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17-105197 f r Building - Single Family City of Federal Way Permit #:17-105197-00-SF Community Development Dept. 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253)835-3050 Ph:(253)835-2607 Fax (253)835-2609 Project Name: AUGUSTINE Project Address: 33133 30TH AVE SW Parcel Number:954280 1000 Project Description: Repair fire damage to existing beam in garage.Sister 2x16 beams to(2)existing 4x16 beams to strengthen overstressed beams. Owner Applicant Contractor Lender BETH E AUGUSTINE CANDACE CRUZ STERLING GROUP D K I 33133 30TH AVE SW 3605 C ST NE 926 96TH ST E FEDERAL WAY WA 98023 AUBURN WA 98002 TACOMA WA 98445 Census Category: 434 -Residential alt/add - no change in number of units Includes: J #1 #2 #3 #4 Occupancy Class: R-3 Construction Type: Type V-B Occupancy Load: Floor Area(sq.ft.) 0.00 Additional Permit Information Occupancy#1-Construction Type Type V-B Mechanical to be Included9 No Is this an Online or O.T.C.application9 No Plumbing to be Included9 No Occupancy#1-Use Residence(1 or 2 family) Total Valuation:3,000.00 No Fixtures Associated With This Permit 1t CONDITIONS: Subject to field inspection with engineering attached PERMIT EXPIRES Wednesday,25 April,2018 Permit Issued on Friday, October 27,2017 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. r Owner or agent: jC9 f I� � � Date: - .1 ,.. .• 253.833.5557(0) Project No. 'p-it-1910 Sheet 1 of BC INVESTIGATIVE 253.833.7309 (F) Designer / .., _itir Date 0 IP 1 - 888.335.5557(T) ENGINEERS, LLC 3605 C STREET N.E. Checked By Date RESPONSIVE • ACCURATE • THOROUGH AUBURN,WA. 98002 Revisions Date 60 1-eY lb Oft`l(ti)2,5/* a A fA-6€ --sid0 Dilt-Oat- 1111111 ( MOM #te- rill A 4. m Au, ...4 , ' -icr,-)c)e- 1W-011 mi,v3 , ! , / 1,Lt,kez, - I f• /i i (H) 2,)ob 1-itr ti(z. -op- 6 ,/-i-a-f-r---- 1 i , \ , ill k ..-7 UM'KAU 4 I 04 4.‘ 1 1110(1--61(C4 ( a iii eAct btitx ( Vg4kti6,) RECEIVED (.' N.• - . t;-- .4$• OCT 2 7 2017 ,9 „ CITY OF FEDERAL WAY ., co .i.,,,,,„,, _ +j COMMUNITY DEVELOPMENT 400 11," dk 4 r , . ‘ ((9 44‘ %.e. I 61, ,,, 1 W I 1 (. :\') Z&PcK -i- - ..---i7-6ffJ(Ki ' 0- 644,6:k , N.v:4. 4 IONAL V.' i,, — ( L°C P\-11--( "/C (77-2(--(2-- LIAs ') (c(7710_ CAUSE &ORIGIN • RESTORATION DESIGN • DUE DILIGENCE• CONSTRUCTION DEFECT • STRUCTURAL CONSULTING/SEISMIC REHABILITATION • CODE ANALYSIS FOR: AlLST-A7.1,---f714._ c7---;42 TITLE Li : ) - 41 fr iia,/ F, ,,C7F7' ../340 • INVESTIGATIVE PROJECT N0.— __ SHEET ti OF Min B ENGINEERS , LLC CHECKED BY_ __ T DATE_ 3605 C ST NE,AUBURN,WA. 98002 - RESPONSIVE ACCURATE THOROUGH 253.833.5557(o)/253.833.7309(F) rim CAUSE S ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INVEST/GAT/ON SEISM!HAZARD ASSESSMENT STRUCTURAL CONSULTATION STRUCTURAL CALCULATIONS CONTRACTOR: STERLING GROUP 2107 128TH STREET EAST TACOMA, WA. PROJECT: AUGUSTINE RESIDENCE FIRE DAMAGE 33/33 30TH AVE SW FEDERAL WAY, WA. STRUCTURAL BC INVESTIGATIVE ENGINEERS ENGINEER: 3605 C STREET NE AUBURN, WA. 98002 253.833.5557(0)/253.833.7903 (F) PROJECT NUMBER: 17149 LOCATION/JURISDICTION: CITY OF FEDERAL WAY CODE: 2015 IBC/IRC LOADS: I. LATERAL LOADS: WIND: 110 MPH @ 3-SECOND GUST B PER SEATTLE WIND MAP #5 I KzT SEISMIC: DOES NOT GOVERN FOR I-STORY STRUCTURES II. VERTICAL LOADS: SNOW, GROUND 30 PSF III. SOILS 1,500 PSF, ASSUMED AS ALLOWED BY CODE VERY MINOR ISOLATED CHAR TO (I) BEAM AT GARAGE (1/8" AVG) - EAST FACE ONLY (2) CENTER BEAMS FOUND TO BE OVER-SPANNED/OVER-STRESSED - STRENGTHEN PER DETAIL PROVIDED A 0149 RECEIVED �< Q1/4���� wy �,���, a , 6 --tate O0 OCT 2 7 2017 � � 37346 CITY OF FEDERAL WAY ,e, COMMUNITY DEVELOPMENT � �EG1S7E� ��` 7 . III .2 INVESTIGATIVE PROJECT N0._ SHEET OF DESIGNER__ DATE ENGINEERS , LLC CHECKED BY DATE_ 3605C ST NE,AUBURN,WA. 98002 RESPONSIVE • ACCURATE • THOROUGH 253.833.5557(o)/253.833.7309(F) CAUSE 8 ORIGIN DUE DILIGENCE RESTORATION DES/GN EXPERT WITNESS ACCIDENT INVESTIGATION SEISM/HAZARD ASSESSMENT STRUCTURAL CONSULTATION LOAD COMPLITA TIONS FLOOR LOADS DEAD FINISHES — VARIES 4 PSF SHEATHING — 3/4" PWD 2.5 PSF FRAMING — 2XIOS @ 16 2.0 PSF CEILING — 5/8" GCB 2.5 PSF MECH/ELECT 0.50 PSF MISC/INSUL'N 0.50 PSF TOTAL 12.0 PSF LIVE REDUCTION PER AREA AS ALLOWED 40 PSF TOTAL FLOOR LOADS DEAD + LIVE 52 PSF BCINVESTIGATIVE Project Title: 3 Engineer: Project Descr: Project ID. ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Printed:18OCT 2017,1:08PM Wood Beam File=X:IJobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 Lic.#: KW-06010541 Licensee:BC Investigative Engineers Description: (E)Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1000 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1000 psi Ebend-xx 1700ksi Fc-Pill 1500 psi Eminbend-xx 620 ksi Wood Species : Douglas Fir- Larch Fc Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.068)L(0.353) i b t b I i 5.0 X 15.250 ialill Span=19.0 ft F Applied Loads pp Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0680, L=0.3530, Tributary Width=1,0 ft,(Floor) DESIGN SUMMARY Desi•n N.G. (Maximum Bending Stress Ratio = 1.210 1 Maximum Shear Stress Ratio = 0.380 : 1 Section used for this span 5.0 X 15.250 Section used for this span 5.0 X 15.250 fb:Actual = 1,176.31 psi fv:Actual = 68.34 psi FB:Allowable = 971.96 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.500ft Location of maximum on span = 17.752 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.414 in Ratio= 550>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.494 in Ratio= 461>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 Length=19.0 ft 1 0.217 0.068 0.90 0.972 1.00 1.00 1.00 1.00 1.00 3.07 190.00 874.7077 0.56 11.04 162.00 +D+L+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 1.210 0.380 1.00 0.972 1.00 1.00 1.00 1.00 1.00 19.00 1,176.31 971.96 3.47 68.34 180.00 +D+Lr+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.156 0.049 1.25 0.972 1.00 1.00 1.00 1.00 1.00 3.07 190.00 1214.95 0.56 11.04 225.00 +D+S+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.170 0.053 1.15 0.972 1.00 1.00 1.00 1.00 1.00 3.07 190.00 1117.76 0.56 11.04 207.00 +D+0.750Lr+0.750L+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.765 0.240 1.25 0,972 1.00 1.00 1.00 1.00 1.00 15.02 929.73 1214.95 2.75 54.02 225.00 +D+0.750L+0.7505+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.832 0.261 1.15 0.972 1.00 1.00 1.00 1.00 1.00 15.02 929.73 1117.76 2.75 54.02 207.00 I I INVESTIGATIVE Project Title: Engineer: Project r: BC Project ID: (-7/ENGINEERS, LLC RESPONSIVE • ACCURATE ® THOROUGH Printed:18 OCT 2017,1:08PM Wood Beam File=X:Wobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 Lic.#: KW-06010541 Licensee:BC Investigative Engineers Description: (E)Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEA/ C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.122 0.038 1.60 0.972 1.00 1.00 1.00 1.00 1.00 3.07 190.00 1555.14 0.56 11.04 288.00 +D+0.70E+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.122 0.038 1.60 0.972 1.00 1.00 1.00 1.00 1.00 3.07 190.00 1555.14 0.56 11.04 288.00 +D+0.750Lr+0.750L+0.450W+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.598 0.188 1.60 0.972 1.00 1.00 1.00 1.00 1.00 15.02 929.73 1555.14 2.75 54.02 288.00 +D+0.750L+0.7505+0.450W+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.598 0.188 1.60 0.972 1.00 1.00 1.00 1.00 1.00 15.02 929.73 1555.14 2.75 54.02 288.00 +D+0.750L+0.750S+0.5250E+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.598 0.188 1.60 0.972 1.00 1.00 1.00 1.00 1.00 15.02 929.73 1555.14 2.75 54.02 288.00 +0.60D+0.60W+0.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.073 0.023 1.60 0.972 1.00 1.00 1.00 1.00 1.00 1.84 114.00 1555.14 0.34 6.62 288.00 +0.60D+0.70E+0.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.0 ft 1 0.073 0.023 1.60 0.972 1.00 1.00 1.00 1.00 1.00 1.84 114.00 1555.14 0.34 6.62 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4943 9.569 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.000 4.000 Overall MINimum 3.354 3.354 +D+H 0.646 0.646 +D+L+H 4.000 4.000 +D+Lr+H 0.646 0.646 +D+S+H 0.646 0.646 +D+0.750Lr+0.750L+H 3.161 3.161 +D+0.750L+0.750S+H 3.161 3.161 +D+0.60W+H 0.646 0.646 +D+0.70E+H 0.646 0.646 +D+0.750Lr+0.750L+0.450W+H 3.161 3.161 +D+0.750L+0.7505+0.450W+H 3.161 3.161 +D+0.750L+0.750S+0.5250E+H 3.161 3.161 +0.60D+0.60W+0.60H 0.388 0.388 +0.60D+0.70E+0.60H 0.388 0.388 D Only 0.646 0.646 Lr Only L Only 3.354 3.354 S Only W Only E Only H Only (11:1 1) 561' (- 71Di I ?k` a- 1 .O Proj INVESTIGATIVE EngintBCeitie: Engineer: Project ID: Project Descr: ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Printed:18 OCT 2017,1:04PM Wood BeamFile=X:Wobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 Lic.#:KW-06010541 Licensee:BC Investigative Engineers Description: (E)Joists-West Side �,� CODE REFERENCES kit �SM'S ! pj� 1 j 't Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 975 psi E:Modulus of Elasticity Load Combination JBC 2015 Fb- 975 psi Ebend-xx 1 500 ksi Fc-Pill 1350 psi Eminbend-xx 550 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade : No.1 Fv 150 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 625 psi Density 26.83pcf D(0.108) D(0.016)L(0.0533) D(0.016)L(0.0533) a b c D(0.016)L(0.0533) v b 2x10 elitil,i 2x10 eflIkki 2x10 Span=3.0 ft Span=6.50 ft Span =9.50 ft 4 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0160, L=0.05330, Tributary Width=1.0 ft,(Floor) Point Load: D=0.1080 k al 0.0 ft,(Ext Wall) Load for Span Number 2 Uniform Load: D=0.0160, L=0.05330, Tributary Width=1.0 ft,(Floor) Load for Span Number 3 Uniform Load: D=0.0160, L=0,05330, Tributary Width=1.0 ft,(Floor) DESISUMMARY Desi.n OK MaximumGN BendingUAs tress Ratio = 0.333 1 Maximum Shear Stress Ratio = 0. Section used for this span p 2x10 Section used for this span 2x10x10 fb:Actual = 356.71 psi fv:Actual = 36.26 psi FB:Allowable = 1,072.50 psi Fv:Allowable = 150.00 psi Load Combination +D+L+H,LL Comb Run(L**) Load Combination +D+L+H,LL Comb Run(*LL) Location of maximum on span = 3.000ft Location of maximum on span = 6.500 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 1992>=360 Max Upward Transient Deflection -0.017 in Ratio= 4240>=360 Max Downward Total Deflection 0.075 in Ratio= 954>=240. Max Upward Total Deflection -0.027 in Ratio= 2871>=240, Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.230 0.115 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 965.25 0.14 15.56 135.00 Length=6.50 ft 2 0.230 0.115 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 965.25 0.09 15.56 135.00 Length=9.50 ft 3 0.088 0.115 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 965.25 0.07 15.56 135.00 +D+L+H,LL Comb Run(**L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 INVESTIGATIVE Project Title: Engineer: Project ID: Project Descr: ENGINEERS, LW RESPONSIVE • ACCURATE • THOROUGH Printed:18 OCT 2017,1:04PM Wood BeamFile=X:IJobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 ENERCALC,INC.1983-2017,Build:10,17.8.29,Ver:10.17,8.29 Lic.#:KW-06010541 Licensee: BC Investigative Engineers Description; (E)Joists-West Side Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=3.0 ft 1 0.207 0.104 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1072.50 0.14 15.56 150.00 Length=6.50 ft 2 0,219 0.233 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.42 234.54 1072.50 0.32 34.96 150.00 Length=9.50 ft 3 0.307 0.233 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.59 329.12 1072.50 0.32 34.96 150.00 +D+L+H,LL Comb Run(*L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.207 0.149 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1072.50 0.21 22.29 150.00 Length=6.50 ft 2 0.207 0.149 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1072.50 0.21 22.29 150.00 Length=9.50 ft 3 0.092 0.149 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.18 98.41 1072.50 0.08 22.29 150.00 +D+L+H,LL Comb Run(*LL) 1.100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.207 0.109 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1072.50 0.15 16.35 150.00 Length=6.50 ft 2 0.279 0.242 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.53 298.69 1072.50 0.34 36.26 150.00 Length=9.50 ft 3 0.282 0.242 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.54 301.93 1072.50 0.34 36.26 150.00 +D+L+H,LL Comb Run(L**) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.26 28.49 150.00 Length=6.50 ft 2 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.14 28.49 150.00 Length=9.50 ft 3 0.091 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.17 97.82 1072.50 0.07 28.49 150.00 +D+L+H,LL Comb Run(L*L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.26 28.49 150.00 Length=6.50 ft 2 0.333 0.229 1.00 1.100 1,00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.32 34.41 150.00 Length=9.50 ft 3 0.318 0.229 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.61 341.07 1072.50 0.32 34.41 150.00 +D+L+H,LL Comb Run(LL*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.26 28.49 150.00 Length=6.50 ft 2 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.25 28.49 150.00 Length=9.50 ft 3 0.066 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.13 71.08 1072.50 0.08 28.49 150.00 +D+L+H,LL Comb Run(LLL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.26 28.49 150.00 Length=6.50 ft 2 0.333 0.238 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.33 35.71 150.00 Length=9.50 ft 3 0.292 0.238 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.56 313.38 1072.50 0.33 35.71 150.00 +D+Lr+H,LL Comb Run(**L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0,166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.09 15.56 187.50 Length=9.50 ft 3 0.063 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1340.63 0.07 15.56 187.50 +D+Lr+H,LL Comb Run(*L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.09 15.56 187.50 Length=9.50 ft 3 0.063 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1340.63 0.07 15.56 187.50 +D+Lr+H,LL Comb Run(*LL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.09 15.56 187.50 Length=9.50 ft 3 0.063 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1340.63 0.07 15.56 187.50 +D+Lr+H,LL Comb Run(Lu) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.09 15.56 187.50 Length=9.50 ft 3 0.063 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1340.63 0.07 15.56 187.50 +D+Lr+H,LL Comb Run(L*L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.09 15.56 187.50 Length=9.50 ft 3 0.063 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1340.63 0.07 15.56 187.50 +D+Lr+H,LL Comb Run(LL*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1,00 1.00 0.40 222.15 1340.63 0.09 15.56 187.50 Length=9.50 ft 3 0.063 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1340.63 0.07 15.56 187.50 +D+Lr+H,LL Comb Run(LLL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.09 15.56 187.50 Length=9.50 ft 3 0.063 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1340.63 0.07 15.56 187.50 +0+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.180 0.090 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.14 15.56 172.50 Length=6.50 ft 2 0.180 0.090 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.09 15.56 172.50 Length=9.50 ft 3 0.069 0.090 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1233.38 0.07 15.56 172.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 INVESTIGATIVE Project Title: liC Engineer: Project ID: Project Descr: ENGINEERS, LLC R E S P O N S I V E • ACCURATE • THOROUGH Printed:18 OCT 2017,1:04PM Wood Beam File=X:Wobs120171171491Structural Notes and CalcsIFraming Calcs(17149).ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 Lic.#:KW-06010541 Licensee: BC Investigative Engineers Description: (E)Joists-West Side Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.166 0.150 1,25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.26 28.14 187.50 Length=9.50 ft 3 0.200 0.150 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.48 268.01 1340.63 0.26 28.14 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0,102 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.18 19.18 187.50 Length=6.50 ft 2 0.166 0.102 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.18 19.18 187.50 Length=9.50 ft 3 0.061 0.102 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.15 82.37 1340.63 0.08 19.18 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1,00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=6.50 ft 2 0.173 0.155 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.41 232.58 1340.63 0.27 29.11 187.50 Length=9.50 ft 3 0.185 0.155 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.44 247.49 1340.63 0.27 29.11 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.23 25.25 187.50 Length=6.50 ft 2 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.12 25.25 187.50 Length=9.50 ft 3 0.070 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.17 94.49 1340.63 0.07 25.25 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.23 25.25 187.50 Length=6.50 ft 2 0.241 0.148 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0,58 323.07 1340.63 0.26 27.72 187.50 Length=9.50 ft 3 0.207 0.148 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.49 276.99 1340.63 0.26 27.72 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.23 25.25 187.50 Length=6.50 ft 2 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.21 25.25 187.50 Length=9.50 ft 3 0.054 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.13 72.68 1340.63 0.08 25.25 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.23 25,25 187.50 Length=6.50 ft 2 0.241 0.153 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.27 28.70 187.50 Length=9.50 ft 3 0.191 0.153 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.46 256.13 1340.63 0.27 28.70 187.50 +D+0.750L+0.750S+H,LL Comb Rt 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.180 0.090 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.14 15.56 172.50 Length=6.50 ft 2 0.180 0.163 1.15 1,100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.26 28.14 172.50 Length=9.50 ft 3 0.217 0.163 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.48 268.01 1233.38 0.26 28.14 172.50 +D+0.750L+0.750S+H,LL Comb Rt 1.100 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.180 0.111 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.18 19.18 172.50 Length=6.50 ft 2 0.180 0.111 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.18 19.18 172.50 Length=9.50 ft 3 0.067 0.111 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.15 82.37 1233.38 0.08 19.18 172.50 +D+0.750L+0.750S+H,LL Comb Rt 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0,180 0.090 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.14 15.56 172.50 Length=6.50 ft 2 0.189 0.169 1.15 1.100 1.00 1.00 1.00 1.00 1,00 0.41 232.58 1233.38 0.27 29.11 172.50 Length=9.50 ft 3 0.201 0.169 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.44 247.49 1233.38 0.27 29.11 172.50 +D+0.750L+0.750S+H,LL Comb Rt 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.262 0,146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.23 25.25 172.50 Length=6.50 ft 2 0.262 0.146 1.15 1,100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.12 25.25 172.50 Length=9.50 ft 3 0.077 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.17 94.49 1233.38 0.07 25.25 172.50 +D+0.750L+0.750S+H,LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.262 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.23 25.25 172.50 Length=6.50 ft 2 0.262 0.161 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.26 27.72 172.50 Length=9.50 ft 3 0.225 0.161 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.49 276.99 1233.38 0.26 27.72 172.50 +D+0.750L+0.750S+H,LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.262 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.23 25.25 172.50 Length=6.50 ft 2 0.262 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.21 25.25 172.50 Length=9.50 ft 3 0.059 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.13 72.68 1233.38 0.08 25.25 172.50 +D+0.750L+0.750S+H,LL Comb Ri 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.262 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.23 25.25 172.50 F Length=6.50 ft 2 0.262 0.166 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.27 28.70 172.50 Length=9.50 ft 3 0.208 0.166 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.46 256.13 1233.38 0.27 28.70 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.09 15.56 240.00 Length=9.50 ft 3 0.049 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1716.00 0.07 15.56 240.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 i , INVESTIGATIVE Project Title: Engineer: Project ID: BC ENGINEERS, LLC Project Descr: RESPONSIVE • ACCURATE • THOROUGH Printed:18OCT 2017,1:04PM Wood BeamFile=X:1Jobs120171171491Structural Notes and Calcs\Framing Gales(17149).ec6 ENERCALC,INC.1983-2017,Build:10.17.8,29,Ver:10.17.8.29 Lic.#: KW=06010541 Licensee: BC Investigative Engineers Description: (E)Joists-West Side Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cl Cr Cm C t CL M fl) F'b V fv F'v Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.09 15.56 240.00 Length=9.50 ft 3 0.049 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 84.85 1716.00 0.07 15.56 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.129 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.26 28.14 240.00 Length=9.50 ft 3 0.156 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.48 268.01 1716.00 0.26 28.14 240.00 +0+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.18 19.18 240.00 Length=6.50 ft 2 0.129 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.18 19.18 240.00 Length=9.50 ft 3 0.048 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 82.37 1716.00 0.08 19.18 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.136 0.121 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.41 232.58 1716.00 0.27 29.11 240.00 Length=9.50 ft 3 0.144 0.121 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 247.49 1716.00 0.27 29.11 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1,00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.12 25.25 240.00 Length=9.50 ft 3 0.055 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 94.49 1716.00 0.07 25.25 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.116 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 27.72 240.00 Length=9.50 ft 3 0.161 0.116 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 276.99 1716.00 0.26 27.72 240.00 +D+0.750Lr+0,750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.21 25.25 240.00 Length=9.50 ft 3 0.042 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 72.68 1716.00 0.08 25.25 240,00 +D+0.750Lr+0,750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.120 1.60 1.100 1.00 1.00 1,00 1.00 1.00 0.58 323.07 1716.00 0.27 28.70 240.00 Length=9.50 ft 3 0.149 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 256.13 1716.00 0.27 28.70 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.129 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.26 28.14 240.00 Length=9.50 ft 3 0.156 0.117 1.60 1.100 1.00 1.00 1.00 1,00 1.00 0.48 268.01 1716.00 0.26 28.14 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.100 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.080 1.60 1.100 1,00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0,18 19.18 240.00 Length=6.50 ft 2 0.129 0.080 1.60 1.100 1,00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.18 19.18 240.00 Length=9.50 ft 3 0.048 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 82.37 1716.00 0.08 19.18 240.00 +D+0.750L+0.7505+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.136 0.121 1.60 1,100 1.00 1.00 1.00 1.00 1.00 0.41 232.58 1716.00 0.27 29.11 240,00 Length=9.50 ft 3 0.144 0.121 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 247.49 1716.00 0.27 29.11 240.00 +D+0.750L+0.7505+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1,00 1.00 0.58 323.07 1716.00 0.12 25.25 240.00 Length=9.50 ft 3 0.055 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0,17 94.49 1716.00 0.07 25.25 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.116 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 27.72 240.00 Length=9.50 ft 3 0.161 0.116 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 276.99 1716.00 0.26 27.72 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.21 25.25 240.00 Length=9.50 ft 3 0.042 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 72.68 1716.00 0.08 25.25 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.27 28.70 240.00 Length=9.50 ft 3 0.149 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 256.13 1716.00 0.27 28.70 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 INVESTIGATIVE Project Title: • Engineer: Project ID: BC ENGINEERS, LLC Project Descr: RESPONSIVE • ACCURATE • THOROUGH Printed:18 OCT 2017,1:04PM File=X:1Jobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.8,29,Ver:10.17.8.29 Lic.#: KW-06010541 Licensee:BC Investigative Engineers Description: (E)Joists-West Side Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb Pb V N F'v Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.129 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716,00 0.26 28.14 240.00 Length=9.50 ft 3 0.156 0.117 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.48 268.01 1716.00 0.26 28.14 240.00 +D+0.750L+0.7505+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.18 19.18 240.00 Length=6.50 ft 2 0.129 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.18 19.18 240.00 Length=9.50 ft 3 0.048 0.080 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.15 82.37 1716.00 0.08 19.18 240.00 +D+0.750L+0.7505+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=6.50 ft 2 0.136 0.121 1.60 1.100 1.00 1.00 1,00 1.00 1.00 0.41 232.58 1716.00 0.27 29.11 240.00 Length=9.50 ft 3 0.144 0.121 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 247.49 1716.00 0,27 29.11 240.00 +D+0.750L+0.7505+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.12 25.25 240.00 Length=9.50 ft 3 0.055 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.17 94.49 1716.00 0.07 25.25 240.00 +D+0.750L+0.7505+0.5250E41,LL 1.100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.116 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 27,72 240.00 Length=9.50 ft 3 0.161 0.116 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 276.99 1716.00 0.26 27.72 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.21 25.25 240.00 Length=9.50 ft 3 0.042 0.105 1,60 1.100 1.00 1.00 1.00 1.00 1.00 0.13 72.68 1716.00 0.08 25.25 240.00 +D+0.750L+0.7505+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.25 240.00 Length=6.50 ft 2 0.188 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.27 28.70 240.00 Length=9.50 ft 3 0.149 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.46 256.13 1716.00 0.27 28.70 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133.29 1716.00 0,09 9.33 240.00 Length=6.50 ft 2 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133.29 1716.00 0.05 9.33 240.00 Length=9.50 ft 3 0.030 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.09 50.91 1716.00 0.04 9.33 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133.29 1716.00 0.09 9.33 240.00 Length=6.50 ft 2 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133.29 1716.00 0.05 9.33 240.00 Length=9.50 ft 3 0.030 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.09 50.91 1716.00 0.04 9.33 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H,LL Comb Run(L*L) 1 0.0753 0.000 0.0000 0.000 20.0000 0.000 +D+L+H,LL Comb Run(L*L) -0.0272 3.113 +D+L+H,LL Comb Run(L*L) 3 0.0621 5.029 0.0000 3.113 Vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2Support 3 Support 4 Overall MAXimum 0.619 0.631 0.290 Overall MlNimum0.305 0.499 0.209 +p+H 0.260 0.0830.070 +D+L+H LL Comb Run(**L) 0.205 0.429 0.285 +D+L+H LL Comb Run(*L*) 0.415 0.2860.058 +D+L+H,LL Comb Run(*LL) 0.360 0.631 0.273 +D+L+H,LL Comb Run(L**) 0.464 0.033 0.075 +D+L+H,LL Comb Run(L*L) 0.409 0.379 0.290 +D+L+H,LL Comb Run(LL*) 0.619 0.236 0.063 +D+L+H,LL Comb Run(LLL) 0.565 0.582 0.278 +D+Lr+H,LL Comb Run(*"L) 0.260 0.083 0.070 +D+Lr+H,LL Comb Run(*L*) 0.260 0.083 0.070 +D+Lr+H,LL Comb Run(*LL) 0.260 0.083 0.070 +D+Lr+H,LL Comb Run(L**) 0.260 0.083 0.070 +D+Lr+H,LL Comb Run(L*L) 0.260 0.083 0.070 +D+Lr+H,LL Comb Run(LL*) 0.260 0.083 0.070 BC INVESTIGATIVE Project Ds Engineer: Project ID: Project Descr. ID ENGINEERS , LLC RESPONSIVE • ACCURATE • THOROUGH Printed:18 OCT 2017,1:04PM File=X:\Jobs\2017\17149\Structural Notes and Gatos 1Framing Gales(17149).ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10,17.8.29,Vet:10.17.8.29 Lic.#: KW-06010541 Licensee:BC Investigative Engineers Description: (E)Joists-West Side Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+Lr+H,LL Comb Run(LLL) 0.260 0.083 0.070 +D+S+H 0.260 0.083 0.070 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.218 0.342 0.231 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.376 0.235 0.061 +D+0.750Lr+0.75OL+H,LL Comb Run(* 0.335 0.494 0.222 +D+0.75OLr+0.750L+H,LL Comb Run(L 0.413 0.046 0.073 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.372 0.305 0.235 +D+0,750Lr+0.750L+H,LL Comb Run(L 0.529 0.198 0,064 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.488 0.457 0.226 +D+0.750L+0.750S+H,LL Comb Run(** 0.218 0.342 0.231 +D+0.750L+0.750S+H,LL Comb Run(*L 0.376 0.235 0.061 +D+0.750L+0.750S+H,LL Comb Run(*L 0.335 0.494 0.222 +D+0.750L+0.750S+H,LL Comb Run(L* 0.413 0.046 0.073 +D+0.750L+0.750S+H,LL Comb Run(L* 0.372 0.305 0.235 +D+0.750L+0.750S+H,LL Comb Run(LL 0.529 0.198 0.064 +D+0.750L+0.750S+H,LL Comb Run(LL 0.488 0.457 0.226 +D+0.60W+H 0.260 0.083 0.070 +D+0.70E+H 0.260 0.083 0.070 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.218 0.342 0.231 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.376 0.235 0.061 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.335 0.494 0.222 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.413 0.046 0.073 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.372 0.305 0.235 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.529 0.198 0.064 +D+0.750Lr+0.750L+0.450W-FH,LL Comb 0.488 0.457 0.226 +D+0.750L+0.750S+0.450W+H,LL Comb 0.218 0.342 0.231 +D+0.750L+0.750S+0.450W+H,LL Comb 0.376 0.235 0.061 +D+0.750L+0.750S+0.450W+H,LL Comb 0.335 0.494 0.222 +D+0.750L+0.750S+0.450W+H,LL Comb 0.413 0.046 0.073 +D+0.750L+0.750S+0.450W+H,LL Comb 0.372 0.305 0.235 +D+0.750L+0.750S+0.450W+H,LL Comb 0.529 0.198 0.064 +D+0.750L+0.750S+0.450W+H,LL Comb 0.488 0.457 0.226 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.218 0.342 0.231 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.376 0.235 0.061 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.335 0.494 0.222 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.413 0.046 0.073 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.372 0.305 0.235 +D+0,750L+0.750S+0.5250E+H,LL Comb 0.529 0.198 0.064 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.488 0.457 0.226 +0.60D+0.60W+0.60H 0.156 0.050 0.042 +0.60D+0.70E+0.60H 0.156 0.050 0.042 D Only 0.260 0.083 0.070 Lr Only,LL Comb Run(*"L) Lr Only,LL Comb Run(*L*) Lr Only,LL Comb Run(*LL) Lr Only,LL Comb Run(Lu) Lr Only,LL Comb Run(L*L) Lr Only,LL Comb Run(LL*) Lr Only,LL Comb Run(LLL) L Only,LL Comb Run(DL) -0.055 0.346 0,216 L Only,LL Comb Run(*L*) 0.156 0.203 -0.012 L Only,LL Comb Run(*LL) 0.101 0.549 0.204 L Only,LL Comb Run(L*") 0.204 -0.050 0.005 L Only,LL Comb Run(L*L) 0.149 0.296 0.221 L Only,LL Comb Run(LL*) 0.360 0.153 -0.007 L Only,LL Comb Run(LLL) 0.305 0.499 0.209 S Only W Only E Only H Only NVESTI DATIVE icr: Proiect ID: Bc ENGINEERS , LLC RESPONSIVE • ACCURATE • THOROUGH Printed:18OCT 2017,1:05PM File=X:Uobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 Lic.#:KW-06010541 Licensee: BC Investigative Engineers Description: (E)Joists-Eastt Side � CODE REFERENCES a -N ° 6ril Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 975.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 975.0 psi Ebend-xx 1,500.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 550.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.1 Fv 150.0 psi Ft 625.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.108) D(0.016)L(0.0533) b � D(0.016)L(0.0533) ts 2x10 2x10 r9Ri Span=3.0 ft Span=8.50 ft 'I F PI Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0160, L=0.05330, Tributary Width=1.0 ft,(Floor) Point Load: D=0.1080 k n.0.0 ft,(Ext Wall) Load for Span Number 2 Uniform Load: D=0.0160, L=0.05330, Tributary Width=1.0 ft,(Floor) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.333 1 Maximum Shear Stress Ratio = 0.228 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 356.71 psi fv:Actual = 34.24 psi FB:Allowable = 1,072.50 psi Fv:Allowable = 150.00 psi Load Combination +D+L+H,LL Comb Run(L*) Load Combination +D+L+H,LL Comb Run(LL) Location of maximum on span = 3.000ft Location of maximum on span = 3.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 2396>=360 Max Upward Transient Deflection -0.048 in Ratio= 1510>=360 . Max Downward Total Deflection 0.068 in Ratio= 1054>=240. Max Upward Total Deflection -0.023 in Ratio= 4509>=240. Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CC i C r 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=3.0 ft 1 0.230 0.115 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 965.25 0.14 15.56 135.00 Length=8.50 ft 2 0.230 0.115 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 965.25 0.10 15.56 135.00 +D+L+H,LL Comb Run(*L) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.207 0.208 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1072.50 0.29 31.18 150.00 Length=8.50 ft 2 0.232 0.208 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.44 248.81 1072.50 0.29 31.18 150.00 +D+L+H,LL Comb Run(L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.26 28.50 150.00 Project Title: pcINVESTIGATIVProgecrDescr' Project ID: 1 2 ENGINEERS , LELC R ES P D NS IVE • ACCURATE • T H O R O U G H Printed:18 OCT 2017,1:05PM File=X:IJobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 Lic.#: KW-06010541 Licensee:BC Investigative Engineers Description: (E)Joists-Eastt Side Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Fb V N F'v Length=8.50 ft 2 0.333 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.13 28.50 150.00 +D+L+H,LL Comb Run(LL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.333 0.228 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.32 34.24 150.00 Length=8.50 ft 2 0.333 0.228 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.64 356.71 1072.50 0.32 34.24 150.00 +D+Lr+H,LL Comb Run(*L) 1.100 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=8.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.10 15.56 187.50 +D+Lr+H,LL Comb Run(L*) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=8.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.10 15.56 187.50 +D+Lr+H,LL Comb Run(LL) 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.14 15.56 187.50 Length=8.50 ft 2 0.166 0.083 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.10 15.56 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.180 0.090 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.14 15.56 172.50 Length=8.50 ft 2 0.180 0.090 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.10 15.56 172.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.166 0.140 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.24 26.16 187.50 Length=8.50 ft 2 0.166 0.140 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1340.63 0.24 26.16 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.23 25.27 187.50 Length=8.50 ft 2 0.241 0.135 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.12 25.27 187.50 +D+0.750Lr+0.750L+H,LL Comb RI 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.241 0.152 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.26 28.45 187.50 Length=8.50 ft 2 0.241 0.152 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1340.63 0.26 28.45 187.50 +D+0.750L+0.750S+H,LL Comb Rt. 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.180 0.152 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.24 26.16 172.50 Length=8.50 ft 2 0.180 0.152 1.15 1,100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1233.38 0.24 26.16 172.50 +D+0.750L+0.750S+H,LL Comb Rt 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.262 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.23 25.27 172.50 Length=8.50 ft 2 0.262 0.146 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.12 25.27 172.50 +D+0.750L+0.750S+H,LL Comb Rt 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.262 0.165 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.26 28.45 172.50 Length=8.50 ft 2 0.262 0.165 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1233.38 0.26 28.45 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=8.50 ft 20.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.10 15.56 240.00 +p+0.70E+H 1.100 1.00 1.001.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 10.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.14 15.56 240.00 Length=8.50 ft 2 0.129 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.10 15.56 240.00 +p+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.24 26.16 240.00 Length=8.50 ft 2 0.129 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.24 26.16 240.00 +p+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.27 240.00 Length=8.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1,00 1.00 1.00 0.58 323.07 1716.00 0.12 25.27 240.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 28.45 240.00 Length=8.50 ft 2 0.188 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 28.45 240.00 +D+0.750L+0.750S+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=3.0 ft 1 0.129 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.24 26.16 240.00 Length=8.50 ft 2 0.129 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.24 26.16 240.00 +0+0.750L+0.7505+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.27 240.00 Length=8.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.12 25.27 240.00 +D+0.750L+0.7505+0.450W+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0,119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 28.45 240.00 Length=8.50 ft 2 0.188 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 28.45 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.129 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.24 26.16 240,00 INVESTIGATIVE i ! ':r: Project ID. /� ENGINEERS, LLC RESPONSIVE • ACCURATE • THOROUGH Printed:18 OCT 2017,1:05PM File=X:\obs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10,17.8.29,Ver:10.17.8,29 Lic.#: KW-06010541 Licensee:BC Investigative Engineers Description: (E)Joists-Eastt Side Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V N F'v Length=8.50 ft 2 0.129 0.109 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.40 222.15 1716.00 0.24 26.16 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.105 1.60 1.100 1,00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.23 25.27 240.00 Length=8.50 ft 2 0.188 0.105 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.12 25.27 240.00 +D+0.750L+0.750S+0.5250E+H,LL 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.188 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 28.45 240.00 Length=8.50 ft 2 0.188 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 323.07 1716.00 0.26 28.45 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133.29 1716.00 0.09 9.34 240.00 Length=8.50 ft 2 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133.29 1716.00 0.06 9.34 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.0 ft 1 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133.29 1716.00 0.09 9.34 240.00 Length=8.50 ft 2 0.078 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 133,29 1716.00 0.06 9.34 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H,LL Comb Run(L*) 1 0.0682 0.000 0.0000 0,000 L Only,LL Comb Run(*L) 2 0.0426 4.274 +D+L+H,LL Comb Run(L*) -0.0015 0.095 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.685 0.248 Overall MINimum 0.415 0.198 +D+H 0.271 0.021 +D+L+H,LL Comb Run(*L) 0.497 0.248 +D+L+H,LL Comb Run(L*) 0.459 -0.007 +D+L+H,LL Comb Run(LL) 0.685 0.220 +D+Lr+H,LL Comb Run(*L) 0.271 0.021 +D+Lr+H,LL Comb Run(L*) 0.271 0.021 +D+Lr+H,LL Comb Run(LL) 0.271 0.021 +D+S+H 0.271 0.021 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.440 0.191 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.412 0.000 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.582 0.170 +D+0.750L+0.750S+H,LL Comb Run(*L 0.440 0.191 +D+0.750L+0.750S+H,LL Comb Run(L* 0.412 0.000 +D+0.750L+0.750S+1-1,LL Comb Run(LL 0.582 0.170 +D+0.60W+H 0.271 0.021 +D+0.70E+H 0.271 0.021 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.440 0.191 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.412 0.000 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.582 0.170 +D+0.750L+0.7505+0.450W+H,LL Comb 0.440 0.191 +D+0.750L+0.750S+0.450W+H,LL Comb 0.412 0.000 +D+0.750L+0.750S+0.450W+H,LL Comb 0.582 0.170 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.440 0.191 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.412 0.000 +D+0.750L+0.7505+0.5250E+H,LL Comb 0.582 0.170 +0.60D+0.60W+0.60H 0.162 0.013 +0.60D+0.70E+0.60H 0,162 0.013 D Only 0.271 0.021 Lr Only,LL Comb Run(*L) Lr Only,LL Comb Run(L*) Lr Only,LL Comb Run(LL) L Only,LL Comb Run(*L) 0.227 0.227 L Only,LL Comb Run(L*) 0.188 -0.028 L Only,LL Comb Run(LL) 0.415 0.198 S Only W Only E Only BCEngINVESTIGATIVELC Project Title: ineer: Project ID: Project Descr: ENGINEERS, L RESPONSIVE • ACCURATE • THOROUGH Printed:18OCT 2017, 1:05PM Wood Beam File=X:1Jobs120171171491Structural Notes and Calcs\Framing Calcs(17149).ec6 ENERCALC,INC.1983-2017,Build:10.17,8.29,Ver:10.17.8.29 Lic.#: KW-06010541 Licensee: BC Investigative Engineers Description: (E)Joists-Eastt Side • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support3 H Only ( c _— INVESTIGATIVE DESIGNER SHEET—OF__— DATE IIBC ENGINEERS , LLC PROJECT No. CHECKED BY __ DATE 3605 C ST NE,AUBURN,WA.98002 RESPONSIVE • ACCURATE • THOROUGH 253.833.5557(0)1253.833.7309(F) CAUSE 8 ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INDESTIGA TION SEISMI HAZARD ASSESSMENT STRUCTURAL CONSULTATION BOLT DOUBLE SHEAR WOOD-WOOD oi-WOOD-METAL DFL=Douglas Fir-Larch DES=Douglas Fir-South HF=Hem-Fir Main Member: Side Member: WOOD species: DFL WOOD species: HF METAL Fe perp. 3150 psi Fe perp. 2550 psi Fes or Fu 45000 psi Fe II 5600 psi Fe II 4800 psi is O inch Theta 90 degrees Theta 90 degrees Fern or Fe theta 3150 psi Fes or Fe theta 2550 psi tm 3.500 inch is 1.500 inch Theta Max. 90 degrees Bok: Z = 604- Lbs D 0.5000 inch Double Shear(three member) Z'= 604 Lbs Fyb 45000 psi Z failure mode 1103 Mode I Re 1.235 765 Mode Is I 1 4 <I• iA M I 1 t yv 1y Iv�11111vv i1�r,.. K theta 1.250 604 Mode Ills 1, I' 1 k3 1.654 813 Mode I V v: ! �, .). I- s + _. ._..._ .r. .. . .. .-1 Adjustment Factor C D C M C t C g C delta C d C eg Z 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Notes: 1. Fe perp is dependent on diameter of bolt(Table BA-1991 NOS) 2. 0 <=Theta<= 90 3. Metal side members: Fu=58000psi for ASTM A36 steel,and Fu=45,000psi for ASTM A446 Grade A steel. (OCILIO, il S.:-- -=------ j(___' (,(2,)c`:-- t'l (9C LI ZD .5 if? 0-01 t,. V4 o c.MS rNI I', - _. — - ...m THIS CARD IS TO REMAIN ON-SITE �,rroF• A14Construction Inspection Record Federal Way INSPECTION REQUESTS: (253)835-3050 PERMIT#: 17 105197 00 Address: 33133 30TH AVE SW Project: BETH E AUGUSTINE FEDERAL WAY WA 98023-2721 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. El SWM Precon Site Mtg(4400) ® Initial Erosion Control(4365) ® Footings/Setback(4110) Approved To be done PRIOR to breaking ground Approved to place concrete By Date By Date By Date ❑ Underfloor Framing(4285) ® Floor Sheathing(4105) El Shear Walls(4245) Approved to sheath floor Approved to install flooring Approved to install siding By Date By Date By Date El Roof Sheathing(4220) ® Fire/Draft Stops(4095) ® Interim Erosion Control(4370) Approved to install roofing Approved Approved By Date By Date By Date Prior to scheduling a Framing inspection; 10 Framing(4120) Ill Insulation(4150) Electrical,Plumbing&Mechanical Rough-in Approved to insulate Approved to install wallboard and Fire/Draft Stop inspections must be signed- off and approved. IBC 109.3.4 By Date By Date .0 Gypsum Wallboard Nailing(4130) 13 Final Erosion Control(4375) CI Final-Building(4050) Approved to install mud&tape Approved Approved By Date By Date By (N, •,.../ Date t y_ ?,),.(i.. FILE ❑ Rough Electrical ❑ Final Electrical ❑ Right of Way Approved Approved Approved By Date By Date By Date of CITY OF A. PERMIT APPLICATION Federal Way PERMIT CENTER+33325 8th Avenue South+Federal Way,WA 98003-6325 253-835-2607+ FAX 253-835-2609 +pRI is n Vc eDe alway.com PERMIT NUMBER � F _ ioSISF OCT 272017 TARGET DATE CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT SITE ADDRESS SUITE/UNIT# 33133 30th Ave SW Federal Way, WA 98023 PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL# $ i000 9 5 4 2 8 0 _ 1 0 0 0 TYPE OF PERMIT IXBUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ENGINEERING ❑ FIRE PREVENTION NAME OF PROJECT Augustine Fire Minor fire damage to existing beam in Garage. Sister new 2x16 beams to PROJECT DESCRIPTION Detailed description of work to two existing 4x16 beams to strengthen the overstressed beams be included on this permit only NAME PRIMARY PHONE Beth Augustine PROPERTY OWNER MAILING ADDRESS E-MAIL 33133 30th Ave SW CITY STATE ZIP Federal Way WA 98023 NAME PHONE The Sterling Group DKI 253-537-3177 MAILING ADDRESS E-MAIL CONTRACTOR 926 96th St E steveh@sterlingdki.com CITY STATE ZIP FAX 253-537-3147 Tacoma WA 98445 /J7 WA STATE CONTRACTOR'S LICENSE# EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE# �l� STERLGI983NW 08 18 / 18 NAME PRIMARY PHONE Jesse Binford 253-833-5557 APPLICANT MAILING ADDRESS E-MAIL 3605 C St NE jbinford@bcie.net CITY STATE ZIP FAX Auburn WA 98002 253-833-7309 NAME Same as Applicant PRIMARY PHONE PROJECT CONTACT pp (The individual to receive and MAILING ADDRESS E-MAIL respond to all correspondence concerning this application) CITY STATE ZIP FAX NAME PROJECT FINANCING n/a - insured loss ❑ OWNER-FINANCED When value is$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP PHONE (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner.I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct.I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim(including costs, expenses, and attorneys'fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part of this application. SIGNATURE: - 1.e(--(4 � ��I (... DATE (d'�J) (( PRINT NAME: Jesse Binford Bulletin#100—January 29,2016 Page 1 of 2 k:AHandouts\Permit Application VALUE OF MECHANICAL WORK MECHANICAL PERMIT n/a Indicate how many of each type offixture to be installed or relocated as part of this project.Do not include existing fixtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER(Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS(Commercial) BOILERS FURNACES HOT WATER TANKS(Gas) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES VALUE OF PLUMBING WORK PLUMBING PERMIT n/a Indicate how many of each type of fixture to be installed or relocated as part of this project.Do not include existing fixtures to remain. BATHTUBS(or Tub/Shower Combo) LAVS(Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER(Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS(Kitchen/Utility) WATER HEATERS(Electric) HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS n/a Lakehaven Lakehaven EXISTING/PREVIOUS USE LOT SIZE(In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? SFR 9,360 ❑Yes X No ❑Yes X No RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION(in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE BASEMENT FIRST FLOOR(or Mobile Home) SECOND FLOOR COVERED ENTRY DECK GARAGE ❑ CARPORT ❑ OTHER(describe) EXISTING PROPOSED TOTAL Area Totals **NEW HOMES ONLY** ESTIMATED SELLING PRICE$ # OF BEDROOMS COMMERCIAL—NEW/ADDITION n/a AREA DESCRIPTION Area in Occupancy Group(s) Construction # of Square Feet p y p( ) Type Stories Additional Information NEW BUILDING ADDITION COMMERCIAL—REMODEL/TENANT IMPROVEMENTS n/a AREA DESCRIPTION Area in Occupancy Group(s) Construction # of Square Feet P Y p( 1 Type Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin#100—January 29,2016 Page 2 of 2 k:\Handouts\Permit Application