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\ ; CT ENGINEERING Structural Engineers INC. .13 07 201 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 208.285.0618 (F) MST2019-00323—14255 SW 168'AVE—LOT 67 vl d Y �F !i(a�1t3rJ MST2019-00324—14271 SW 168T"AVE—LOT 68 111 f IN(; DIVJSION MST2019-00325—14279 SW 168T"AVE—LOT 69 _ MST2019-00326—14293 SW 168T"AVE—LOT 70 #1 81 6 2 MST2019-00327—14297 SW 168T"AVE—LOT 71 Structural Calculations River Terrace Area IV (Row Houses) c Glso Lots 67-71 Tigard, OR y �'REGF,NA FS T. •GZ Design Criteria: 2017 ORSC (2015 IBC) 10/04/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.6 46.09 45 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 1 of 82 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace Area IV Row Houses—Tigard, OR DESIGN SUMMARY: The proposed project consists of three-story wood framed row house structures that are comprised of E8 exterior units and K8 interior units. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre- manufactured wood I-joists. The lower floor is a slab-on-grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 2 of 82 SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing -asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 3 of 82 f� 9' 1" 3'-7J " 2'-3)/2 11'-21/2 1'-11,1/2" 4 l 4,Y2;; 4'-2 " 4'-27/4" `4y EXTENT OF 1-HR ROOF F 3 20` EXTERIOR WALL. 3/D1 J3 , 7 0 5 0 XOX 1 BELOW D COMMON WALL I I EGRESS O TV NICHE j WINDOW 1 WALL 1 AT+36'AT ,I BELOW -4A.F.F. I • I+24" AFF � 1 { INSULATE-I® 'I 1 FLOOR OVER ♦ �I� ♦ { - UNHEATEF� SPACEI WALL / ) I BELOW — M< f Matter Bedroortt II i N I-__Dl * a ,, a VAULTFLI CEILING II M PER I MANUFACTURER I RADON r 2,9' 3'-11Y; A 3' ji; 5' SY4 I REDUCTION - SYSTEM { LL \ I II x' u� ...5.SH�,.. f = I 11 n <Z Linen I ' ( T 0 1 E{''e ♦. a iQ i�r 2-6 r _4 N \ I 5' SHOWE P o L- 1-1[BIFOLD 13 c3i-+v. � II 1--+ 4a 74Y2 PLANT '° I STUDS ATb 24"1i -.a' C l SHELF ��t\ J 0+42"N �1—• M BattY ►, LOCATE PLUMBING o m- ROUGH-IN ACCOUNTING 'm' •� „ Na _ ~'^' ® ® ( FOR (2) LAYERS GWS ♦ ♦AT PARTY WALL RADON , DRYER qq 5�� r m � 8`N ' REDUCTION o h m� � y"-"y ° I e SYSIEM I W'r(I�JB .'.WASHER 1 5 TUB,. n 3 & a 1 iHOWE1 ♦ ' 3-x" 2-4 HCW Bath - )t 11 o :IA 7-7y" 3'-9. '77'xW"I 2a'iB I It Z 1AT11C I 5 &P - A II 1') LL°- LOW WALL UP`ACCES II - i AT+42" W/ .-IL ',4 ". F_ c WOOD CAP r(7,11 11��----FF--II cca 6-0 BIFOLD y ` I Q x 1 n.1 m 1121, i ar 6'_7" * 3'-5)2" =I TW q Tech Rm. Bedroom 2 0 II ® e 0 rP II eli ....._.. m m ♦ -- ......�.a Tt 0 2-6 4,6 SH 5-0 EGRESS4-6 SL °o AT 6-11 A. TECH F.F. N N ♦ «II % 5'-0' X EXTENT OF 10'-0" .2-0"' 1-HR 19'-1" EXTERIOR • WALL. 3/D1 UNIT E-8(A) UPPER FLOOR PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 4 of 82 . `10" 3'_0)• t 3'_02" 70" 4.-*" COMMON WALL Porch 1 FLOOR =< i 1 .- 1 ABOVE..__.. `" I x ' I F 7-0 0 XOX I ... 1=f - yZ ! 3 I c ii a 1 �i . • 1 . LOW ROOF FACTORY-BUILT/ • ABOVE DIRECT-VENT GAS FIREPLACE r 1 m 1 <- ® I� - < AI !! �nLE HEARTH Living ;' XII (OPTIONAL) INSULATE FLOOR OVER IiI, ' '' 1„—FLOOR ABOVE UNHEATED SPACE 1� 1 RADON 't HInl�• REDUCTIONil 1 SYSTEM I' a 'i 1 IN -4y y-5yy" 3'-10" 3-4y2 3'-8" 2'-8" I e e 5 & 1 11 i ry 1 3 Nvaoi ' mil ii N W ' J0 II o a LOW W'LL �T 1I n +42" A.F.F. ,� Cb ll ,' SEE SHT. o Kitchen 1 m U4 FOR STAIR 1 DETAILS 1 I DW-1 a > II RADON ` J 2 •III REDUCTION 1SYSTEM 02\�J I�e o -� DS �-- 0 1 . d111111. ,. 2._B•, `Oi I n CONTINUE PARTY WALL- I' ! °'a , GWB THROUGH FURRING TYPICAL I 1 ellDin/Fam. 11 Pwdr. in Oil INSULATE FLOOR OVER IUNHEATED SPACE ���...._........ _1 FLOOR BELOW _-_ •R..Il 2-6 3-0 F 5I AT 6''11"ABV. 7-0 5-0 XOX '" PWD".F.F. ' i I \ rv* 8 D4 I 'XTRNT OF I I iI EXTERIOR I WALL. 3/D1 5.-0" } 5'-0' • 10.-01 1 19-1" . UNIT E-8(A) MIDDLE FLOOR PLAN 1/4'•=1'•0' ENGLISH REVIVAL 18162 2018.10.04 RT Area 4 Roshak RH's Lots 67-71 Structural Calculations(2017 ORSC),pdf Page 5 of 82 7 4 13'-3 " I t I ALLCOMMON } W ak Mech. e m eR3 OCCUP. SIM. '�° U OCCUPANCY e DIRECT VENT GAS-ti /�' WALL FINISH: NE' WATER HEATER !�� DOORS SHALL BE GWB CEILING FINISH / SELF-CLOSING CFIRE-TAPE ALL TYPE X' GWB a }------------;:. ---- 2G-MIN. RATED OWN WRAP BEAMS .I DIRECT VENT GAS _ -1 .4,‘(, -1-• BELOW CEILING r_ FURNACE ,,,fe LEVEL. INSULATE Q RADON FURN o FLOOR ABOVE. IEW SYSTEM _ SY57t1A1 1�FRR DOWN • �'�� y FOR DUCT RUN INSULATE 5 8�1 , 3-0".' I UNDER STAIRS I AND LANDING 'Fri- -I I I I I i � I I 31_g 2 .0 _"..4 I INSULATE WALL ( i ,^., - - PER DETAIL 4/Dt I ^, RADON � - WHERE ADJACENT REDUCTION /� TO HEATED SPACE 17 SYSTEM-. SEE SHT. Garage °j U4 FOR STAIR c, DETAILS 1'''. 16 UP, RISERS AS RED'D e i o LLF4 - zam I 4-a so — tt - - 04 = to 1 Entry ��NN % F vo a., GI Z_ of PoICh n B-0 7-o soHD F I I I I I ` I t� yT.-OY.i 7-3./F I 1 AT I . STEPS OM UNIT E-8(A) LOWER FLOOR PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 6 of 82 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E8(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= I I Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W htto://earthquake.usos.qovidesionmaps/us/application.pho http://earthquake.usgs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=F„*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sips= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor no= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&VV) Wood structural panels - -- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Ro= 3.0 N/A Table 12.2-1 14.(E&1N) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities -- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 7 of 82 SHEET TITLE: Unit E8(A) CT PROJECT#: SDs= 0.70 h„ = 25.92(ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) C5=Sus/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sot/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *h,,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 8 of 82 SHEET TITLE; MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit ES(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. - - Building Width= 19.0 40.0 ft. Basic Wnd Speed a sec.cur= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Iw= 1.0 1.0 Ref.ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type= Gable Gable Ps3oA= 16.1 16.1 psf Figure 6-2 Pswe= 11.0 11.0 psf Figure 6-2 Psao c= 12.9 12.9 psf Figure 6-2 Pssoo= 6.9 8.9 psf Figure 6-2 \= 1.00 1.00 Figure 6-2 Ktt= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) \*Kr*Iw*windward/lee : 1.00 0.61 ps=\a KZt•I`pap= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) Ps = 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps = 8.90 6A3 psf (Eq.6-1) Ps A and C average= 14.5 8.8 psf Ps earia oaverage= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2a2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height As AB Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 AB= 626.2 AB= 1318 6.3 8.0 V(n-s)= 6.32 V(e-w)= 9.93 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 9 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E8(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-B) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8,32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips, kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 10 of 82 , Design Maps Summary Report Ed 7S Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III - izo ‘ 15000m .-.._., :. . B-averten + 4 7r' I 10 �9E )./ C c.L+.{2(M CVetnS: 141 rarmin g(Pn h p ;qt..,"� 41t ,,,,ice -a�u oMilwaukie 210 gard " Lake Oswego / <1, .1 iy N 0 R T H sib°��5 8 ,.: , O hing city Dp,rbam a,_ AMERICA .; o Tu Latin a '''mapque5t @2015 MapQuess data® V, ,. ®MapQuest USGS-Provided Output Ss = 0.972 g Sns = 1.080 g S°s = 0.720 g SI = 0.423 g S,., = 0.667 g Spy = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEs Response Spectrum Design Response Spectrum 0 90 1 10 0.80 017 IIli N 0 22 0.16 0.11 0 09 0 00 0 00 0.00 0.20 0.40 0.G0 0.80 1.00 1.20 1.AO 1 GO 1 90 2_00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.G0 1.80 200 Period.T(sec) Period.T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 11 of 82 USGS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)E" Ss = 0.972 g From Figure 1613.3.1(2)r2' Si = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or N.,, s A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index P1 > 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 12 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 S. = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 5, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.423 g, Fa = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 13 of 82 Equation (16-37): SMs = F Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sps = % SMs = % x 1.080 = 0.720 g Equation (16-40): So, = % SM, = 2�3 x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 14 of 82 • Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SOS I or II III IV Sos < 0.167g A A A 0.1679 5 Sos < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and Sos = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV Sod < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g S SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SDI = 0.445 g, Seismic Design Category = D Note: When Sd is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 15 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(A) Diaph.Level: Roof Panel Height= B ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Grid ID T.A. Lwall Loren Co wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM Roan Use+ Usum OTM Row Une< U,em HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c 146.E 11.7 11.7 1.00 0.00 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3=L eft. 3.38 0.00 2.36 0.00 EV;w 3.38 L'VE0 2.36 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer ." denotes a TJSB 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 16 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 5.79 kips Min.Lwall= 2.57 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Grid ID T.A. Lwall LDL off. C a w di V level V abv. V level V abv. 2w/h v i Type Type vi OTM Rum Ling U„,n OTM Rolm U,., U„r„ U,,,,,, H❑ (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 6.0 6.0 1.00 0.00 1.21 0.00 0.81 0.00 1.00 1.00 135 P6TN P6 201 7.30 0.00 1.37 1.37 10.85 0.00 2.03 2.03 2.03 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 56.4 56.4=Leff. 2.41 3.38 1.62 2.36 1.00 EV„, 5.79 EVEp 3.98 Notes: • denotes a wall under a discontinuity • denotes a wall with force transfer "' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 17 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT i: Unit E8(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wind Max. Grid ID T.A. Lwall Lora. C p w di V level V abv. V level V abv. 2w/h v i Type Type vi OTM Rolm UD„ U. OTM Rorm UD„ U,u,n U,,,n, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 0 6.8 6.8 1.00 0.15 0.00 0.41 0.00 0.29 1.00 1.00 43 P6TN P6TN 61 2.59 3.08 -0.08 0.57 3.72 2.28 0.24 1.64 1.64 A A.lb 0 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.89 1.00 1.00 43 P6TN P6TN 61 8.01 29.30 -1.06 -0.74 11.49 21.70 -0.51 0.62 0.62 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 PBTN P6 206 4.58 0.00 1.05 2.42 9.26 0.00 2.14 4.17 4.17 B B.1b 202.1 7.0 7.0 1.00 0.00 0.74 D.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5.0 5.0 1.00 0.18 0.18 0.41 0.06 0.82 1.00 1.00 135 P6TN P6TN 117 8.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.0D 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0.0 0.0 1.00 100 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 75.1 75.1 =L eff. 2.53 5.79 0.81 3.98 E V,„„a 8.32 EVE0 4.79 Notes: denotes a wall under a discontinuity "' denotes a wall with force transfer "' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 18 of 82 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit E8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall LDS ell. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom U„a U,e„ OTM Roru U,at Use,„ U„m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 1 1.3b 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 173.2 2.0 10.0 1.00 0.15 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 4 4.3b 173.2 2.0 10.0 1.00 0.15 1.01 0.00 0.59 0.00 1.00 0.50 589** ** 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 693 10.0 10.0=L eff. 4.04 0.00 2.36 0.00 V,va 4.04 EVE0 2.36 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 19 of 82 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit E8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.87 kips Max.aspect= 3.5 Sum Seismic V i= 3.98 kips Sum Wind F-B V i= 6.92 kips Min.Lwall= 2.57 ft. Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. HD Wall ID T.A. Lwall LDLM C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROW Unet Usum OTM RorM Lino Usum U,um (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 4.0 3.5 1.00 0.20 1.44 0.00 0.81 0.00 1.00 0.89 228 P6 P4 359 7.29 1.26 1.81 1.81 12.94 0.93 3.60 3.60 3.60 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969" 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969" " 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.0D 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 14.0 14.0=L eff. 2.87 4.04 1.62 2.36 E Vm,d 6.92 E Veo 3.98 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer "" denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 20 of 82 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit E8(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-8 V i= 3.02 kips Max.aspect= 3.5 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 9.93 kips Min.Lwall= 2.57 ft. HD Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Wall ID T.A. Lwall L❑_,r, C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM Rom U„1 U,= OTM ROTM U,,,m U,,,m (sqft) (ft) (ft) (Mt) (kip) (kip) (kip) (kip) p (pif) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) I I.1k- 108.9 5.8 5.8 1.00 0.20 0.44 1.64 0.12 0.95 1.00 1.00 188P6--P4 361 9.60 2.98 1.30 5.41 18.71 2.20 3.25 11.00 4h9B- CONCRETE RETAINING WALL -i-l Ob 56.83 3.0 3.0 1.00 0.20 0.23 0.85 0.06 0.49 1.00 0.67 278-124 P4 361 5.01 0.81 1.80 5.91 9.76 0.60 3.93 11.68 44.68- CONCRETE RETAINING WALL 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 4.0 4.0 1.00 0.20 1.40 1.44 0.38 0.81 1.00 0.89 334 P4 P2 710 10.68 1.44 2.77 4.58 25.56 1.07 7.35 10.95 10.96 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 411 P3 P4 386 8.89 1.35 5.65 7.26 17.68 1.00 6.11 7.94 7.94 SIMPSON SWSB 12x8 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 411 P3 P4 386 8.89 1.35 5.65 7.26 17.68 1.00 6.11 7.94 7.94 SIMPSON SWSB 12x8 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 745.1 16.8 16.8=L eff. 3.02 6.92 0.81 3.98 V„id 9.93 `_I VEQ 4.79 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "" denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 21 of 82 JOB#: Unit E8(A) ID: 4.3a&4.3b w di= 150 plf V eq 1177.6 pounds V1 eq = 588.8 pounds V3 eq= 588.8 pounds V w= 2020.5 pounds V1 w= 1010.2 pounds V3 w= 1010.2 pounds ► v hdr eq= 117.8 plf P. •H head= A v hdr w= 202.0 p/f 1 v Fdrag1 eq= 353 F2 eq= 353 A Fdragl w= 6 F2 606 H pier= v1 eq= 368.0 plf v3 eq= 368.0 p/f 5.0 vl w= 505.1 plf v3 w= 505.1 plf feet H total= 2w/h= 0.8 2w/h= 0.8 9 . I Fdrag3 eq= F4 e - 353 feet A Fdrag3 w= 606 F4 w= 606 P3 E.Q. 2w/h= 1 P3 WIND H sill = v sill eq= 117.8 plf 3.0 EQ Wind v sill w= 202.0 plf feet OTM 10599 18184 R OTM 6750 5000 • UPLIFT 428 1465 UP sum 428 1465 H/L Ratios: L1= 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 r ► 41 �*1 ► Hpier/L1= 2.50 ► Hpier/L3= 2.50 L total= 10.0 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 22 of 82 JOB#: Unit E8(A) ID: 4.2a&4.2b w dl= 150 plf V eq 1722.2 pounds V1 eq = 861.1 pounds V3 eq= 861.1 pounds V w= 2986.3 pounds V1 w= 1493.2 pounds V3 w= 1493.2 pounds ► I. v hdr eq= 172.2 Of ► AH head= A vhdrw= 298.6 plf 1 Y Fdragl eq= 517 F2 eq= 517 Fdragl w= 6 F2 896 H pier= vl eq= 538.2 plf v3 eq= 538.2 plf 5.0 v1 w= 746.6 plf v3 w= 746.6 plf feet H total = 2w/h= 0.8 2w/h= 0.8 9 • I Fdrag3 eq= F4 e - 517 feet A Fdrag3 w= 896 F4 w= 896 P2 E.Q. 2w/h= 1 P2 WIND H sill = v sill eq= 172.2 Of 3.0 EQ Wind v sill w= 298.6 Of feet OTM 15500 26877 R OTM 6750 5000 v • UPLIFT 972 2431 UP above 428 1465 UP sum 1400 3896 H/L Ratios: L1= 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 ► Hpier/L1= 2.50 _ Hpier/L3= 2.50 .4L total= 10.0 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 23 of 82 • JOB#: Unit E8(A) ID: 4.1a&4.1b w di= 150 plf V eq 1975.4 pounds V1 eq = 987.7 pounds V3 eq= 987.7 pounds V w= 3928.7 pounds V1 w= 1964.3 pounds V3 w= 1964.3 pounds v hdr eq= 197.5 plf A H head= A v hdr w= 392.9 plf 1 y Fdragl eq= 494 F2 eq= 494 Fdragl w= F2 982 H pier= v1 eq= 395.1 plf v3 eq= 395.1 plf 5.0 vl w= 785.7 plf v3 w= 785.7 plf feet H total= 2w/h= 1 2w/h= 1 9 • I Fdrag3 eq= F4 e - 494 feet A Fdrag3 w= 982 F4 w= 982 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 197.5 plf 3.0 EQ Wind v sill w= 392.9 plf feet OTM 17779 35358 R OTM 6750 5000 ;UPLIFT 1225 3373 UP above 428 1465 UP sum 1653 4838 H/L Ratios: L1= 2.5 L2= 5.0 L3= 2.5 Htotal/L= 0.90 4 —4 H 0 Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total = 10.0 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 24 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALLeSB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES'''' Selsmlc(SDC.C-E) Wind(SDC A-B) Nanlp I Dflft at Hold-down. 1'' Orin at Hold-down p Haight Allowable AllUplift at Allowable UPliftal • ModN ,; r:nomo , shearno,, Allowable (In) Sin Shaar Ibs) shear,pn)',' Shea( ) !( ) Shear(In) ( ( Allowable Shear Ibs Allowable Ibe Shear Ibs),- SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 6600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 029 20800 10400 0.30 21000 SWSB 12x7.5 12 - '85,5 -�,,,_2520 0,32 9920 • .. 2770, 1 0,35. ' 10905 7=° SW66.18x7.5 18 85.5 53801 ' 0.34' ` 14215-'' 5910 0.37 15615 ' a m SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 - SWSB 18x8 18 93.26 6150 0.37 14840 5665 0.40 16325 , ,,(I SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9. 12 105 25 • 1580 0.43 9570 1780 • 0.48 10780 i�; BWS§18x9 18 105.25 `' ' '3510 0.43 13770 4180 0.51 15105 . 'i'' . SY'SB24x9 24 10625 7810, 0.42 21280 8590' ^ ' 0.47 23405. SWSB 12x7 12 78 1300 0.27 9335 1430 D.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.38 14845 SWSB 24x7 24 78 '.. 5150 0.29 20800 5200 0.30 21000 SWSB12x76 . ,`.:12 ' ' ;:115Sr, -;i1200 r0.31 : 9460 1320 r 03B '''�;10390 SWSB18x7 5 -'<"18' '• ;855. Ii` -2625 ..i;, 933 13870<. • 2885 - i 0 40 ',;: 15245, 1" SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 .1!1} SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 '' SWSB 24x8 24 93.25 4435 0:37 21415 4880 0.42 23560 `i ;SWSB;12x9 ,'i2 y y1h526 -,_ 790 043 ''. 9570"-s.: 89U 048 : 10780 i- ;.. `' SWSB;18x9 `-18 105 25 F "`1905! • `.. 0.43 13770',V. ;' 2090 ;;"0 51 , ;;15105 yri 0WSB`;24 9 i -.,:•24 ; `i•05•25.` '; -39651 g 0 42 -' 2130 !, 426.5 ` -" z0 47 •z-i a 23405' : For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Nhn. 'Loads shown are the maximum allowable capacity based an AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear Is based on a moment arm of 8.688 inches,14.563 inches end 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-plane shear must also be considered In hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 741i Inches.For panels trimmed to a height less than 78 Inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and ddlts for panels trimmed to heights between those listed,interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value In accordance with Section 4.1.4 of this report. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Siructural Calculations(2017 ORSC).pdf Page 25 of 82 2x LEDGER - Imo. •HEIR I HUC416 I LOW ROOF j NT. 1 2O L LTr I GT ABOVE ABOVE �.;,� I- - _ HOR =� II�,, �-HOP'ri( HUC4 6 ®, fjP TO L.\4 0l - r aeovE IV�y9. BED 5' 1 I FLOOR GT 2x LEDGER G7 ABOVE 1 II 2X TRUSSES AT 24" O.C.—l` ' U I I II LK I II 03 n 20" OPEN WEB JOISTS CO 19.2" D.C. i I �I 6 69.0 T1P. DSCS I 111 ABOVE FLOOR GT/DRAG TRUSS�18159.0) _I ��, SPLDG. 2x6 AT �+'mtwi — I �r c MIT GT ABOVE II 16" 0-C. > 1� J L I 10 1�"x20"LVL FB II S9.3 0 _STAIR FRMG L II x (2) 2GER (3)2x6 FB 11 rUP 70 2.6 LEDGER, LEDGER AT LANDING •)• �m o ni -I TYP. U.N.O. � / �- b �>� II \ / I : � yy ---r i ; I I III STAIR I I II III I RAISED � FRMG. ` I I, �-' I Lb� PLATE / 1 I Ur TOf II ' BATH I ,i 1 / n --F 1 o LANDING/POWDER 7 AT+1'-2V L. ABV. MIDDLE F F rr • +; 1 EXTENT OF I RAISED FLOORRAISED FLR. (DDT FILL) ;,; ur 13i"k20 LVL FB + SEE BELOW -✓ I ly II GT ABOVE l '0 Jr ABOVE 1..7rl I UP TO 6X6 / � - BED 2 � 1. HD I UP TO TECH. —I p2 r ABOVE 2x10 HOR LEDGER— UPPER FLOOR UNIT E-8(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 26 of 82 i i . , 1 , L . -- _A --- In I 2>2x1G FB 1■_�� In I it I OVER-FRAMING PLAN 1 TO MATCH HT. 1 OF RAISED FUR. I - RAISED FLOOR AT+14Y1 •I UPPER FLOOR WALLS 2x10016" 1 © I O.C. TYP. I VP l�2x6 LEDGER I `--� 114.76" STEP I ICm ■ 1 LkHDR ., RAISED UPPER FLOOR UNIT E-8(A) FRAMING PLAN 1/41.1.-0' POWDER ROOM AND 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdt Page 27 of 82 !I ®? GT ABOVE o= f! z c� TYP. I/ o I 11 AT BLDG. o — -- I S92 STEP <----4---.` 1 —7-H2.• TO SEAR 12 ABOVE .,T�IF 13; LVL BLOCKING MB4 59.0 • •I .. x : :sAM B' 'O ®ER h1141D Ve 4' 5x6 •OST GT Pd0VE i III 13;"-.)9" 21GID AM VL BB LANDING F.F. AT®0" xx /I 4x4 •OST FROA +1.-0" ABOVE LOWER F.F. .:i xX 1-TO 8'-1' AB/. LOW F.F. 2x6 AT 16" O.C. STAB I 1 /V i FRMI. 11"•:1§" RIGID AM ..VL PB 1 FF5FG n m m cL m Y BUNDLED / \ m STUDS ADV. / ` �:. . MB4 to � TONT 5Y¢/k17 LS° ILL BIG 3EAV HDF col 4ml CV DOWN TO , as Er, _ Er, m EN-NY a ¢ a RAISED FLOOR I m m m Ea or. FILL) - ^�„ m V ". SEE LEFT I m m mI 2. GT _ h �' � GT ABOVE Mel >4 n I (ABOVE I er GAR DOOR HDR I I 3Yc"x1014° CAS;ADE S_. H R x9Y RIGIDLA ' "VY1 LVL FB L...�,, ABOVE BUNDLED STUD FOR HEADER ABOVE UNITMIDDLE FLOOR E-8(A) FRAMING PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 28 of 82 • (2)2x10 FB TOP ®+10'-1.4" UM (3) 2x +4 PLWD. ir,�rg! UNDER (2) 2X10 EDGE OF TJI I ' .I NE PONY WALL SUBFLOOR TO RAISED BENEATH I 's+r FRAMING PLAN I PWDR ROOM F.F. 0+0-3$" I :V „n F. III � ��EDGE OF TJI MIDI FLOOR WALLS SUBFLOOR ,� I Inh BENEATH PLATE +8.-1" !MI r iiI ji II II II HOLDOW11111111111 2x10 LEDGER N STRAP 1 TOP O+1D'-1Yi" FROM FROM ABOVE - ___ �.. — I da PLATE +8'-1" UP UNIT E-8(A) RAISED MIDDLE FLOOR FRAMING PLAN POWDER ROOM AND 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 29 of 82 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c;UsersUcstoner\DOCUME-11ENERCA-1113276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 loft,Trib=8.330 ft Design Summary ,1°,0 1, '308a31 Max fb/Fb Ratio = 0.635; 1 ib:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 a 24309 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr ji W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290>360 Total Defl Ratio 852>180 Wood Beam Design : UB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=2.0 ft Design Summary °d6,a653e.366 NOW Max fb/Fb Ratio = 0.347; 1 i lb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H % u Max fv/FvRatio= 0.179: 1 A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft.2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) P. L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840>360 Total Defl Ratio 1220>180 Wood Beam Design : UB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 lift,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 loft,Trib=4.750 ft Design Summary D,.8 • e8 Max fb/Fb Ratio = 0.082. 1 :. it):Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H 0 • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft.2-2x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr a vA E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 30 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 - - file=c:\UserslkstonehDOCUME-11ENERCA-1\13276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lk.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : UB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary _ 0c.0.09 4)260: 1 Max fblFb Ratio = 0.165 1 fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.5013,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D J. j a W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Wood Beam Design : UB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary ____gOgsc r Max fblFb Ratio = 0.199 1 lb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.00,2-20e Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Deft Ratio 7849 >360 Total Defl Ratio 5486 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 31 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Multiple Simple Beam File c:\UsersVcstoner1D000ME-11ENERCA-1113276V-1.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=20.0 fl Design Summary OO.3O)L(0.0O) _- Max fb/Fb Ratio = 0.555; 1 lb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi ; Load Comb: +D+L+H Max fvlFvRatio= 0.455: 1 fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.00,,2-2z8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D k Lr S w E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 Wood Beam Design : MB2 Calculations per 2005 NDS, IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary , Max fblFb Ratio = 0.913; 1 86°d,_ )t4 Poa°d ib:Actual: 848.86 psi at 1.400 ft in Span#1 • Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.803: 1 2 2 fv:Actual: 120.38 psi at 0.000 ft in Span*1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2a10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Dell Ratio 1189>180 Wood Beam Design : MB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary -„,.,, Max fb/Fb Ratio = 0.934 1 :3�. h.�u1 o. Ib:Actual: 868.57 psi at 1.467 ft in Span#1 ='__- Fb:Allowable: 929.74 psi Load Comb: +D+L+H • Max fvlFvRatio= 0.820: 1 d A fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.038 In Downward Total 0.052 in Left Supportp 0.7g3 1.93 Upward L+Lr+flS t�Q 0.00000 in Upward Total 0.000 in Right 118162_2018.010 04_RT Area 4 Roshak RH's Lots 67-71_Structural CalculationsD(2017 ORSC).pdt >360 Total Defl Ratio 32 o 11552 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c:\Userslkstoner DOCUME-1lENERCA-1113276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver..6.13.8.31 Lic.#:NW-06002997 Licensee:c.t.engineering Wood Beam Design : MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.25x11,875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!' 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 o(o.lso)uo.ao) lb:Actual: 1,733.60 psi at 7.440 ft in Span#1 , a + Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347 >180 Wood Beam Design : MB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Level Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=8.250 ft Point: D=0.220, L=0.240, S=0.180k@1.Oft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary ww,,.,n, Max fb/Fb Ratio = 0.708; 1 ❑(0 1233)L(C 330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 - • ' i Fb:Allowable: 2,834.87 psi Load Comb: +D+L+H Max fvlFvRatio= 0.513: 1 A fv:Actual: 148.83 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 10.50 ft,3.54.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1 Li S W E H Downward L+Lr+S 0.240 in Downward Total 0.343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.36 2.51 0.58 Live Load Defl Ratio 525 >360 Total Den Ratio 367 >180 Wood Beam Design : MB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x9.5 TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi &plied Loads Unif Load: D=0.010 k/t,Trib=1.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413 1 >_�> M" .20 fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 ce. Fb:Allowable: 3,663.90 psi , Load Comb: +D+W+H • • Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.54.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr s w E .L Upward L+ r+ SCE.0000 in Upward To I 33 o0 COO in Right Blfppcit - tl.65 1.Pfs .M ft f � 8Y43 >360 Total Dell 50 >180 CT ENGINEERING U N3td c 0kU2erson St. I N C. Seattle,WA 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)28S-0618 &AYLr4tsa' of tZ, //091rNiC $ ;/ 4 r r1 o/y+ C 9 o t 2 3-f9547) it• 0.01 a-s0S09+ (to'(2 t..T ti"/tom _ )1117( )_ S7333. 3fv,904-6 18162_2018.10.04_RT Area 4 Roshak RH's Lots 67-71 Structural Calculations(2017 ORSC).pdf Page 34 of 82 Structural Engineers Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev 5010 User:KW-0602997.Ver5.8.0.1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL (0 TO 4'-0") Criteria I Soil Data I _Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width - 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psfft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingilSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6, Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary - Stem Construction ` Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,213 psf OK Thicknes = 8.00 Soil Pressure @ Heel = 422 psf OK Rebar Sizz e = # 5 2,000 Rebar Spacing16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf tb/FB+fa/Fa = o.aaa ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi 4.9 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 26 563 ft-# Concrete Data Mu: Design = 155 563 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 35 of 82 Title: Job# Dsgnr: ARS Date: 4 20PM, 15 MAR 16 Description: Scope: Rev: 580010 User:K`N-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 18041.ecw:Calculalions 1 Description CANT RET WALL (0 TO 4'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth(§Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 36 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL (4'-1"TO 6'-0") Criteria I Soil Data I Footing Strengths& Dimensions I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psflft Toe width = 1.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Ps" Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psflft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingilSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs _Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 2,326 lbs Design height ft= 0.00 ...resultant ecc. = 2.79 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,449 psf OK Thickness = 8.05 Soil Pressure @ Heel = 412 psf OK Rebar Size = # 5 2,000 p Rebar Spacing16.00 Allowable = sf Rebar Placed at == Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,685 psf fb/FB+fa/Fa = 0.265 ACI Factored @ Heel = 479 psf Total Force @ Section lbs= 899.9 Footing Shear©Toe = 4.0 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi 12.1 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.27 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data - fm psi- Fs psi= Solid Grouting = L Footing Design Results ` Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psi Equiv.Solid Thick. = Mu':Upward = 762 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000ft-# fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 37 of 82 Title: Job# Dsgnr: ?RS Date: 4:20PM, 15 MAR 16 Description : Scope: Rev: 580010 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Celculaiions Description CANT RET WALL (4'-1"TO 6'-0") Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1.602.0 Soil Over Heel = 504.2 2.08 1,050.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.33 200.0 Load c Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Total = 739.4 O.T.M. = 1,602.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.27 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,326.0 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,076.0 lbs R.M= 3,636.2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 38 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15MAR16 Description: Scope: Rev 580010 Page 1 User:KW-0602997,Ver 5.8.0,14Retaining 9 0ec-2003 Cantilevered Wall Design _ (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculalions Description CANT RET WALL (6'-1"TO 8'-0") Criteria I Soil Data I Footing Strengths& Dimensions I Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psflft Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIlSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem I Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction I Top Stern Stem 0K Total Bearing Load = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,492 psf OK Thickness = 8.00 Soil Pressure©Heel = 558 psf OK Rebar Size = # 5 2,000 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,676 psf fb/FB+fa/Fa = 0.610 ACI Factored @ Heel = 627 psf Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft-#= 4,183.6 Footing Shear @ Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi= 22.5 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.36 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data Mu: Design = 1,480 2,945 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8©48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 39 of 82 Title: Job# Dsgnr: ARE Date: 4:21PM, 15 MAR 16 Description: Scope: L( Rev: 580010 User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 c)1983-2003 ENERCALC Engineering Software 18041.ecwCelculaticns 1 Description CANT RET WALL(6'-1"TO 8'-0") L Summary of Overturning &Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft- Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,100.0 2.83 3,116.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.83 275.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R.M.= 8,451.6 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 40 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 1 User.KW-0802997.Ver5.8.0,1-Dec-2003 Cantilevered RetainingDesign Wall (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(8'-1"TO 10'-0") Criteria I Soil Data 1 Footing Strengths& Dimensions I Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf Pc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Heel Fluid Pressure Method Min.As 0.0014 Heel Active Pressure = 35.0 psflft Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/fl Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingilSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key epthh = 0.00 in D for passive pressure = 0.00 in Key Dept0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 5,157 Ihs Design height ft= 0.00 ...resultant ecc. = 3.39 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,578 psf OK Thicknes = 8.05 Soil Pressure @ Heel = 714 psf OK Rebar Si Rebar Spacing zz e = 9.00 # 5 2 000 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 17.6 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi= 36.2 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.42 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. _ Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft-# Concrete Data Mu: Design = 2,764 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7©48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 10.50 in,#5@ 16.50 in,#6@ 23.25 in,#7©31.50 in,#8©41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162 2018.10.04 RT Area 4 Roshak RH's Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 41 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 LL,, User KW-0602997,Ver 5.8.0,1-De62003 Cantilevered Retaining Wall Design Page 2 i )1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (8'-1"TO 10'-0") LSummary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load C§Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= ResistinglOverturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 42 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 Page 1 User:KW-0802997,Ver5.8.0,1-0ec-2003 Cantilevered Retaining Wall Design 9 _(0)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculalicns Description CANT RET WALL (10'-1"TO 12'-0") Criteria I Soil Data ' Footing Strengths&Dimensions Retained Height = 11.50ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psflft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootinglISoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in LAxial Load Applied to Stem -I Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"lit" = Concrete Soil Pressure @ Toe = 1,835 psf OK Thickness = 8.05 Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data Pm psi= Fs psi= Solid Grouting = Footing Design Results ` Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft4 Concrete Data Mu: Design = 4,856 12,356ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.50 55.56 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 7.50 in,#5@ 11.50 in,#6@ 16.50 in,#7@ 22.25 in,#8@ 29.25 in,#9©37 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 43 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User:KW-0602997,Ver 5.8.0.1-Dec-2003 Cantilevered Retaining Wall Design 9 1 (c)1983-2003 ENERCALC Engineering Software 18041.ecwCelculations Description CANT RET WALL(10'-1"TO 12'-0") Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.39 Footing Weight = 1,031.2 2.75 2,835.9 Vertical Loads used for Soil Pressure= 7,302.2 lbs Key Weight = Vert.Component = 1,719.3 5.50 9,456.3 Vertical component of active pressure used for soil pressure Total= 7,052.2 lbs R.M.= 28,907.8 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdt Page 44 of 82 180 Nickerson St. CT ENGINEERING suite 302 N C. Seattle,WA I98109 1'rolecl, Date:, (206)285-4512 FAX: Client: Page Number: (206)285-0618 'lei7i � ' �` '2,17( pc- .‘--. 15 . -. , / ( T--1 fv,____.)___ t \ 1 a d 4 I , i J z� igt)t) eft iS-&e P � 2_ 9,19c) P* F;) 41.7., 1---...i, , (iiiy„,,, ...._ ,,,,_ ,,o, ____. ,k,,,„,,A&__ ________ 1-7-----F—Te.- //4. , 1 ww--- --re, TYR- _,..gA6) -.\ P6a-, •. 4\ X t 51 -P-- (- --)( ''-c-) Z - 0' sd 0t Z = .0 off'- ✓ 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 45 of 82 Structural Engineers • 15-4" { 102 2'-5" Sy{r q COMMON WALL 4'-10" 4'-10 r COMMON WALL EXTENT OF 7-0 5 0 XOX LI 1-HR I E "� S I ilk EXTERIOR o !• I•••• -- •.. WALL. 3/DI - r• 1 WALL BELOW 7 D INSULATE FLOOR ,; II II OVER UNHEATED m SPACE 1 4 Bedroom 2 m it i D1 I' o �j I !I II 8'-43/2" X-I°11111i1' 1 I 22"%30" ATTIC ACCESS r ul f 5 SH. i Ark NJ r 24'TB 2-0 II BIFOLD lI .� I1 � �o Bath IN " 1 ON j �� = �8 I i' I III I. I N n I `1,: . n 11 qN I� D3 I SHOWER / �L II 4'-10y" 's w I 4 HCW , LOW WALL 1''.24"1B 7 J"-fiy' ^I 42" A.F.F. m � irk e. M. lath `I' SEE SHT. U8 FOR II 1.17P11 ® ® STAIR I _ DETAILS 1I I. I 1 RADON R4UC11ON-SYSTEM I 8 4 Y 5 � 1 ICI II Ali VAULTE�` CEILING a 1 I R TRUSS I m MANUf}:CTu REP I ., q< ! ) a I a Master Bddroom . I� II I I 1.11 II L.. I I. 0I EXTENT I 7 EOR,55 OX 'ilk OF 1-HR D4 EXTERIOR 4-1" :I. 4"-9" I WALL -8 3 /D7 y1 UNIT K -8(A) UPPER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 46 of 82 + 5'-IDy" 4'-ay" 3•_p^ 2•_5^ 1 t 1 ILOW ROOF 1 I I ABCVEN COMMON WALL-. iigh .CE COMMON WALL FLOOR ABOVE rt POfch a 1 m II 7-0 Si0 XOX I '' ,II Tf ...it� II Living I' ,, II �r CD 1, TILE HEARTH , I (OPTIONAL)_ __-• FACTORY-BUILT II I DIRECT VENT GAS 1I FIREPLACE- 1 1, 1 II "D 1_I " 1 O ` i II' 1 lc' II I INSULATE FLOOR OVER II, II UNHEATED SPACE -0" 3•-6• 11 I DN I o' 1 Dining 1.0 ili o 1I 0 II IC I -CONTINUE COMMON I •^ I WALL GWB At I THROUGH FURRING LOW WALL 3� ^"-2" T I1 TYPICAL 42" A.F.F.. ~G I N n ®'I 2•_8" ' II SEE SHT. 4 U8 FOR STAIR -L�,_v 1 ' DETAILS iI�//'''"" RADON'T1 REDUCTION OPEN RAIL 0/PONY WALL: SYSTEM - TOP OF WALL +22" A.F.F. I .I UP® TOP OF RAIL +36" A.F.F. I o Ii 1 WALL 1 �� IC.r O 6 �$© BELOW D7 I, I d o IT .I,2.-6Y2"1 3•-14' 3'-11y" I o I i I 1 Kitchen f WALL BELOW.O I f(/ INS.FLOOR I ow 1 111EAT D S 1I L �PIEATED SPACE i! ! a h EXTENT I ® 7-0 51-0 XOX s I OF 1-HR I a EXTERIOR WALL. I 3/DI ' 4.-10" } 4,-10" I 11-8", 9-8 ♦ 4-0 i 10-4 } UNIT K -8(A) MIDDLE FLOOR PLAN 1/4"-1'-0^ ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 47 of 82 { IS'-4 1 CL COMMON WALL II—C. COMMON WALL 0 `co ® ® I ro b b DIRECT VENT GAS ' ® WATER HEATER AND FURNACE DOORS SHALL BE SELF-CLOSING 20-MIN. RATED o n I fill (LO M FURN U I' ?: I INSUL II FURR DOWN I I I W FOR DUCT RUN--,.i McCh-'I I- Garage .'--- R3 OCCUP-I b U OCCUPANCY CEILING FINISH I' .' GWB n WALL FINISH: i 3'-6" 46" TYPE X' OWE --- ®I FIRE-TAPE ALL GWB WRAP BEAMS _ BELOW CEILING LEVEL. INSULATE RADON - FLOOR ABOVE. REDUCTION A� SYSTEM-�'_ ' I- INSULATE WALL n I' PER DETAIL 4/D1 SEE SHT. WHERE ADJACENT US FOR STAIR II TO HEATED SPACE DETAILSII so °�.... UP ) �r D5 II y Entry I Ii M _1 - T© -TGD17ASNE-- m Porch I 1 15'-4- I 1 UNIT K-8(A) LOWER FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 48 of 82 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K8(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = 11 Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthouake.usos.00v/desionmaps/us/application.pho http://earthquake.usas.aov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fe*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMI=Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - -- N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor i10= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&VV) Wood structural panels - -- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Uo= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities -- No N/A Table 12.3-1 16. Vertical Structural Irregularities -- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 I 8162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 49 of 82 • SHEET TITLE: Unit K8(A) CT PROJECT#: SDs= 0.70 h„ = 25.92 (ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=SDs/(RilE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SDI I(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*IL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cv„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) .114/; *h;k Vi DESIGN Vi Roof --- 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 50 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K8(A) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. - Building Width 19.0 40.0 ft. Basic Wnd Speed 1 s.c.ow= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Paso A= 24.1 24.1 psf Figure 28.6-1 Psms= 3.9 3.9 psf Figure 28.6-1 PS30 c= 17.4 17.4 psf Figure 28.6-1 p.o= 4.0 4.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ks= 1.00 1.00 Section 26.8 windward/lee= 1.00 0.00(Exposed to wind load on front,back and one side•apply max of leeward or windward forces) X-Ka'Iw-windward/lee: 1.00 0.00 Ps=N'Kzt•I'gss= (Eq.28.6-1) Pee= 24.10 0.00 psf (Eq.28.6-1) Psa= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 psf (Eq.28.6-1) Pso= 4.00 0.00 psf (Eq.28.6-1) Ps A aaa c...nw= 20.8 0.0 psf Pseam oa..ag.= 4,0 0.0 psf a= 3 3 Figure28.6-1 2a= 6 6 width-2.2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(SS) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA As Ac AO AA As Ac Ao wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 D.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 • Ar= 751.3 Ar= 1582 12.0 0.0 V(F-B)= 12.02 V(SS)= 0.00 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 51 of 82 SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT# Unit K8(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S4) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 12.02 V(SS)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 52 of 82 Design Maps Summary Report tisGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2mi 0. to j 15000m B'-averton a 10 9 9E 11 141 FArTv0wort a oMilwaukie 210 gars 1 Lake Oswego ' ' NORTH 0 r, LtOKfl9Y `p tham d` AMERICA Taber 1�'11r _ Q a mapquest e2015 MapQuest data® ®MapOuest USGS-Provided Output Ss = 0.972 g S„s = 1.080 g S°s = 0.720 g Si = 0.423 g S„, = 0.667 g S°, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.20 1 10 0.40 0 S5 0 72 0 22 0.64 0.77 0S6 O 044 p 0as • ass • o.a0 totVI o.at 0.12 012 024 0 22 0.16 0.11 0.00 000 000 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.40 1.00 1.20 1.40 1.60 1.00 2.00 Period,T(sec) Period,T(sic) Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 53 of 82 USM Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D — "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)rl' Ss = 0.972 g From Figure 1613.3.1(21 12) S, = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard —Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Tc s, A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index P1 > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 54 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 Si 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S, = 0.423 g, F,. = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 55 of 82 Equation (16-37): SMs = F,Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sps = % Sws = 2/3 x 1.080 = 0.720 g Equation (16-40): So, = % SM, = 2/ x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 56 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sos I or II III IV Sps < 0.167g A A A 0.167g 5 Sos < 0.33g B B C 0.33g 5 Sos < O.50g C C D 0.50g5 SEA D D D For Risk Category = I and SDs = 0.720 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SDI = 0.445 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 57 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wind Max. Grid ID T.A. Lwall 1-131_eft C0 wdl Vlevel Vabv. V level Vabv. 2w/h vi Type Type vi OTM RoTM Une, U. OTM RoTM Uee< Us„, Li,,„ HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-fl) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 0.00 - - B B.3a 131.2 10.8 10.8 1.00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b 187.8 13.8 13.8 1.00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EVe,.eo 4.04 EVEa 2.03 Notes: denotes a wall under a discontinuity 'e denotes a wall with force transfer .'e denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 58 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.59 kips Min.Lwall= 2.57 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Grid ID T.A. Lwall Lor off C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U„et Ue,,m OTM RoTM U„e1 Us„m U,„m HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Pit) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15.5 15.5 1.00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 PMTN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0--- --- 0 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00 0.15 D.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 D.00 0.00 0.00 0.00 1.00 0.00 0 - -- D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - D 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 D.DD 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3=Leff. 1.55 4.03 1.40 2.D3 1.00 E Vw.;,,d 5.58 E V E 0 3.43 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer '"" denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 59 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wnd Max. Grid ID T.A. Lwall LoL ea. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RorM U„et U.em OTM Row tine U:gym U,.,„ HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 97.99 9.8 9.8 1.00 0.15 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.lb 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.52 A A.1c 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 PSTN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B 6.1b 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 PUN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.a0 o.00 0.00 too 0.00 0- - 0 0.0o a.0a o.00 o.00 o.00 o.00 o.00 o.00 0.00 - - 0 0.0 0.0 too 0.00 0.00 o.ao o.00 o.00 too o.00 o- - o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0o am - - 0 0.0 0.0 too 0.00 0.00 0.00 0.00 0.00 too 0.00 0- - o o.00 o.00 o.00 o.00 0.00 0.0o a.0a o.00 am - - o o.o 0.0 too o.00 o.00 0.00 0.00 0.0D 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 a.0a o.00 ma - o 0.0 o,a too o.00 0.00 o.ao 0.00 D.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.0D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 D.OD 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7=L eff. 1.63 4.30 0.70 2.63 E V,„„e 5.92 22,VEo 3.33 Notes: " denotes a wall under a discontinuity " denotes a wall with force transfer ""' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 60 of 82 SHEET TITLE LATERAL SS(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. Wnd Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Wall ID T.A. Lwall LcL eff. C o w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Rona U,,,, Usum OTM Row line Usm IL,. HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 299 4.3 4.3 1.00 0.15 0.00 0.00 1.02 0.00 1.30 1.00 305 P4 - 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 299 4.0 4.0 1.00 0.20 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 - 0 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 Vw,,,d 0.00 EVEQ 2.03 Notes: denotes a wall under a discontinuity e* denotes a wall with force transfer •.* denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 61 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. Wnd Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wnd Wind Max. HD Wall ID T.A. Lwall L0Lm. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM UrAa U. OTM ROTM Line Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 - 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.26 -0.51 7.63 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 336.4 4.5 4.5 1.00 0.20 0.00 0.00 0.74 1.02 1.30 1.00 507 P2 - 0 20.55 1.82 4.89 7.62 0.00 1.35 -0.35 -0.67 7.62 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 635.4 8.8 8.8=Leff. 0.00 0.00 1.40 2.03 EV„.;hy 0.00 2;VE0 3.43 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer *" denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: 2nd(main) Panel Height= 6 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. HD Wnd Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wind Wnd Max. Wall ID T.A. Lwall Lo_m. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROM. Unet Us„m OTM Rors Line U„,m U,,,m (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) I I.Z. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CONCRETE RETAINING WALL !I 1-1:EL- 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423 P 0 18.63 4.70 2.88 10.42 0.00 3.46 -0.72 -1.23 10.42 CONCRETE RETAINING WALL - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 299 5.5 5.5 1.00 0.15 0.00 0.00 0.28 0.00 1.00 1.00 67 P6TN 0 2.93 2.04 0.18 0.18 0.00 1.51 -0.31 -0.31 0.18 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 200.9 4.0 11.3 1.00 0.15 0.00 0.00 0.19 0.00 1.00 1.00 152 P6 0 1.97 3.06 -0.33 2.35 0.00 2.27 -0.68 1.46 2.35 SIMPSON SWSB 12x8 4 4.2b 117 2.3 11.3 1.00 0.15 0.00 0.00 0.11 1.78 1.30 0.58 297 P4 0 19.42 1.78 1.09 4.18 0.00 1.32 -0.79 1.19 4.18 SIMPSON SWSB 12x8 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 too 0.00 0.00 0.00 0.00 0.00 too 0.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 - - 0 0.0 0.0 too 0.o0 0.00 0.0o o.00 0.00 too 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 741.4 17.3 17.3=L eff. 0.00 0.00 0.70 3.43 `_;V,,.„v 0.00 L;VE0 4.13 Notes: • denotes a wall under a discontinuity " denotes a wall with force transfer "` denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 63 of 82 JOB#: Unit K8(A) ID: 4.1a&4.1b w dl= 150 plf V eq 2673.4 pounds V1 eq = 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds ► v hdr eq= 236.0 plf •H head= A v hdr w= 0.0 plf 1 y Fdragl eq= 746 F2 eq= 434 l Fdragl w= F2 0 H pier= vi eq= 422.3 p/f v3 eq= 453.2 plf 5.0 viw= 0.0 p/f v3w= 0.0plf feet H total= 2w/h = 1 2w/h = 0.932 9 • I Fdrag3 eq= 7 F4 e - 434 feet • Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #N/A WIND H sill= v sill eq= 236.0 plf 3.0 EQ Wind v sill w= 0.0 plf feet OTM 24061 0 R OTM 8665 6418 • UPLIFT 1510 -629 UP above 0 0 UP sum 1510 -629 H/L Ratios: L1= 4 0 L2= 5.0 L3= 2.3 Htotal/L= 0.79 4 0 1 0-4 Hpier/L1= 1.25 Hpier/L3= 2.15 L total = 11.3 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdt Page 64 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALL6SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'3'3 ' Seismic(SOC C•E) ..' •Wind(SDC A•B). , Namipsi o itt at Hold-down I Drift at Hold-down Model No. Width . Height Allowgble Allowable. UplHt et All o rfibsbre Allowable -- Uplift al (n) )In) Sher(Ibs) Shoal'(In) Sheaot is) Shear(Ibs) Shear(In) AShear(Ibs)t, SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10776 SWSB 18x7 18 78 6600 0.30 13496 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7 5 '`.',12 .1 .85.5• '• ;;;'25,20•. .• .0,32 9920 2770 0.351 10905 .a.`„ SWSB,18x7.6 , ';:18: ' 85.5 `• i .5380' ' 0.34-_ 14215 j' ' 5910 i 0.37 • 15616 .2: SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 -,,ooiY SWSB 18x8 18 93,25 5150 0.37 14840 5885 0.40 16325 ''„'' SWSB 24x8 24 93.25 1 8870 0.37 21415 9760 0.42 23560 • SW88;12x9, 12 ,105.25, 1580 0.43 . 9570;'. 1780 • • 0.48 j10780 SW8B18x9 '. 18 "^105.25 3810, ',' 0.43 13710 4100 : 0,51 ^1510� SWS9209 ., 24 1.05;25 : '781id ' 0.42 21280 '. 8500 0.47 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0,36 14845 SWSB 24x7 24 78 5150 029 20800 5200 0.30 21000 SWSB12x7.5, J. ''-12 :855 • :1200 0.31 9450 `1320 ; '0.38 10390 SWSB1Bx75 18 , ,' 85.5 ' '2625 ':. 0.33 ' , 13870 ' 2885 0:40 15245 m SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 cc c SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 93.25 4435 0.37 21415 i 4880 0.42 23560 SWSB 12x9 12 105.25 790 0.43 957d ;` 890. "0.48 - I 10780��'.: ,:, SWSB>18x9 , • 18 105 25 '1905 i - 0.43 13770 ' '}i 2090 ';0,5r 15105 q: SWSB24?tr9 i ^,2d' 105,25 3905 ` ; 0.42 - 21280 , ,4295 `4;" :0.47 „F r ;23405 ' i•. For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Nfm. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear Is based on a moment arm of 8.688 Inches,14.563 inches and 19.313 Inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less In height,respectively.In-plane shear must also be considered In hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 3Panels may be trimmed to a minimum height of 7414 Inches.For panels trimmed to a height less than 78 Inches,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drills for panels trimmed to heights between those listed,interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 65 of 82 • TRUSSES AT 24" O.C. CONT. TO POST AT le4 ACE6 6z6 W/ 7 -- `ADJACENT UNIT 1 _ 14i."x20 LVL FB x LED ER C-PORCH ROOF GT ABOVE I I'✓ I SYMMETRICAL ABOUT �. _;, HUC• �7�� THIS LINE d 14,10 H R © ,'' H." I 2! RED S A GT I . AB.4 I u'.-i$ u u Liu I FLOOR GT 1 e TYP. II i. illri AT my STEPLDG. it20" OPEN!WEB JOISTS 019.2" 0.C. L II IIUP TO II Ira BATHA. HIT420 FLOOR GT n i7-7-j - 1 STAIR I Typ. 6 -4y ,1' 1 FRAMING S9.0 I I \ / I AT BLDG. 20 Jil • i-\I \- \ I STEP se IIIII I I I1.01 I I I i - 0 : J 4 yI m I / ` � ' t` I JI 0 I1 `y' I' I , a1, 1 1 IUP TO II M` BATH \— I I II % s 1 jr, II 11 .y" iS"x20" 1 LVL FH II b II li II Qa Ii II io , , Ii I I 'S J GT ABOVE /// �- HDR UP TO / M.BED GT ABOVE UPPER OR UNIT K-8(A) FRAMINGOPLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 66 of 82 BEARING STUDS ABV. T I I 0 I 0 CONT. I - ® TYP. DOUBLE ®o LVL RIM c. 5912 AT BLDG. 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MAIN FLOOR UNIT K -8(A) FRAMING PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 67 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 MUltl le Sim le Beam File=c:1Users1ksbnerlD000ME-11ENERCA-1V3276V-3.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB-1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Aoolied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary 4l?e4�+'A1,�Vb07 ' Max fb/Fb Ratio = 0.327. 1 fb:Actual: 321.48 psi at 4.250 fl in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L ),t a W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 68 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c:lUserslkstoner\DOCUME-11ENERCA-1113276V-3.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 Calculations per 2005 NDS,IBC 2008,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary _ D2..19SO Lros2o, Max fb/Fb Ratio = 0.368; 1 ' lb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi ,-, Load Comb: +D+L+H ' Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft.2-2[8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679>360 Total Defl Ratio 3403>180 Wood Beam Design : MB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary o. Max fb/Fb Ratio = 0.498; 1 D O. 150 L 0.040 fb:Actual: 985.10 psi at 4.500 ft in Span#1 Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fv/FvRatio= 0.164: 1 fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi moll 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Dell Ratio 851 >360 Total Defl Ratio 619>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 69 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (208)285 0618 MUltl le Sim le Beam File=c:lUserslkstonedDOCUME-11ENERCA-1113276V-3.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver..6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pr!! 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Desion Summary D 0 180 L 0.480 Max fb/Fb Ratio = 0.965; 1 - mim� fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 A A Iv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394>360 Total Dell Ratio 286>180 Wood Beam Design : MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads • Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=D.420, L=0.510, S=0.320 k @ 10.250 ft Desion Summary Max fb/Fb Ratio = 0.746; 1 D(0.120 L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.533: 1 fv:Actual: 141.21 psi at 0.000 ft in Span#1 11.5o a, a.12sx1 os Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E y Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total Defl Ratio 343>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 70 of 82 N,Ig�gt�,uckerson St. CT ENGINEERING U'Si1F 302 NC. Seattle,WA 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285.0618 O rntr4G1 ipaatt /I '? % .5" pad 64.o # 2,) 9) C o t 2 SpoSt71) .F- q-• (tot zspS •t �(e S -t'i 195k) co tkere-r- At )11, z �. 7 �� �73 3t1,)ttvke,ek. 18162 2018.10.04 RT Area 4 Roshak RH's Lots 67-71 Structural Calculations(2017 ORSC).pdf Page 71 of 82 Structural Engineers Title: Job# Dsgnr: ARS Date: 4.20PM, 15 MAR 16 Description: Scope: Rev. 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Page 1 _(g1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design 16041-ecw-Celculalions Description CANT RET WALL (0 TO 4'-0") Criteria ` Soil Data I _Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Heel Width Total Footing Width = 2.00 .00 Water height over heel = 0.0 ft Soil Density = 110.00 pcf g Footing Thickness = 12.00 in FootingilSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ` Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in i Axial Live Load = 250.0 lbs Design Summary t Stem Construction I Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 422 psf OK AllowableRebar Spacing = 16.00 = 2,000 psf Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,531 psf Design Data fb/FB+fa/Fa = 0.e69 ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear©Heel = 9.7 psi OK Moment Allowable = 6,234.5 • Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 26 563 ft-# Concrete Data Mu: Design = 155 563 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes a Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 72 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev. 580010 Page 2 User KW-0602997,Ver5.8.0,1-Dec-2503 Cantilevered Retaining Wall Design (01983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (0 TO 4'-0") Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M= 1,694.7 18162_2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 73 of 82 Title: Job# Dsgnr: ARS Date: 4.20PM, 15 MAR 16 Description: Scope: Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Page 1 `jc)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design 16041.ecwcalcraaeons Description CANT RET WALL (4'-1"TO 6'-0") Criteria I Soil Data I Footing Strengths& Dimensions Retained Height = 5.50ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width == 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load 150.0 lbs Axial Load Eccentricity = 0.0 in = Axial Live Load250.0 lbs Design Summary Stem Construction I Top Stem Stem OK Total Bearing Load = 2,326 lbs Design height ft= 0.00 ...resultant ecc. = 2.79 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,449 psf OK R = S.D5 Soil Pressure @ Heel = 412 psf OK Reeibbkness ar Size = # 5 Rebar Spacing = 16.00 Allowable = 2,000 psf Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,685 psf Design Data _ fb/FB+fa/Fa - 0.265 ACI Factored©Heel = 479 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 4.0 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 12.1 Overturning = 2.27 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data f m psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. _ Mu':Upward = 762 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 74 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (4'-1"TO 6'-0") Summary of Overturning&Resisting Forces &Moments 1 OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 504.2 2.08 1,050.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.33 200.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Total = 739.4 O.T.M. = 1,602.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.27 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,326.0 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,076.0 lbs R.M.= 3,636.2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 75 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Rev 580010 Lk User KW-0602997,Ver5.8.0.1 03 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineeringeering Software 16041 ecw'.Calculations 1 Description CANT RET WALL(6'-1"TO 8'-0") Criteria 0 Soil Data ' Footing Strengths&Dimensions I Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.b0 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"I-It" = Concrete Soil Pressure @ Toe = 1,492 psf OK Thickness = 8.05 Soil Pressure @ Heel = 558 psf OK Rebar Size = # 5 Allowable = 2,000 psf Rebar Spacing 12.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge Data ACI Factored Cl Toe = 1,676 psf Design ACI Factored @ Heel = 627 psf fb/FB+fa/Faa alto Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment Actual ft-#= 4,183.6 Footing Shear @ Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual Wall Stability Ratios psi= 22.5 Overturning = 2.36 OK Shear Allowable psi 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results ` Special Inspection = i Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 fl-# Concrete Data Mu: Design = 1,480 2,945ft-# fc psi= 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<s*Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 76 of 82 Title: Job* Dsgnr: ARS Date: 4:21PM, 15MAR16 Description : Scope: Rev: 580010 User KW-0602997,Ver 5.8.0,1 Engineering S3 Cantilevered RetainingWall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (6-1"TO 8'-0") Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-* Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,100.0 2.83 3,116.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.83 275.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth @ Stem Transitions Resisting/Overturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R.M.= 8,451.6 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 77 of 82 Title: Job# Dsgnr: ARS Date: 4'.21PM, 15 MAR 16 Description : Scope: Rev: 580010 User KW-0602997.Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (yi983-2003 ENERCALC Engineering Software 16041.ecw.Calcule.icn I Description CANT RET WALL (8'-1"TO 10'-0") Criteria 1 1Soil Data 1 Footing Strengths&Dimensions 1 Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in - g Axial Live Load = 250.0 lbs _Design Summary 1 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 5,157 lbs Design height ft= 0.00 ...resultant ecc. = 3.39 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,578 psf OK Thickness = 8.00 e Rebar Sizz Soil Pressure @ Heel = 714 psf OK e = # 5 AllowableRebar Spacing 9.00 = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Footing Shear @Toe = 17.6 psi OK Total Force @ Section lbs= 2,684.9 Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi= 36.2 WallStability _Ratios Shear Allowable psi= 93.1 Overturning 2.42OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results M Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. _ Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft-# Concrete Data Mu: Design = 2,764 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 10.50 in,#5@ 16.50 in,#6@ 23.25 in,#7@ 31.50 in,#8@ 41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 78 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(c)t983-2003 ENERCALC Engineering Software 16041.ecw:Celculations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning & Resisting Forces&Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 79 of 82 • Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Rev: 580010 User Kw0602997,Ver5.e.0.1-0ec- Design 2ao3 Cantilevered RetainingWall Page 1 _(0)1983-2003 ENERCALC Engineering Software 16041.ecw:Celculations Description CANT RET WALL(10'-1"TO 12'-0") Criteria I Soil Data I Footing Strengths& Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf f c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psfft Toe Width = 2.50ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingliSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6, Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,835 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored(4)Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data I'm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. _ Mu':Upward = 5,677 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft-# Concrete Data Mu: Design = 4,856 12,356 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.50 55.56 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 7.50 in,#5@ 11.50 in,#6@ 16.50 in,#7@ 22.25 in,#8@ 29.25 in,#9@ 37 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 80 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(0)1983-2003 ENERCALC Engineering Software 18041,ecw:Celcule ions Description CANT RET WALL (10'-1"TO 12'-0") Summary of Overturning& Resisting Forces& Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.39 Footing Weight = 1,031.2 2.75 2,835.9 Vertical Loads used for Soil Pressure= 7,302.2 lbs Key Weight = Vert.Component = 1,719.3 5.50 9,456.3 Vertical component of active pressure used for soil pressure Total= 7,052.2 lbs R.M.= 28,907.8 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 81 of 82 r 180 Nickerson SI. CT ENGINEERING Suite 302 I N C. 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