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BLD2018-1622 Approved WC3 Hwy 99 Edmonds - Sup Structural Calcs 2STRUCTURAL CALCULATIONS EDMONDS HIGHWAY 99 APARTMENTS BUILDING PERMIT RESUBMITTAL MAY 2212019 EDMONDS, WASHINGTON JOB No. 1853 t,*�SSEF FC-- -ZN 0 13� WAS A: </ ?91 PW7- A 7LV� IA% - EXPIRES: 06-20-20 PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. BUILDING STRUCTURAL MECHANICAL PLUMBING ELECTRICAL ENERGY ACCESSIBILITY FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. DATE: 02/03/2020 BY: WEST COASf'CODE CONSULTANTS, INC. Cary Kopczynski & Company 10500 NE Sth Street, SUite 800 BellevLle, VVA 98004-4351 Phone: (425) 455-2144 mAvAcps.com STRUCTURAL ENGINEERS Cantilevered Retaining Wall Criteria Retained Height 8.50 ft Wall height above soil 3.00 it Slope Behind Wall 5.00 : 1 Height of Soil over Toe 12.00 in Water height over heel 0.0 it Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 50.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in FDes,g, Surnini Wall Stability Ratios Overturning 1.49 Ratio Sliding 1.04 Ratio < Total Bearing Load 3,460 lbs resultant eoc. 20.95 in Soil Pressure @ Toe 1,840 psf OK Soil Pressure @ Heel 0 psf OK Allowable 3,000 PSf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,208 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 10.6 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 2,054.0 lbs less 100% Passive Force 1,098.2 lbs less 100% Friction Force 1,038.0 lbs Added Force Req'd 0.0 lbs OK for 1.5: 1 Stability 944.8 lbs NIS Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Edmonds Hwy 99 Engineer: Pr,DjeGt ID: 1853 Project Descr: Soil Data I Allow Soil Beading 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf Friction Coeff btwn Fig & Soil = 0,300 Soil height.to ignore for passive pressure 12.00 in Lateral Load Applied Lateral Load 42.0 pif Height to Top 8.50 it Height to Bottom 0.00 it Wind on Exposed Stem = 30.0 psf Software mpyright ENERCALC, INC. 1983-2018, Build:10.18.12.22 . Calculations per ACI 318-14, ACI 530-11, IBC 2015 CBC 2016, ASCE 7.16 Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 it Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 it Footing Type Line Load Base Above/Below Soil 0.0 it at Back of Wall Poisson's Ratio 0.300 Stem Construction--] Top at -- St- OK Design Height Above Ftg ft = 2 00 W 'all Material Above "Ht' = Concrete T i kn Ift, ness in = 8.00 Reber Size = # 5 Reber Spacing in = 12.00 Reber Placed at = User Spec Design Data fib/FB + fa/Fa 0.626 Total Force @ Section lbs = 1,600.0 Moment Actual fi-I = 4,602.4 Moment Allowable fi-I = 7,353.6 Shear Actual psi = 26.7 Shear Allowable psi = 94.9 Wall Weight psf = 100.0 Reber Depth 'd' in = 5.50 Lap splice if above in = 18.50 Lap splice if below in = 18.50 Hook embed into footing in = 18.50 Concrete Data fe psi = 4,000.0 Fy psi = 60,000.0 Stem 0 0.00 Concrete 8.00 # 6 12.00 User Spec 0.846 2,474.5 8,669.0 10,247.5 40.7 94.9 100.0 5.50 22.20 11.50 11.50 4,000.0 60,000.0 Project Title: Edmonds Hwy 99 Engineer: Pr,DjeGt ID: 1853 Project Descr: . .......... -111- .. ......... . ... . Cantilevered Retaining Wall Software mpyright ENERCALC, INC. 1983-2018, Build:1 0. 18.12.22 Footing Dimensions & Strengths Footing Design Results Toe Width 5.33 it Toe Heel Heel Width 0.67 Factored Pressure 2,208 0 psf Total Footing Width 6.00 Mu': Upward 0 0 ft-lb Footing Thickness 18.00 in Mu': Downward 0 0 fi-lb Mu: Design 8,669 0 fi-Ib Key Width Key Depth 0.00 in 0.00 in Actual 1 -Way Shear 10.63 0.00 psi Key Distance from Toe 0.00 it Allow I -Way Shear 82.16 Toe Reinforcing # 5 @ 12.00 in 82.16 psi fc = 3,000 psi Fy 60 000 psi Heel Reinforcing # 5 @ 12.00 in Footing Concrete Density = 1 �6.00 pcf Key Reinforcing None Speed Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: 44@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Heel: Not req'd, Mu � S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING ..... ..... RESISTING Force Distance Moment Force Distance Moment Item lbs it fi-lb Heel Active Pressure 1,750.0 3.33 5,833.3 Surcharge over Heel Toe Active Pressure -109.4 0.83 -91.1 Surcharge Over Toe -33.7 1.25 -42.1 Adjacent Footing Load Added Lateral Load 357.0 5.75 2,052.8 Load @ Stem Above Soil = 90.0 11.50 1,035.0 Total = 2,054.0 O.T.M. 8,787.9 Resisting/Overturning Ratio = 1.49 Vertical Loads used for Soil Pressure 3,459.9 lbs Vertical component of active pressure NOT used for soil pressure STRUCTURALLY ACCEPTABLE, DUE TO PRESENCE OF RETURN WALLS Soil Over Heel 0.0 6.00 0.0 Sloped Soil Over Heel 0.0 6.00 0.0 Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Axial Live Load on Stem Soil Over Toe 693.3 2.67 1,848.7 Surcharge Over Toe 266.7 2.67 711.0 Stem Weight(s) 1,150.0 5.67 6,516.3 Earth @ Stem Transitions Footing Weight 1,349.9 3.00 4,049.6 Key Weight Vert Component Total 3,459.9 lbs R.M. 13,125.5 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Pp= 1098.2# 2054.# 1839.8psf 11-01, #5@12.in @Toe #5@12.in @ Heel A i, C.— �/ W; 0 19 in nl,. Designer select all horiz. reinf. io 5'-4- 111 6'-0" m z 0 r- 0 m Job Title: CkC 77� PP Subject: STRUCTURAL ENGINEERS Sheet No: Edmonds Highway 99 Wood DiaDhraam & Collectors Job No.: 1853 Designer: JK Date: 12/08/2018 Cary Kopczynskf & Company RJV 05/2�/J.41q LEVEL IRS E-W DIAPHRAGM FORCES t0life7ritf t WAIIS F,i = 268.2 k [LRFD] 187.7 k [ASD] Z'z 0-0045)11210 = M pil rAsb] = 725 P4 MOM = 8.38 psf [LRFD] 5.87 psf [ASD] 11 � 11111111 11111111 11111 11=M� �� � I � P yi) S TL TK �A C&A) -116aa- r all, 4 7. CA [7- C6 nor_- ffis C6 V 36 CHORD STRENGTH �PJA,,.w (1.6)(1,350)(1.5)(5.5) 17.82 k [ASDI (2x6 PLATE) (PI)AIMI (1.6)(575)(1.5)(5.5) = 7.59 k [ASD] (2x6 PLATE) (ZII)ALL.. (1.6) (0.092) (4) (35) 20.61 k 6d NAILING) [ASDI (I => PALLOW = 7.59 k [ASD] lad V, = (8.38) (8,000) = 67,040 k (LRFD1 qI1, W 4 ?',v0K1 --614, Vu = (67,040)/(200) = 335 pIf [LRFD] Ov, = (0.8) (570) = 456 plf [LRFD1 => OKAY Ed; V,, = (8.38) (3,300) = 27,654 k [LRFD] v, = (27,654)/(97) = 285 plf [LRFDI -- - ov, = (0.8) (430) = 344 pif [LRFD] => OKAY THEREFORE, 3/4" UNBLOCKED PLYWOOD DIAPHRAGM w/ I Od NAILS @ 6" oc EDGES & 12" oc FIELD STRUCTURALLY ACCEPTABLE A-3 11 A 1;11 T '"Ar DMI z PAIJOW ,vow M.,, = (27.654) (35/2) 483.9 k-ft [LRFD1 = 338.8 k-ft [ASDI TIAI = 338.8/97 = 3.49 k [ASD] => OKAY M.All = (67.04) (34/2) = 1, 139.7 k-ft [LR FDI = 797.8 k-ft [AS DI T. = 797.8/200 m 3.99 k [ASD] => OKAY A-4 Job Title: Subject: STRUCTURAL ENGINEERS Sheet No: Cary Kopczyns�d & Company LEVEL R5 N-S DIAPHRAGM FORCES Fp, = 268.2 k [LRFD] 187.7 k [ASD] = 8.38 psf [LRFD] 5.87 psf [ASD] Edmonds Highway 99 Wood Diaphragm & Collectors �m CHORD STRENGTH (PJALLOW = (1.6) (1,350) (1.5) (5.5) = 17.82 k [ASD] (2x6 PLATE) (PI)AL.W = (1.6) (575) (1.5) (5.5) = 7.59 k [ASDI (2x6 PLATE) (Z,,),,,,ow = (1.6) (0.092) (4) (35) = 20.61 k [ASD] (I 6d NAILING) => P,,LLow = 7.59 k [ASD] V,, = (8.38) (11,000) = 92,180 k [LRFD] klllvv = 143 PV vu = (92,180)/(294) = 314 plf [LRFD] tv, = (0.8) (430) = 344 pif [LRFD1 => OKAY V, = (8.38) (3,300) = 27,654 k [LRFDJ ------- n --------- vu = (27,654)/(71) = 389 pif [LRFDI tv, = (0.8) (570) 456 plf [LRFD] => OKAY THEREFORE, 3/4" UNBLOCKED PLYW OD DIAPHRAGM wl 1 Od NAILS @ 6" oc EDGES & 12" oc FIELD STRUCTURALLY ACCEPTABLE U., 1.;. 1, ro 0! M.), = (27.654) (35/2) = 483.9 k-ft [LRFD] = 338.8 k-ft [ASD] T,A, = 338.8/97 = 3.49 k [ASD] => OKAY Job No.: 1853 Designer: JK Date: 12/08/2018 ACV 051,2112siq Ism .7 LEV 4-511 "'CUM rr X. M3 1141 "'5 TMAX = qV(Z P.116 VAK M.,,, = (92.18) (35/2) = 1,613.2 k-ft [LRFD] = 1, 129.2 k-ft [ASD] -T11AX = 1, 129.2/294 = 3.84 k [AS D] => OKAY A-5 Job Title: -Edmonds Highway 99 Job No.: 1853 Subject: -Wood Diaphragm & Collectors Designer: JK STRUCTURAL ENGINEERS Sheet No: Date: 05/22/2019 Cary Kopczynski & Company LEVEL R5 DIAPHRAGMS LEVEL R5 IS AFNEAWTANVE OF A WhIsT eAsr combinori WCQWIE PAW F-192 7H)?OiIW F-IqI OF TYE' W 5VWrWdA1 e.41ty&1fflNS b.47rb Of/#7//J Fp = 5.97 e4 [AS153 . . ...... !IA J5. ST D THER5, TYP ex J1 1 J1 \Trz 7fil T =1411-1ar, A��,"Y lip- 14 1,J P, P5 T --I I 53 ST (D5 �Frp. .. ... .. ... J TYP 51 REF 21/K01 FOR 5TAIR FFZMO, TYP 4560X9/8 TYP 55. N I J4 - _TS 52- 131 T LF �y 4_ZT 4T) T 44 W A 1705 4s, rAjbl *960A)WIAP Minim AT2 V4= \rA - 57012 =I 95 rAO) Or Mvewomv Dot lap NO 7.51" [RET tilre rAaf DAM ^17,1141 .'2 PLYWOOD Mhkv 'i CH69b, PLYWOOb A 61XAP TA = N00(2310)12 = 1139 111m 11101 126 111�t [AM) DIAPH90M) = 0510) (93112)12 = 1617 4/m IMI 135 11,14 MM CAPAtITIES ReM 10Ab DEMM Mpv4 6TM9 + EI&A"4 OPWIAIK W1 'Am 0 AW 7 2 IAIM& ===i> 57fivt?v0uv BUTM6tif A - 6 BASEMENT WALLS ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 2018 Date: 05 - 16 - 2019 Time: 14:35 File: 1853_99Edmonds_BsmtW_W_Cant 1 - PROJECT TITLE: "1853-99 Edmonds" 1. 1 Design Strip: Basement Wall -West 1.2 Load Case: Envelope 2 -MEMBER ELEVATION SPAN 1 R-Cant IN 11.50 11.50 3 - TOP REBAR 3.1 ADAPT selected 3.2 ADAPT selected (D#5X160" 3.3 Num. of layers 1 1 5 - BOTTOM REBAR 5.1 ADAPT selected 5.2 ADAPT selected (�)MX23'0" 5.3 Num. of layers 1 1 1 6 - REQUIRED & PROVIDED BARS max 0.21 0.21 0.10 0.10 6.1 Top Bars 0.3' [ in'] 0.1; - required 0.0( provided 0.1(- 0.3; - 0.4f - 6.2 Bottom Bars 0.6, max 0.15 0.19 0.08 0.10 0.10 7 - SHEAR STIRRUPS 7.1 ADAPT sel ' ected Bar Size# 5 Le6s: 2 Spacing [in] - - - - - - - - - - - - - - - - - - - - - - - - - - - 7.2 User -selected L I I Bar Size # Legs: 7.3 Required area [in2/ft] 0.6- 0.3 0.0 0. 0. 9 - DESIGN PARAMETERS 9.1 Code: American AC1318 (2014)/IBC (2015) f. = 4000 psi fy 60 ksi (longitudinal) fy 60 ksi (shear) 9.2 Rebar Cover: Top = 2 in Bottom = 1 in Rebar Table: 10 - MATERIAL QUANTITIES CONCRETE MILD STEEL Total volume of concrete = 23.0 ft3 Total weight of rebar 63.6 lb Area covered = 23.0 ft2 Average rebar usage 2.764 lb/ft2, 2.764 lb/ft3 11 - DESIGNER'S NOTES A - 7 BASEMENT WALLS 12 - DEFLECTIONS Deflection Diagrams File: 1853 99Edmonds BsmtW W Cant Service Env. Max Total Service Env. Min Total Service Env. Max Sust. Service Env. Min Sust. -0.12- -0.10- -0.08-- -0.06-- .0 0 -0.04-- -0.02-- 0-- 0. 02 0.04-- Span 1 Right Cantilever 14 - MAXIMUM S P A N D E F L E C T 1 0 N S ------------------------------------------------------------------------------ Concrete's modulus of elasticity .............. Ec = 3605.00 ksi Creep factor .................................. K = 2.00 Values in parentheses are (span/max deflection) ratios 14.1 - Maximum Span Deflections - Service Combination 1 < ....... DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE ....... > SPAN DL DL+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1 ----- 2 ------ 3 -------- 4 ------------- 5 ------------- 6 ------------- 7 ------------- 8 ------ 1 0.00 0.00 0.00(*�***) 0.01( 9795) 0.00(78781) 0.04( 3265) 0.04( 3307) CR 0.00 0.00 0.00(*****) -0.04( 3692) 0.04( 3451) -0.11( 1230) -0.07( 1913) 14.3 - Maximum Span Deflections - Service Combination 3 < ....... DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE ....... > SPAN DL DL+SDL DL+SDL LL XL SUSTAINED TOTAL +CREEP -1 ----- 2 ------ 3 -------- 4 ------------- 5 ------------- 6 ------------- 7 ------------- 8 ------ 1 0.00 0.00 0.00(*****) 0.01( 9795) 0.00(78781) 0.00(*****) 0.01(10115) CR 0.00 0.00 0.00(*****) -0.04( 3692) 0.04( 3451) 0.00(*****) 0.00(52873) 0,375 , k1ft 0. 3 5Q k/ft 0.270 0.1 k/f 0- k/ft a Span 1 RC 11 .50 ft 11.50 ft A-8 Job Title: Subject: STRUCTURAL ENGINEERS Sheet No: Edmonds Highway 99 -Eyebrow Framing and Connections Cary Kopczynski & Company EYEBROW FRAMING AND CONNECTION 4'- 0" MAX REF ARCH 2x4 GONT FA5rIA (2) lod comMON, TYP _�_12X& @ 165"0C LRIPPED FOR 5LOPE 5IMP50N A35, TYP - 3xro @ 16`0C 2x& BLK&, TYP ED6E NAILIN6, TYF 1 1/2" AIDE CONT L5L LEDC7ER A0 EVEWite OuTpur !), F= 790f C,"D] 7q5 v oW Job No.: 1853 Designer: JK Date: 05/22/2019 Paz Eva %,vmKAPPK owor, 0.561(1,ftgew thstl Vouow 56 0 IkI 'f'gjv'vxAy OVIK Msb) tj 0.561 K-4 MAI 15/32" APA RATED PLYYiOOD 5HEATHIN& ALL AROUND U)/ 10d COMMON @ 6"oc, E06E 12"or. FIELD (4) 1/4"(P x 0'-4" 5IMP50N 5DkN5 5CREkN5 A5 5HOhN x (3) 5IMP50N 5PMr,15600 < 56REA5 TO EA NALL 5TUD, TYP 10d NAIL5 @ 3`oc, TYP ROOF 5HEATHIN6, REF PLAN PARAPET j 'REF —AZ VARIE5 '1'11"/JO15T, REF PLAN 2., Y41DE TIMBER5TRAND BLK6 @ 32"or, wl 5IMP50N HAN&ER EA END, T'�P 5IMP50N Hb TIE AT MALL 5TUD TO EA TIMBER5TRAND BLOCK Proi Edmonds Highway 99 Engineer: JK ProjectTitle: Edmonds Highway 99 Project ID: 1853 Engineer: JK Project Descr: Project ID: 1853 Project Descr: Wood Beam Iph,japtW853 - 23326 Hwy 99ApartroarMlEngineering Data�Enmale�1863-Edmnd�.99-Wo�d-Hodmnt.1 Projectp�1853 - 23326 Hwy 99ApartmentalEngireering Wood Beam DataEn-161853-Edinonds 99-Wood-Hodizoni Lic. # : KW.06006414 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12622 Licensee : cary kopczynski & company Lic. # : KW-06006414 Software copi ENERCALC, INC. 1983-2018,13011 Description : Eyebmay Vertical Frame Licensee : cary kopczynski & company Description : Eyebrow Horizontal Frame CODE REFEREN CODE REFERENCES I Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Flb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Flb - 900.0 psi Ebeni 1,600.Oksi Fc - Pill 1,350.0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase Unbraced Lengths First Brac,as starts at 1.333 ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.333 It 2x6 Span = 4.0 ft Applied Loads service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.010, Lr = 0.020, S = 0.030, W = 0.030 ksf, Tributary Width = 1.333 ft, (Typical Roof Load) DESIGN SUMMARY . 0 Maximum Bending Stress Ratio 0.4541 Maximum Shear Stress Ratio 0.172 :1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual 694.46psi fv Actual 35.54 psi FB: Allowable 1,530.91 psi Fv All -able 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span 3.985ft Location of maximum on span 3.547 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span If 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 1440 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0 <480.0 Max Downward Total Deflection 0.125 in Ratio = 766 >=320. Max Upward Total Deflection 0.000 in Ratio = 0 �320.0 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Flb - 900.0 psi Ebeni 1,600.Oks! Fc - Pdl 1,350.0 psi Emintend - xx 580.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pef Beam Bracing Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase Unbraced Lengths First Bra� starts at 1.333 ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.333 It W(O.03999) W(O.03999) X X . X X .. X X 3x6 3x6 L Span = 4.0 ft Span = 10.0 Ift F Applied Loads Saralee loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load : W = 0.030 ksf, Tributary Width = 1.333 ft, (Typical Roof Load) Load for Span Number 2 Uniform Load : W = 0.030 ksf, Tributary Width = 1.333 ft, (Typical Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.16& 1 Maximum Shear Stress Ratio 0.087 : 1 Section used for this span 3x6 Section used for this span 3x6 fla Actual 360.83psi tv Actual 25.09 psi FB Allowable 2,142.24psi Fv Allowable 288.00 psi Load Combination +D+W Load Combination +D+W Location of maximum on span 5.810ft Location of maximum on span 4.000 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.101 in Ratio = 1184 ­480. Max Upward Transient Deflection -0.035 in Ratio = 2762 ­480. Max Downward Total Deflection 0.109 in Ratio = 1102 >=320. Max Upward Total Deflection -0.037 in Ratio = 2570 >=320. 10 "'BOLTGRP.xis" Program Version 2.5 BOLT GROUP ANALYSIS Using the Elastic Method for up to 25 Total Bolts Job Name: lEdmonds 99 1 Subject: lEybrow Framing Job Number: 11853 loriginator:IJK I Checker: I Input Data: Number of Bolts, Nb Results: Bolt Coordinates: Bolt Reactions (k) 25.0 BOLT GROUP PLOT Xo (in.) Yo (in.) Axial Rz Shear Rh #1: 0.000 0.000 #1: 0.00 0.46 #2: 5.000 0.000 #2: 0.00 0-56- 20.0 #3: 0.000 5.000 #3: 0.00 0.46 #4: 5.000 5.000 #4: 0.00 0.5E-- U) lo.0 5.0 1 2.0 �.o 4.0 s.o X - AXIS (in.) 10 Bolt Group Properties: Xc = 2.500 in. Yc = 2.500 in. Ix = 25.00 in.12 ly = ;F5.00 in.A2 J = 50.00 in.A2 lxy = 0.00 in.A2 0 = 1 0.000 Ideg. No. of Load Points, N E Loads (a) C.G. of Bolt Group: X PZ = 0.00 kips Load Point Data: Point #1 Y- PX = 0.00 kips X-Coordinate (in.) = 2.500 X Py = 0.27 kips Y-Coordinate (in.) = 2.500 E MX = 0.00 in-k Z-Coordinate (in.) = 0.000 1 My = 0.00 in-k Axial Load, PZ (k) = 0.00 Z Mz = 7.21 in-k Shear Load, PX (k) = 0.00 Shear Load, Py (k) = 0.27 Bolt Reaction Summary: Moment M n-k� :' 000 Rz(gx) 0.00 oment: My k �!n MM'oment, �-7.21 0' 00 F z mm) �Pps 0.00 s k 11 Mz (in-k) = Rh(max) 0.56 kips 1 of 1 5/22/2019 7:32 AM