APA- THE ENGINEERED WOOD ASSOCIATION Alt RIGHTS RESERVED ANY COPYING. MODIFICATION DISTRIBUTION, OR OTHER USE OFTHU PUBpG TION OTHER THAN AS EXPRESS,Y AUTHORUED BYAPA 15 PROHIBITEDBY THE U.S. COPYRIGHT IAWS. l Distribute Loads Per Wall Length Each Wall Line Level: Second Sheet: d/� Project: Van Deals 18-L (2-15-19) Vx= Governing seismic force Px= Governing wind force Wall Vx Px Length Shear Height OTM RM f f x RM OTM Pup Pier Lbs. Lbs. Ft. Lbs/Ft B Ft. Ft -K Ft -K 0.85 Ft -K Length Lbs. E.2 3226 2175 11.5 281 B 10.0 32.3 14.2 0.85 12.1 11.5 1756 8.1 1444 2037 3.5 582 C,3x 10.0 20.4 1.3 0.67 0.9 3.5 5571),f 8.2 1444 2037 3.5 582 C,3x 10.0 20.4 1.3 0.67 0.9 3.5 5571 9 3458 5932 13.0 456 C,3x 10.0 59.3 13.9 0.67 9.3 13.0 RY3847 " 10 1606 2442 9.5 257 A 10.0 24.4 8.8 0.67 5.9 9.5 1950 11 2145 4258 9.0 473 C,3x 10.0 42.6 7.6 0.67 5.1 9.0 4165-,6 12 1680 3532 51.0 OMF 10.0 35.3 Lt= 38.5 fie® Ardd�/ 12�1dot(o1�I IpC4f /�� ( ) Exp. D E.1 1262 851 4.5 280 B 10.0 12.6 2.2 0.85 1.9 4.5 2389 E.2 3226 2175 11.5 281 B 10.0 32.3 14.2 0.85 12.1 11.5 1756 E.3 1823 1230 6.5 280 B 10.0 18.2 4.1 0.85 3.5 6.5 2268 ` F.1 626 830 4.5 184 B 10.0 8.3 2.1 0.67 1.4 4.5 1532 F.2 1252 1659 9.0 184 B 10.0 16.6 7.9 0.67 5.3 9.0 1255 G 2174 2128 8.0 272 B 10.0 21.7 47.4 0.85 40.3 21.0 -883 H 2023 2128 7.0 304 B 10.0 21.3 5.3 0.67 3.6 7.0 2533 - 3 Lt= 51.0 fie® Ardd�/ 12�1dot(o1�I IpC4f /�� W Shear Panel Aspect Ratio Adiustment For shear panels with height/ length > 2.0 Project: Van Daele 18-L (2-15-19) f= 1.25 - (.125 x H / B) V=V'/f Wall V' Length Height f V Seismic Shear (plf) (ft.) (ft.) (plf) / Wind Panel 1.1 223 3.50 10.0 0.893 250 Wind B 6 260 6.50 15.0 0.962 270 Wind B 8.1 582 3.50 10.0 0.893 652 Wind D,3x E.1 280 4.50 10.0 0.972 288 Seismic B F.1 184 4.50 10.0 0.972 189 Wind A Redundancv Factors Project: Van Daele Level Lt h' h' I Lt rhol Roof 6 56.0 6.5 0.12 1.0 A.1 77.5 8.5 0.11 1.0 Floor 11 36.5 F.2 61.0 Sheet: 18-L h 2Lt / h rho2 rho 10 11.2 1.0 1.0 10 15.5 1.0 1.0 7.0 0.19 1.0 10 7.3 1.0 1.0 9.0 0.15 1.0 10 12.2 1.0 1.0 Michael R. Gabriel Structural Engineer Project Job no. /$ Location Sheet /-/0 of tri Na 4aeWOwG; X104 lfl fyAr61 X //� t(i110 xX.6; 7- U ilk <�)�/�,er &%* /pro Michael R. Gabriel Structural Engineer Project ^ Job no. Ay Location Sheet kle-1 of Account for Vertical Seismic Force at Holdowns Project: Van Daele f=1- (.2 x SDS / 1/4) SDS= 1.137 Mark Holdown Twind Tseismic (lbs.) (lbs.) 1 MSTI-26 2745 2299 2 MSTI-60 4675 3916 3 HDU2 3075 2576 4 HDU4 4565 3824 5 HDU5 5645 4728 6 HDU8(4X) 6970 5838 7 HDU8 (6X) 7870 6592 18-L f= 0.837571 Michael R. Gabriel I Structural Engineer Project_ Job no. M -L. Location Sheet_ of A 5;; L -z . Michael R. Gabriel Project Title: Structural Engineer Engineer: Costa Mesa. California Project ID: Project Descr: j Load Direction Dead Printed: 26 DEC 2018, 7:01 PM 2-D Frame File =C:1UserslMichaellDOCUME-11ENERCA-11VanDwle-Residencoec8, Software wpydght BERCALC, INC. 198&2018, BuiId:10.16:: 1I I KW -06001962 Member Label Load Distance from Direction "I" Joint MICHAEL Description : Line 12: Ordinary Moment Frame Global Y 6 ft i Global Y 12 ft Member Sections... Prop Label Group Tag Material Area W8x40 GrowSteel 11-70 ie2 Joint Loads.... Joint Label j Load Direction Dead Roof Live 2 Global X Member Point Loads.... Member Label Load Distance from Direction "I" Joint Dead Roof Live 3 T 3 Global Y 6 ft i Global Y 12 ft I 3.260 1 1.160 t Width hoc lyy i0 in 8.070 in 146.0 in^4 49.10 in"4 Note: Loads labeled "Global Y" act downward (in "-Y" direction) Load Magnitude Snow Seismic Wind Earth_ _ -4.366 k Note: Loads labeled "Global Y" act downward (in "-Y" direction) Load Magnitude Live Snow Seismic Wind Earth Michael R. Gabriel Project Title: Structural Engineer Engineer: Costa Mesa. California Project ID: Project Descr: Printed: 26 DEC 2018, 7; 01PM 2-D Frame File= L:IUsemlMlchaellDOCUME-11ENERCA-11VanDaele-Resldence.ec6 -'m I- Software copyright ENERCALC, INC. 19D2018, Build:10.18.10.31 . Description : Line 12: Ordinary Moment Frame Member Distributed Loads.... Note: Loads labeled "Global Y' act downward (in '-r—dl 1, Member Load SLoad Extents tart Load Magnitude Label Direction End fl Dead Roof Live Live Snow Seismic Wind Earth 3 --r Global Y OA Start Mag : 0.40 17,01 End Mag: 0.40 k/ft �ssiStrength Load Combinations ASCE 7-16 Load CombinationCd 0.2'Sds` Load Combination Factors Description Dead Seismic Roof Live Live Snow Wind Seismic Rho Earth ID.E 0 1 0.90_— — - 1.0 meacaon Loaa combinations Load Combination ^Description Dead Load Combination Factors Roof Live Live Snow Wind Seismic 1.0 ASCE 7-16 Earth Michael R, Gabriel Project Title: Structural Engineer Engineer: Costa Mesa. California Project ID: yr , Project Descr: Printed: 26 DEC 2018, T01PM 2-D Frame File=C:lUsersWlchmRDOCUME-11ENERCA-11VanDmle-Residence.ec6 - ti Software copyright ENERCLiceALC, INC. 19a2018, BuiId:10.18.10.31 Licensee : MIC AEL KW -06001962 I Description : Line 12: Ordinary Moment Frame Deflection Load Combinations ASCE 7.16' Load Combination ILoad Combination Factors Description -- Dead Roof Live Live Snow Wind Seismic Earth +0,90D+E 0.90 1.0 -- Uoint Displacements by Load Combination : Member Section Material Joint D lac ements Label Label Joint Label Load Combination X Y Z Steel +0.901)+E Group in in Radians +0.90D+E 1 +0.90D+E 0 0.0 0.007441 +0.90D+E 2 +0.90D+E -0.6913 -0.003148 0.000828 3 +0.90D+E 0.0 0.006023 4 +0.90D+E -0.6906 -0.000780 0.003649 Joint Reactions by Load Combination - - Joint Reactions Joint Label i Load Combination I X Y Z I: k k k -ft 1 +0.90D+E 3.214 8A92 J 2 +0.90D+E 3 +0.90D+E 1.154 2.006 4 +0.90D+E member tnd I-orces by Load Combination Member Label Load Combination I 1 +0.90D+E 2 +0.90D+E 3 +0.90D+E Member Stress Checks... Member Section Material Max. Axial+ I Label Label Load Combination - 1 Grouo Steel +0.901)+E Group Steel +0.90D+E Grouo Steel +0.90D+E Joint "1"End Forces Joint "J"End Forces Axial Shear Moment Axial Shear Moment k k k -h k k _-.-th_- 8.092 -3.214 0.0 -8.092 3.214 -35.354 2.006 -1.154 0.0 -2.006 1.154 -12.694 -1.154 8.092 35.354 1.154 2.006 12.694 Stress Checks per AISC 360.10 & NDS 2015 ding Stress Ratios Max. Shear Stress Ratios ativ� Status Dist (ft) Load Combination Ratio Status Dist (ft) 0.395 PASS 11.00 +0.90D+E 0.054 PASS 0.00 0.1 PASS 11.00 +0.901)+E 0.019 PASS 0.00 0.456 PASS 0.00 +0.901)+E 0.136 PASS 0.00 404bgrzl" Y-1 Michael R. Gabriel Structural Enaineer rroject_ Job no. `�I Location` Sheet of —, "OW Ak ins =./• �1.a1` /��/l6 ` rLrr _ AVO 099f 4r/lit TP TV Axl -/6 = �. 141* -,its-/ ./3/.1 �1 /� US !1� • dili�l -35'X,�y/�- Michael R. Gabriel Structural_ Engineer ProjectJob no. LocationSheet 4&r Of - 7 -, f 7, 7- 7/= -to = ® 7w^ : � TU� X -4x/97.1 ilxz 5 P ry t/vtIAP•///�. 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