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Specifications CT ENGINEERING Structural Engineers INC. ; _:}j 0 7 2019 150 Nickerson Street Suite 302 Seattle, WA 98109 MST2019-00323-14255 SW 168TH AVE—LOT 67 20e.235.4512 (V) 208.2e5.0313 (F) MST2019-00324-14271 SW 168T"AVE—LOT 68,LA d �f• 1 I�A RD )tt nsNG nIVpSION MST2019-00325-14279 SW 168TH AVE—LOT 69 MST2019-00326-14293 SW 168TH AVE—LOT 70 #1 81 6 2 MST2019-00327-14297 SW 168TH AVE—LOT 71 Structural Calculations River Terrace �p PRp. ' Area IV (Row Houses) ��i§`s�`°Glso' ? ) Lots 67-71 �� • I' • Tigard, ORyy�, •REG'NA, FS j G0 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 Ph: 425.454.7130 Fax: 425.646.0945 18162_2018.10.04_RT Area 4 Roshak RH'sLots 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 . 3.-Yz, J2'-3)2" 11.-21/2. 1._11Y2" 1-ay" a'-23/a" � a"-23/a" 1'-sy I EXTENT OF i-HR 3 I EXTERIOR WALL. 3/Di ROOF I , BELOW D3 T-0'S-0 XOX rL COMMON WALL I i 1 1 EGRESS _ I I WNDOW 1k1 BELOW n ___ __ TV NICHE AT+36" . . . • +24' AEf.. 1 ( INSULATE-1 '® I FLOOR 04£R ' II _ - UNHEATEq SPACEI 1 1 !I _ BELOW I I LLLIII . M}ter.Bedroorm it . rTh a .2. v VAULTS CEILING I II D1 a PER SS ^i h---- N 1 m--- MANUF IC1LLNRER II RADON . 2 19. .L3'-11Y4." i3'-0i1 5'-5y4 f REDUCTION I !1 SYSTEM I I\ r II + II. � -12 Linen NZ e O ^' qo _c. `" 5" SHOWS .. t '�` -6 r q - \' T o I BIfOLD 13 .?v L_ _. - 1 'i �� ®DN D5 x °' ,� -,r- y �1/ I i 2x4 FLATLA I 4d J 1�2, PLANT N STUDS ' 2e TB W To ,/ 0+2 T � M. Bath((^ry 1 LOCATE PLUMBING elm ROUGH-IN ACCOUNTING Ii NF 1 H ® FOR (2) LAYERS GAB o e a 1 / `— xre w - AT PARTY WALL I DRYER o m RADON 1 �a ® / I REDUCTION ^ m i SYSTEM I ISHER I tO ® 5 &LB II WA iHON'ER II1,1, 3'-73/2. 2-4 HCW Bath i I LL / T4 B .�' , 3'-TY2e 3'-0" 122'xJ9 I/1 LL� ANT S & P I a 1 0 .L LOW WALL UPLACCE55J ` N AT+42" W/ _ II-�� +~_ o<� WOOD CAP � 6-0 ENFOLD N w 1 D4 u 11. Io a e Ur I-5y2 N 6.-1.. 3'-6y" ® I T1P. n Tech Rm. Bedroom 2 I TYP I I D1 E I 2-6 6 SH 5-0 4-6 SL o f AT 6'-111 A. TECH F.F. EGRESS -1 N «««......��«,l«....« N 3'-0" �, 5-D EXTENT OF 10'-0" ,2'-0" • 1-HR x • EXTERIOR 79 1 WALL. 3/D1 UNIT E-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 4 of 82 f , 4'-3) 5._4. y COMMON WALL E 'Ill I Poach — i FABOVELooR j < I ' N N. Ir 7-0 5-0 XOX I "Ts .... --I 1 -i •I. a R 3 •• I u, ` � ' e _ I LOW ROOF O FACTORY-BUILT i, ABOVE DIRECT-VENT GAS FIREPLACE I N 11 a Living I 0 TILE HEARTH I 113, it (OPTIONAL) INSULATE FLOOR OVER wig_ —FLOOR ABOVE UNHEATED SPACE ;1 1 ' RADON __1 REDUCTION 121 1 SYSTEM I' i!1 II :'-Y j•-5Y" 3'-10" r 3'-4h" S & PI oI T ! N 2 1 I \ O Z G I I O N J 6 �, cn i Jam. I __--- i r ON rj N n 1 N o of m 2.6 I---k. II o a Q t, -I LOW WALL hT )' IIli M ^ +42" A.F.F. Ob II H ' SEE SHT. o Kitchen I U4 FOR STAIR - ____ 1 DETAILS Ir DW a D 1 -.`2 RADON I t REDUCTION I 1 SYSTEM —o. IIN3 l�y I0 y t 1 I !lm 1'-6' h 2 E' j --- m s •U' Na- e''' CONTINUE PARTY WALL- OWN THROUGH FURRING -U TYPICAL j 111 s !! 1 Din./Fam. II Pwdr. _ e '1 20 �. INSULATE FLOOR OVER II 07 UNHEATED SPACE »..»...».. FLOOR BELOW _ II 2-6 3-0 F \ \.o .I AT 6"11"ABV. 7-0 5-0 XOX ,r"\ PWD2.F.F. \ Nr m j6111 1 II, 1 i EXTENT OF I I EXTERIOR I WALL. 3/01 r 3-3 12-2 5-0 } 5-O 5-5" 11'-8": 10'-0" r 2'-0" 1 r UNIT E-8(A) MIDDLE FLOOR PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 5 of 82 1 4Y 3 3Y" t 1 CE COMMON WALL Mech. 43 0 1 ro R3 OCCUP. SIM. 1 4 U OCCUPANCY 1 0 ;P., WALL FINISH: %'' DIRECT VENT GAS GWB CEILING FINISH WATER HEATER. DOORS SHALL BE 36- TYPE 'X' GWB I `J SELF—CLOSING FIRE—TAPE ALL 7}----------- t_ 2 N. RATED GWB WRAP BEAMS 144- I DIRECT VENT GAS —__1 — '1 BELOW CEILING T. FURNACE-. - b'pP LEVEL. INSULATE 1 Q RADON r FURN I b FLOOR ABOVE. n REDUCTON - '' SYSTEM yam_ :;. i ® ,.,,,,,__-4 ,I" 'FURR DOWN I N FOR DUCT RUN I_ + INSULATE 5 e}p I 3'C' 1 I L UNDER STAIRS I - I AND LANDING �T _1I I I i1 4'-1" I I 31-52" ,. I I I o �+ 1_� INSULATE WALL o1 n - - PER DETAIL 4/D1 I n RADON cy — WHERE ADJACENT REDUCTION /u TO HEATED SPACE— 1 '� SYSTEM SEE SAT. GarageU4 FOR STAIR 'm DETAILS I ® _ UP, RISERS AS REND �1I n UP o� LL2 2�2_ I 1 5 4 Entry N N I O 1 I m 7 3 S� iillk 'o I 8-0 7-0 SOHO POCh 1 4 —I I I g"2'-0Y2"}2'-1" 4'-0" 8'-0' J2'-3Y"I r 19-i 1 AT STEPS ee UNIT E-$(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 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= II 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://earthouake.usos.qovidesionmaps/us/application.oho http://earthquake.usgs.gov/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=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 So1= 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 Oo= 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&W) 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 C0- 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 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) 5D,= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 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/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD,/(T*(R/1E)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,'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 S,)/(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) C. = DIAPHR. Story Elevation Height AREA DL w; w; "h;k w, *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) 11;w, '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 E8(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 3set cue= 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 Ps3gA= 16.1 16.1 psf Figure 6-2 Ps30 e= 11.0 11.0 psf Figure 6-2 Psxsc= 12.9 12.9 psf Figure 6-2 Ps3oD= 8.9 8.9 psf Figure 6-2 X= 1.00 1.00 Figure 6-2 Kn= 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) X*K *Iw*windward/lee : 1.00 0.61 Ps=1\`Kzt*l*1330= (Eq.6-1) Ps = 16.10 9.82 psf (Eq.6-1) Pea= 11.00 6.71 psf (Eq.6-1) psc = 12.90 7.87 psf (Eq.6-1) Pso= 8.90 6.43 psf (Eq.6-1) Ps A and average= 14.5 8.9 psf Ps a eaa 0 ava,,ve= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 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 AA AB Ac AD AA Ae Ac AD wind wind WIND SUM WND SUM LEVEL Height (ft) hi(fl) 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-VV) 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 6.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 6.32 3.02 9.93 1st(base) 8.92 0.00 A,= 626.2 AB= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips klps 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 EB(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 SLIM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-5) 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 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(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(SS) 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(SS)= 9.93 L __ kips kl�s, 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 ZUSGS 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 zo I s"000m 0B.averton 1a sse 141 f�emmgi¢n o M1lwaukle 0 a mot art Lake Oswego / NORTH $cto,s �{�`� 0 King City o,rha,n }b" '` a,�v 11 , AMERICA Tu&atin 0 " maPquest 02015 MapQuest e daRa®20tt � {+�MapQuest USGS—Provided Output Ss = 0.972 g SMs = 1.080 g 5°s = 0.720 g 5, = 0.423 g 5„, = 0.667 g SDI = 0.445 g For information on how the SS and Si 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. MCEK Response Spectrum Design Response Spectrum 0 06 1.10 O 6O 013 072 0.00 0 64 0.77 0.SG Oi 066 a 0.as r r 0ss 040 0.4a 0 32 032 03e 0 22 0 16 0,11 0.0i 0 00 0 00 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.00 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 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 MUSGS 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)(11 Ss = 0.972 g From Figure 1613.3.1(2)rz1 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 N or 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 PI > 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 Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 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 = O.972g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at 1-s Period Si 5 0.10 S, = 0.20 S, = 0.30 Si = 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 RI-I's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 13 of 82 Equation (16-37): S„s = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): S„, = F„S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sr, = % S„5 = % x 1.080 = 0.720 g Equation (16-40): S1, = 2/3 S„, = 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 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 0.167g <_ Sos < 0.33g B B C 0.33g <_ SOS < 0.50g C C D 0.50g 5 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 Sol I or II III IV So: < 0.067g A A A 0.067g _< So, < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g 5 Sol D D D For Risk Category = I and So, = 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- 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 MEM SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i• 3.38 klps Max.aspect= 3.5 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 klps Min.Lwall= 2.29 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 Wnd Wnd Wnd Max. Grid ID T.A. Lwall LOL eR. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Roan Uee, U=,m OTM Row Unet Ueem U,,,, HD (soft) (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 8.3b 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 146.6 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 eff. 3.38 0.00 2.36 0.00 EV„;,,a 3.38 EVEa 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 Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Grid ID T.A. Lwall LOL el C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM tine Us.,,, OTM Ro,M U„e, Us, U,,,,,, HD (sell) (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 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 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 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- - 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- - 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 o.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.0o o.00 0.00 too o.00 o- - 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.D0 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 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 D.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 D.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,V„a 5.79 EVEQ 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#: 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 Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. Grid ID T.A. Lwall LDL elf. C e w dl V level V abv. V level V abv. 2wih v i Type Type vi OTM R0TM U. Us„m OTM ROTM U. U„m U. HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (Oft (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 PBTN 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 P6TN P6 206 4.56 0.00 1.05 2.42 9.26 0.00 2.14 4.17 4.17 B Bib 202.1 7.0 7.0 1.00 0.00 0.74 0.70 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 6.54 -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 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 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 PBTN 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 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 0.0D 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 D.DD 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 O.OD 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 o- - 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-- --- 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 EV„,,,a 8.32 EVEa 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 Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Wall ID T.A. Lwall Lmex C0 w di V level V abv.V level V abv. 2w/h vi Type Type vi OTM Row U„et U. OTM RoW U„ec Ueum Uwm HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plt) (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 6.31 693 10.0 10.0=Leff. 4.04 0.00 2.36 0.00 E V,„„d 4.04 E VEQ 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 S-S(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 klps Sum Wind F-B V i= 6.92 kips Min.Lwall= 2.57 ft. 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 Wind Wnd Max. HD Wall ID T.A. Lwall LQL,o C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Rom Ur,,, Usu,n OTM RQTr,, U„= Usun, U,un, (sqft) (ft) (ft) (Mt) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 58.83 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 0.00 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 0.00 693 14.0 14.0=Leff. 2.87 4.04 1.62 2.36 Vune 6.92 EVEQ 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. _ F-B = 9 Seismic V i 0.81 kips Design Wind V i3.02 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 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wind Max. Wall ID T.A. Lwall Lnt_„ff, C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM R0Ta Un,r Liam OTM RoTM Umt U=,m Uwm (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) -I---t'... 108.9 5.8 5.8 1.00 0.20 0.44 1.64 0.12 0.95 1.00 1.00 186-P6 F4 361 9.60 2.96 1.30 5.41 18.71 2.20 3.25 11.00 1*re - CONCRETE RETAINING WALL 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.23 0.85 0.06 0.49 1.00 0.67 278 M 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 10.95 - 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 O.o0 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 - - 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.Oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - o o.o 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - o o.00 o.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - o o.o 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.0o a- - 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=Leff. 3.02 6.92 0.81 3.98 "V,„„a 9.93 `,'VEg 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 p/f 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 /f •H head= A v hdr w= 202.0 plf 1 v Fdragl eq= 353 F2 eq= 353 • Fdragl w= 6 F2 606 H pier= v1 eq= 368.0 Of v3 eq= 368.0 plf 5.0 v1 w= 505.1 p/f v3 w= 505.1 plf feet Htotal= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= F4 e - 353 feet 1 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 v UPLIFT 428 1465 UP sum 428 1465 H/L Ratios: L 1= 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 4 I. .4 IPI 4 p, Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 10.0 feet 1 81 62 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 v hdr eq= 172.2 plf -� •H head= A v hdr w= 298.6 Of 1 v Fdragl eq= 517 F2 eq= 517 • Fdragi w= 6 F2 896 H pier= v1 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 • Fdrag3 w= 896 F4 w= 896 P2 E.Q. 2w/h= 1 P2 WIND H sill = v sill eq= 172.2 plf 3.0 EQ Wind v sill w= 298.6 plf 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 �� p HpierlL3= 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 dl= 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 •H head= A v hdr w= 392.9 p/f 1 v Fdrag1 eq= 494 F2 eq= 494 • Fdrag1 w= F2 982 H pier= v1 eq= 395.1 Of v3 eq = 395.1 plf 5.0 v1 w= 785.7 p/f v3 w= 785.7 p/f feet H total= 2w/h = 1 2w/h = 1 9 • I Fdrag3 eq= 4 F4 e - 494 feet • 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 Wnd 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 I~41 ti I. Hpier/L1= 2.00 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-STRONO-WALL6SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIE81'25 Seismic(800 C-E) Wind(SDC A-B) Nominnal Dflft at Hold-down. I ` Drlat Hold-down Model No .Width Height 'Allowable Allowablo. Uplift at Allowable . Uplift at ;. (�) - (In) Shear(the) Allowable Shear Iba Allowablo Allowable '.I _ Shear(in). Shear(Ibs) ,; ( ) Shear(fq) '...Shear(Ibs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 6600 0.30 13495 6180 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWS812x7.5 12 -..85.5., 2520 0,32 9920 . 2770 -- 0,35 10905 � SWS918x7.5 18. ' ': ' 85.5 ' " 53AG - 0.34'. 142151'- ' 5910 037 15616 m- SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 o2: SWSB 18x8 18 93.25 6150 0.37 14840 5665 0.40 16325 , SWSB 24x8 24 93.25 j 8870 0.37 21415 9760 0.42 23580 SW58;12x9 12 '10525 '1580 0.43 9570 1780 `0.48 10J80 SWSB,18x9 18 105.25 ; 3810 ' 0.43 13770,, -4180 0.51 15105 SWSB.24x9 ' 24 105 25 ' .7810 ' 0,42; 21280 8590 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 I 5150 0.29 20800 5200 0.30 21000 SWSB(12x7.5 12 'f85.5 '.1200 0.31 9450 ; `:j '13`20 >338 ,.10390 .:'- o SWSB 18x7.5 18 85.5 -: 2625` `'s 0 33 13870 • `2885 0,40 15245 ' _ 0. SWSB 12x8 12 , .. ` .. �m 93.25 1100 0.35 9445 1210 0.42 10390 gig .-, 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 SWS912x9 ..12 10525 - 790 0.43 9570`-s.-. 890. '0.48 •,007801i1, . SWSB18x9 -_18 10525 1905 043 13770 S' Ill.,. 2090 ,0,5f c x s'_-1:115(05 iy ' SWS1324x9 24 '( 105.25 3905- � 042 - 21280 - .4296' . 047+' } 5 u.;234A5 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 N/m. '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 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. 3Panels may be trimmed to a minimum height of 74%Inches.For panels trimmed to a height lass than 78 Inches,use allowable shear values shown for 78 Inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those fisted,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 25 of 82 2x LEDGER Imo. , HDR _ HUC416 LOW ROOF I Ilk 1WO LVL FR GT.ABOVE ABOVEIli u _ I ■ HOR -T_, HDH.:\`HUC46 r. B PTO.gym.., I DEC K 5� T A-OVE ,i $ u u FLOOR GT 2x LEDGER GT ABOVE N 2X TRUSSES ^I AT 24" O.C.—L III I VI I o I Ili 0 I ccG.' 29" OPEN WEB JOINS ®19 2" O.C. n 6 I x -� I NI 59.0 TYP. GT I Y DSCS III 20 AT BLDG. _._. _FLOOR GT/GRAGI TRUSS (18159.0) I �! 59.0 STEP ABOVE -,— e 1 Il I4,, GT ABOVE 2x6 AT ,a 1 III` r 16" O.C. _ -1 III I III _ 1�'z20'LVL FB i S9 3 STAIR FRMG. I 2x6 LEDGER, d (2LEDGER"� 1 AT)LANDING2x6 UP TO I`.F FLIP TYP. U.N.O. �1 �' � iI �i, , 1 r 11 MINI STIR ,-�I 1 1 1 1 I III RAISED fRMG. , I -r I I PLATE V ! ,� __ UP TO Hi, ??:: ... ,.'____� BATH III _ I^_ I_ J„ o LANDING/POWDER rlJ rrr ' �? 1 A7+1'-2Yi �;1 I_, III 1^ ABV. MIDDLE F.F. 1 EXTENT OF i:iri:izi:};iii. RAISED FLOOR -j.:::r2i2?::c:3 • �kAI5E0 FLR. II (DOT FILL) 1. 18i'r20 LVL FB ^, SEE BELOW .,..i'i•ii:i.' ill �Lp`.T•"• • ��IJII :-... L :( ii II GT GT ABOVE /:_.::;.•.,. `�%, k ABOVE I°Ill 6X6 ":.::X. {T 4 1 UP BED TO 2 �, HDTo GT TECH. LUB2 I ABOVE 2x10 HDR LEDGER UPPER FLOOR UNIT 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 26 of 82 I I I UB5 11 41 II L. "1 (2)2z10 FB / __ 1 1 .� 59.2 p 1i---F—OVER-FRAMING PLAN x I TO MATCH HT. 1 OF RAISED FLR. I 6-1-RAISED FLOOR AT+1499" 1,,—UPPER FLOOR WALLS O.C. T16" i c 1,1 4W LEDGER 1 ���� I +4.75" STEP 1 I1,66_C I Q HDR car IME I dekk NEP RAISED UPPER FLOOR UNIT E-8(A) FRAMING PLAN POWDER ROOM AND 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 27 of 82 co a IL.--GT ABOVE o� _� a I ,,, TVP. o rn� 11 AT BLDG. _ 59.2 STEP < -- , H2.5 TO 3EAN 12 ABOYET _ .T. 131" LVL BLOCKING MB4 590 LEDGE l(/410 �, ""R 5x6 'OST C G7 A30VE 15 - " 13;')9)k' RIGID.AM VL PB 59.3 � LANDING F.F. AT+7'-0" - /I ' 4x4 'OST FRO +;'-0" ABOVE LOWER F.F. x 1'TO +8'-1 AB/. LOW F.f. 2x6 AT 16" O.C. - - ixx I STAIR 1 xl FRMC. _ 1Y.."49Yz"RIGID AM VL PB xx / m 9TA�R// xt IC)Im FRING 5 COm RR2 m'Y 'BUNDLED / x fS x m STUDS ABS AA' 6x6MB4 to t c- r 0ONT 5S' 11a I 1 I Im BIG SEAM HDF m N: DOWN TO-�x m E m. ENTRY 4 'w w w ��M: _ < Ti m m' m RAISED FLOOR c�I Im mILA m (DOT FILL r m I ,x, xiiii x. SEE LEFT-- m rnI m GT > I n nl GT ABOVE— MB1 4 .-, M i (ABOVE DR--tl- GAR DOOR HDIR 3$"x10l9 CAS'ADE Si. H R —4.4x9Yx RIGIDLAN LVL FB 1, GT 1 i ABOVE I BUNDLED STUD ) / FOR HEADER ABOVE MIDDLE FLOOR UNIT E-8(A) FRAMING PLAN I/4"-I'-0" ENOLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 28 of 82 I (2)200 FB TOP ®+10'-13:." mom !1LV� 3) 2x +Ya PLWD. i� a� UNDER (2) 2X10 EDGE OF TJI BEI .I ' PONY WALL SUBFLOOR TO RAISED i BENEATH I .Is 7 FRAMING PLAN 'j9 I PWDR ROOM F.F. 0+O-3P" 1 A:V. i li EDGE OF TJI MIDI FLOOR WALLS BENEATH IBENEATH PLATE +8'-1" j 2x10 LEDGER I HOLDOWN STRAP illirlii J1l TOP 0+10.-1Ys FROM ABOVE - __. I I PLATE +8'-1' lir UNIT E-S(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=clUserslkstoner\DOCUME-11ENERCA-1113276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 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-Pill 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 k41,Trib=8.330 f1 Design Summary %1, qMIi Max fb/Fb Ratio = 0.635; 1 tb: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 3.505.2-2x5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 L IA' a 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 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.011 Design Summary rggsee 2,T.4' Max fb/Fb Ratio = 0.347. 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H 1110 Max fv/FvRatio= 0.179: 1 fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50 e, 2-2A Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 J. 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 Dell 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-Pill 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=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary `Iiibi.,t ,. 5 Max fb/Fb Ratio = 0.082; 1 fb: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 Max fv/FvRatio= 0.070: 1 A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 a 2-2010 Load Comb: +0+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w 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 Dell 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 Multiple Simple Beam File=c:lUserstcslonerlDOCUME-11ENERCA-1113276V-1.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 : 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-Pill 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 Desion Summary Dc0.09750)L(0.250) Max fb/Fb 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 A A Tv:Actual: 18.94 psi at 2.730 ft in Span#1 ISO rt z z,o Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) O L Lr S 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 Deft 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-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=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary ♦_______**MAW:_____ Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 1 Fb:Allowable: 1,017.19 psi ,J 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 3.0ft,2•2xe 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 Defl 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=a\Users\kstoner\DOCUME-11ENERCA-1113276V-1.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lie.#: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-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70pcf 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=20.0 ft Design Summary D 0.30 L.80 Max fb/Fb Ratio = 0.555; 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H 11111 ID Max fv/FvRatio= 0.455: 1 fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-2.8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.012 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 Deft 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 pct. 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= 1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fo/Fb Ratio = 0.913. 1 ,_ti' b°+°d1 fb:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fvlFvRatio= 0.803: 1 A. C, fv:Actual: 120.38 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 0.037 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 Defl 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-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=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary {� 5 4E de6v�j Max fb/Fb Ratio = 0.934; 1 2 fb:Actual: 868.57 psi at 1.467 ft in Span#1 Fb:Allowable: 929.74 psi :, Load Comb: +D+L+H Max fv/FvRatio= 0.820: 1 >" Yj fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n, 2-200 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 Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 1.27 Live Load Defl Ratio_ 1590>360 Total Defl Ratio J155>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdt Page 32 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:\User stoner\DOCUME-1\ENERCA-1113276V-1.EC6 ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-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-PrIl 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 ",",.. D 0.150 L 0.40 tb:Actual: 1,733.60 psi at 7.440 ft in Span#1 :>_..-1.�� Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H •Max fv/FvRatio= 0.455: 1 : A 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 B 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 Del 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: 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 kift,Trib=8.250 ft Point: D=0.220, L=0.240, S=0.180 k @ 1.0 ft 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 ,,,a,w,,o,.,m, - Max fb/Fb Ratio = 0.708. 1 1 D 0.1238 L 0. ib:Actual: 2,006.31 psi at 4.025 ft in Span#1 1ir■ilosswiiimssamilms � Fb:Allowable: 2,834.87 psi Load Comb: +D+L+H Max fv/FvRatio= 0.513: 1 • fv:Actual: 148.83 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 10.50 ft,3.5x9.5 Load Comb: +D+L+H Max a actions Max Reactions (k) D L Lr 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 Del 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 Applied Loads Unif Load: D=0.010 kilt,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 loft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary --- Max fb/Fb Ratio = 0.413 1 w0.r0.m0.201 fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 • A A iv:Actual: 298.89 psi at 0.000 ft in Span#1 Iv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) g L. Lr S W E H tDownward L+Lr+S 0.021 in Downward Total 0.120 in LeRight�018.19).H4_r 0 ggea 4 Roshak RH's�Lp2(s 6 I Structural C UfJN rl d L+Lr+ SC 0.0 0 in Upward Total 33 of 6�Q50 in )9943 >360 Total Defl 17A 0550 >180 ^NI`�ga Ucrs on St. C T E N G I N E E R I N G U'Si 0ke2 Seattle,WA 96109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 &ASG44Ci1 0406 AlorM WG fig 1,0 ' (ro/7,+ 2) (got 2Sio5v) 4- 4-t (tot &so50) . Es" PS�� 76,7 *''i-r /l = )11,7(s 5)2- 7 3' 3IS'rv‘z-ei 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: 580010 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software g 16041.ecw:Cac Iations Description CANT RET WALL (0 TO 4'-0") Criteria I [Soil Data ' Footing Strengths&Dimensions 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 psf/ft Total Footing Width == 2.00 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 0 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 = 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 Thickness = 8.00 Soil Pressure @ Heel = 422 psf OK Rebar Size = # 5 Allowable = 2,000 Rebar Spacing = 16.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable 9 ACI Factored @ Toe = 1,531 psf Design Data ACI Factored @ Heel = 533 psf +fa/Fa 0.068 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 Overturning = 3.19 OK 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 = 354.4 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 = 1,531 533 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 Page 2 User.KW-0602997,Ver 5.6.0.1-Dec-2003 Cantilevered Retaining Wall Design 1 _(c)1963-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL (0 TO 4'-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 = 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,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 9 16041.ecw:Calcolations Description CANT RET WALL (4'-1"TO 6'-0") Criteria Soil Data I Footing Strengths& Dimensions 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 psf/ft Toe Width Slope Behind Wall = 0.00: 1 = 1.50 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 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 Footingli5oil Friction = 0.300 Wind on Stem = 0.0 psi 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 Axial Live Load250.0 lbs Design Summary ' Stem Construction ` Top Stem OK Total Bearing Load = 2,326 lbs Design height ft= Stem0.00 ...resultant ecc. = 2.79 in Wall Material Above"Hf' = Concrete Soil Pressure @ Toe = 1,449 psf OK Thickness = 8.00 Soil Pressure @ Heel = 412 psf OK Rebar Size = # 5 Allowable = 2,000 psf Rebar Spacing = 16.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,685 psf Design Data ACI Factored @ Heel = 479 psf fb/FB+fa/Fa = e.255 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 si= 12.1 Wall Stability Ratios P 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 fm psi= Fs psi= Solid Grouting = _Footing Design Results I Special Inspection = Modular Ratio'n' 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<5*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: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev. 580010 User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ec,,,Page,ce,cu,e,ia 2 1 (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL (4'-1"TO 6'-0") Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4t lbs ft ft4 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 t i Stern Transitions= ResistinglOverturning 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, 15 MAR 16 Description: Scope: Rev: 580010 User KW-0602997.Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 `ic)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (6'-1"TO 8'-0") LCriteria I Soil Data I Footing Strengths& Dimensions 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.50 ft 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 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 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 OK Total Bearing Load = 3,589 lbs Design height ft= Ste o 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 Allowable = 2,000 Rebar Spacing = 12.00 psf Rebar Placed at = Ede Soil Pressure Less Than Allowable Design Data 9 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 1 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 Pm psi= Fs psi= LLL Solid Grouting = Footing Design Results ■ Special Inspection a Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,678 627 psi 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: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: I Rev: 580010 User KW-0602997,Ver5.8.0,1-0ec-2003 Cantilevered Retaining Wall Design ,50„_ec,,,Page_ca,w,at;o 2 (c)1983-2003 ENERCALC Engineering Software 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 40 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev 580010 1 -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(8'-1"TO 10'-0") Criteria I Soil Data I Footing Strengths&Dimensions I 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 Heel 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 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 6 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in -. Axial Live Load = 250.0 lbs Design Summary 1 Stem Construction I 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 = 8.05 Soil Pressure @ Heel = 714 psf OK Rebar Size = # 5 Allowable = 2,000 Rebar Spacing = 9.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,733 psf fb/FDesign Data ACI Factored @ Heel = 784 psf +fa/Fa 0.791 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 Wall Stability Ratios Shear Actual psi= 36.2 Overturning = 2.42 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= 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 Ratio'n' 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 6,446ft-# 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: L Rev 580010 Page 2 ■ User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 1 _(c)1983-2003 ENERCALC Engineering Software 18041.ecwCabdations 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 ft4 lbs ft ft4 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 42 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 RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Celculations Description CANT RET WALL (10'-1"TO 12'-0") Criteria a Soil Data 1 Footing Strengths & Dimensions M Retained Height = 11.50 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 = 2.50 ft 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 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 I 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 Soil Pressure @ Toe = 1,835 psf OK Thickness = 8.05 Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK 2,000 psfRebar Spacing 6.00 Allowable = 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 Wall Stability Ratios Shear Actual psi= 53.0 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 - fm psi= Fs psi= Solid Grouting = Footing Design Results 1 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 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 43 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev. 580010 User:KW-0602997,Ver5.8.0,1-0eo2003 Cantilevered Retaining Wall Design Page 2 _(c)1983.2003 ENERCALC Engineering Software 16041.ecw:Calculations 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= ResistinglOverturning 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 44 of 82 C T E N G I N E E R I N G 180 Nickerson St. Suite 302 I N C, Seattle,WA 98109 Project: Date:. (206)285-4512 PAX: Client: Page Number: (206)285-0618 IMPS .<, .1_ 17). _-.. . -- 1 I I E I .may i �"j— r "A" V.) .. . (1t)( )-4S) , 1/4-) -4 i- z( )') � ) +--C.Z.Y/ @ ?moo 16-' Ay 2•6'6 p) , 1/// 6". iv* l&' WO- .r1),_ TYR_ L./3u, 0 A G16S '. 6\ l5( .P *)( ) j*-)fi -) I-(a1)i-)5)� 2(33-- )b,' siq -- — c�s' Pic 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" 1_8" g-8" 10y° 2'-5" 84 CE COMMON WALL 4'-10" ,F 4-10 1 COMMON WALL EXTENT OF 7-0 EGlssOX ❑_ 1-HR E Q EXTERIOR/D1 �........ -BELOW pp' ^I-... ••y •. WALL. 3/Di -� ��__ II INSULATE FLOOR II I OVER UNHEATED m II SPACE 1 0 I a II Cledroom 2 -1 II Dl 0, v I. it I 8'-4Y" I-10"All I 22"k30" ATTIC ACCESS . 11.1 ` 5 SH. I ' ro 24 re 4 J 8 FOLOII 1 ell oo Bath I .'ON II n m 6 I' II ? it AM f SHOWER " I W '- map II IN -I a'-1GY4^ I 1 I 3'HCW LOW WALL 2a're 3-6,4 I>` I 42" A.FF. M. :ath Ii • oil SEE oR II II rP 1 0 ® STAIR I� I DETAILS I II I RADON RElkil0 II 1. i 8-4 ° I} 3 5Y2 -I,I II Q iI I VAULTED CJL$NC I I PER TRUSS m a 1 I MANUFACTURER a II < , > �i Master Bedroom II I .. ; II 1 o EXTENT 7-0 5+0 XOX IV I OF TENT EGRF_55I-HR ` 18 EXTERIOR I 4'-11" } 4• B"Mr I WA 1_5• 01 y 3/ l 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 15'-4" { 5'-10Y2" { t t I I I 1 I LOW ROOF I I • I ABOVE\�I j j CL COMMON WALL-. ® I - COMMON WALL FLOOR ABOVE, POfCh _ I I 7-05+0XOX _ 1 I ' I==... if� i - -• II _11 I I 11 Living ' i' II II I O ELE II 1 HEARTH lI (OPTIONAL)_-_. —!I 1 �' FACTORY-BUILT _ DIRECT FIREPLACE j I m 1178 ! D I- II i °!II I III INSULATE FLOOR OVER III UNHEATED SPACE -0" 3'-0" II DN ! Dining o 11 .11 -CONTINUE COMMON M II WALL GWB i _ , 11 THROUGH FURRING LOW WALL -2" m 1 TYPICAL 42" A.F.F. �+1=011 1' II 2'_8"r SEE SHT. II U8 FOR STAIR '' <'Fi DETAILS 11 \ x9 RADONI1 11, REDUC ONIlOPEN RAIL 0/PONY WALL:SYSTEM TOP OF WALL +22" A.F.F. +1 II TOP OF RAIL +3E" A.F.F. I. b I��' o .Y I WALL ' Q0 a BELOW-Ili ® I. I!' ©� 1 I do J 2'-6,: I 3'-1ya' 3'-11y• o } o I! '', Kitchen (1 WALL BELOW, i t INS.FLOOR ' I h VER UN- II 'I i DW �� �_-_1- L; EATED SPACE . ..'.1.I 1 I +g____ ....-........ai, EXTENT 60 7-0 510 XOX oh OF 1-HR EXTERIOR WALL. 3/01 k 1,1-8, TI ! Jr J. UNIT K -8(A) MIDDLE FLOOR PLAN 1/4"=1'-C" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 47 of 82 i 75-4 i CL COMMON WALL- 1 COMMON WALL I i 0 I ro 1 ' DIRECT VENT GAS I b- e WATER HEATER I AND FURNACE I DOORS SHALL BE SELF-CLOSING 20-MIN. RATED-' 0" II i 7--_O.UL _FURN' ?: I INSUL I d FURR DOWN -I I m FOR DUCT RUN may: -M�fi I Garage R7 OCCUP.I o I LI OCCUPANCY 11'-e Jr' - nro WALL FINISH: W 3'-6" GWB CEILING FINISH ' -- 14 W TYPE 'X' GWB GWB FIRE-TAPE 05 WRAP BEAMS ---- -I,I _ BELOW CEILING LEVEL. INSULATE RADON �/l� FLOOR ABOVE. REDUCTION SYSTEM-ate 1 INSULATE WALL SEE SHT ¢ U II PER DETAIL 4/D1 UB FOR STAIR I WHERE ADJACENT DETAILS• I TO HEATED SPACE ® I i r: UP ll D -6. 16 1' D5 II y Entry it 1//i ] • I-= L I AI I -rTOURAEOVE---- J m Porch I I 15-4" I I 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 = II 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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthduake.usqs.00videsionmaps/us/application.oho http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fe= 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 Sos= 0.72 EQ 16-39 EQ 11.4-3 SDI=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 SDC1 = 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 Do- 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&W) 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 Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor Co= 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 49 of 82 SHEET TITLE: Unit K8(A) CT PROJECT#: Sos= 0.70 h„ = 25.92 (ft) So,= 0.44 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si0.41 k = 1 ASCE 7-10(Section 12.8.3) IL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=Sos/(R/le) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Sol/(T'(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol'TO/(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) C,,, = DIAPHR. Story Elevation Height AREA DL w, w; 'h;k w, 'h xk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) mow; '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 E11.4= 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 6: 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 ism.ew= 110 110 mph Fig. 26.5-1Athru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable P6.30A= 24.1 24.1 psf Figure 28.6-1 P83o a= 3.9 3.9 psf Figure 28.6-1 pswc= 17.4 17.4 psf Figure 28.6-1 Pssso= 4.0 4.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Krt= 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) Jk`Kr•Iw•windward/lee: 1.00 0.00 Ps=A•Kzl`I`Rm= (Eq.28.6-1) Ps = 24.10 0.00 psf (Eq.28.6-1) Pss= 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 n.a 0.v.,w= 20.8 0.0 psf Ps s..a o....0.= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2.2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psi min. 16 psf min. DIAPHR. Story Elevation Height AA As A. AD AA AB AC AD wind wind WIND SUM WIND SUM LEVEL Height (fl) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.fl) 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 0.00 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 AF= 751.3 Ar= 1582 12.0 0.0 V(E-B)= 12.02 V(5-5)= 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 Mk SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT fr: Unit K8(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-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(S-S)= 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 usGsDesign 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 0 50 I SOOOm ' B�averton 7 i 10 3= t r IlRbrl4't�rA 1 II 1` rarm,rigtnn It o Milwaukie gar Lake Oswego I N O R T H Qscno;,s Offing City D rham AC' AM ER ICA aTu l tin ma..,„1 pQUCSt td201S MapQuert daza O � ®MapQuert USGS-Provided Output Ss = 0.972 g Srns = 1.080 g S°s = 0.720 g Sr = 0.423 g S,,, = 0.667 g S0i = 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 ass 1.10 0.110 0 00 0 12 0 22 0 64 0.77 0.S6 C4 a 0lr N 0.55 N 0.40 0.44 0.12 0 22 0 24 0.22 0.16 011 0OR 000 000 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.80 2.00 Period,T Isscl Period,T(suc) 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 USW 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)r" Ss = 0.972 g From Figure 1613.3.1(2)r21 St = 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 PI > 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 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, 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): SM5 = FTSs = 1.111 x 0.972 = 1.080 g Equation (16-38): Sn„ = FPS, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sr, = % SMS = z/ x 1.080 = 0.720 g Equation (16-40): So, = % SM, = % 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 SDs I or II III IV Sos < 0.167g A A A 0.167g 5 SDs < 0.33g B B C 0.33g <_ Sp, < 0.50g C C D 0.50g 5 Sus D D D For Risk Category = I and S. = 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 <_ SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ 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- 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 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 Wind 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 Loy en C o w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM Ream Line U,em OTM Ron,, U,e, liken HD tuff() (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (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 0.26 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 0.00 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 8.3b 167.8 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 6.3c 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 =Leff. 4.04 0.00 2.03 0.00 4.04 EVE0 2.03 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 58 of 82 SHEET TITLE: LATERAL F-13(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 Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wnd Max. Grid ID T.A. Lwall LDI.en. Ca wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM Rom Unei Ueem ON Rom Um„ U. Ueem HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PI() (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-It) (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 P6TN P6TN 83 7.18 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 O 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 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 B B.2a 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 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 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 -0.63 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 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 0.0D 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 - -- 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 D.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 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 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 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 2.03 1.00 EV „d 5.5B EVE0 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. Vyind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.O. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LPLeff, C0 wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM Rona Um U,,,, OTM Ram U„t Uw,n U,,,m HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) N (Of) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 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.1 b 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 1.08 0.21 0.66 1.00 1.00 41 P6TN PUN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0A3 O 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 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 B 6.1a 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 -0.86 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 Bic 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN 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 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 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 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 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 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 - - 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 0.00 710.8 69.7 69.7=Leff. 1.63 4.30 0.70 2.63 E V,„„d 5.92 E:VE° 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. Wind Wind E.Q. E.Q. p 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wind Max. Wall ID T.A. Lwall LDL m. Co w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rolm line U,u,, OTM RDnn U. Ueu,n U,,,,,, HD (sgft) (ft) (ft) (kV) (kit)) (kit)) (kip) (kiP) P (PIt) (pit) (kip-ft) (ki p-ft)( p-fl) (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 EV,„nd 0.00 EVEo 2.03 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 61 of 82 SHEET TITLE: LATERAL SS(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 Lor sn. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Una Usum OTM ROTM Use Usum Usum (sWft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (pit) (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 7.53 - 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 7.82 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 too 0.00 0.00 0.00 0.00 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 0.00 635.4 8.8 8.8=Leff. 0.00 0.00 1.40 2.03 EV,,,,a 0.00 EVEo 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 SS(side to side) CT PROJECT#: Unit KB(A) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic Vi= 0.70 Rips 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 And Wind E.Q. E.Q. p 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Wall ID T.A. Lwall LoLex Co w di V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ro- U„„ U,,,,,, OTM R01-M U„a U,,,,,, U,,,= (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plt) (plf) (kip-ft) (kip-(t) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) -1•--1'4s- 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 1--1.0 L- 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423 14 0 18.63 4.70 2.88 10.42 0.00 3.48 -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 4M 1t3 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 0.00 227 -0.68 1 A6 2.35 SIMPSON SWSB 12x8 4 4.2h 117 2.3 1t3 1.00 0.15 0.00 0.00 0.11 1.76 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.O 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 O.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 MO 0.0 1.00 0.00 O.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 MOO 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 O.0 O.0 1.00 0.00 0.00 O.DO O.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 MOO 0.00 D.00 0.00 0.00 0.00 0.00 - - 0 O.0 OM 1.00 0.00 0.00 0.00 O.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 O.00 0.00 O.00 0.00 - - 0 OM 0.0 1.00 0.00 0.00 0.00 D.00 0.00 1.00 O.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 O.00 0.00 0.00 0.0o O.00 0.00 0.00 0.00 0.00 - - 0 O.0 O.0 1.00 0.00 0.00 0.00 0.00 MOO 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 O.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 O.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 O.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 O.OD MOO O.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.DO 1.00 0.00 0- - 0 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 O.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=Leff. 0.00 0.00 0.70 3.43 I lc,;,a MOO )'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 Of •H head= A v hdr w= 0.0 plf 1 v Fdragl eq= 746 F2 eq= 434 • Fdragl w= F2 0 H pier= v1 eq= 422.3 Of v3 eq = 453.2 Of 5.0 v1 w= 0.0 Of v3 w= 0.0 plf feet H total= 2w/h = 1 2w/h= 0.932 9 • I Fdrag3 eq= 7 F4 e - 434 feet A 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 I,-41 H P. Hpier/L1= 1.25 4 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).pdf Page 64 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(MD) FOR PORTAL ASSEMBLIES1'7'3 Seismic(SDC C-E) Wind(SDC A-B) NominalDr)ft at Hold-{town. I '' Drif(at `,Hold-down Model No. Width Height Allowable 'Allowable.,. UpIIHaE. Allowable Allowable - U•ollft at' (In) Shear(Ibe) Allowable' Shear(lbs) , Allowable (In) 9heef(in) !bear PO Shear(In) ,..Shear((be)';_ SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14846 i, SWSB 24x7 24 78 10300 0.29 2080D 10400 0.30 21000 SWSB 12x7.5 -,12 ,85.5 25201 •- .0,32 9920 2770' "I. 0,35 10905 o SWSB 18x7.5 i 18 .`85.5. i 6386 ' 0.34. 14215 6910 0.37 {. 15516 '4) SWSB 12x8 12 93.25 2310 0.35 9916 2540 0.39 10905 -�," SWSB 18x8 18 93.25 6150 0.37 14840 5665 0.40 18325 ' SWSB 24x8 24 93.25 , 8870 0.37 21415 9760 0.42 23560 SWS812x9 • ,.12 10525 ,1080 . 0.43 . 9570 ` 1780; - m8 , 10790 SWS8,18x9 1$ 10525 'J3610 '. 0.43 13770 i 4180 0.51", 15105 SWSB 24x9 ' 24 105.25 . .7810 ,0,42 A,1280 8590- 0..47 *s 23405 SWSB 12x7 12 78 1300 0.27 9336 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 ! 5150 0.29 20800 5200 0.30 21000 SWS612x7.5 12 ' :855• . 1200 ' 031 9450 ` '1320( 0:38 a 10390 ' a_ SWSB 18x7.5 18 85.5 l" 2625 '5. .0 33 " 1387a 2885 0.40,.'. -15246 m SWSB12x8 m 12 93.25 1100 0.36 9445 1210 0.42 10390 m 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 SW99-12x9 12 105.25 790 0.43 9570 890 '0:48 „}10780 ih. SWSB 18x9 18 10525 1905 0.43 13770 2090 0.51 .15105 ;,-1 ,. SW88.24x9 24 105.25 --3905 042 __ 21280' 4295_ 0.47 , 23405 , For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Wm. 'Loads shown are the maximum allowable capacity based an AC130 tests.For allowable loads with various support conditions,see Table 4. 5Hold-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 1 B-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 745 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 drifts 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 6x6 W/ 24" aC. ``CONY. TO POST AT 14 ACE6 rAOJACENT UNIT 0 f OR HUC41659 0 I 1$a"x20 LVL FB 2x LED ER PORCH ROOF SYMMETRICAL ABOUT G7 ABOVE r;1 HUG�16 ��" THIS LINE 11I14b0 ®.T., o 0 HoR 1 3ED R ABCVV I AU U U U 1 LI U FLOOR GT 6 A TYP. 59.0 1 I 11 20 AT BLDG. I 09.0 STEP 1 20" OPEN WEB JOISTS 0 19.2" O.C. 11 00 UP ys7---BAT T OH POOR GT HIT420 n �' il '\I II--; \STAIR I ' I I I I; ,r_ I FRAMINGIII T1P. 6 ��I I I\ I S90 I AT BLDG. 20 -I°I )4-�I \\ 11 STEP sax 1 III I 1 l I \ 1 I 1 I1 ,. [F 11 I I Ir `�1l I J x "1 I1 1 UP TO I . I' M. BATH �j 1il \ I I \ ( I \ I t 4 , I I iY"x20" 1 LVL FB I m I 1 I Qo 11 do 1 I 1 lji-I I I o v R -� GT ABOVE / NOR UP TO M.BED GT ABOVE UPPER OR UNIT K-8(A) FRAMINGOPLAN 1/4"=1.-D" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak Rils_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 66 of 82 BEARING STUDS ABV. 1 1 1 0 I 0 CONT. I 6 TM DOUBLE m d , 59.2 ' 14:L"x91i" ®Z LVL RIM od a AT BLDG. STEP )d 4 11159.2 p ME 3 O' GT ABOVE '; © 3Xz"x101S' CASCAD HOP� /'��IC GT ABOVE Na.,1 CONT. DOUBLE th W`- 199'x914" AT BLDG. 1 f LVL RIM STEP 59. _ I u FL11;°x91¢• I fIFIBLAM LW I rt,USH WPC") Vi"x91¢7 1 a 10SB/tIM 1 I 1 l I I II Y i MB4 "Y I II I of 3.V10Yx" GAS;ADE S . R a i II I FIST I I I ABOVE I /STAIR 11 I 1 /FRAMINGI n E d HU410 �I s ¢ 'x9X BIG f I Al Lu m CO I 153 , �61I • - AR. DOOR DI• I 1�"x919" - 3 10�,�GLB HD: r ��© LVL RIM _- I 3.1rx 93i" GT ABV 1X"x9K"RIGIDLAM LVL RIM \BIG BEAM FB GT ABV. ® BUNDLED STUDS 0 FOR HDR ADV. 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 Multi le Sim le Beam File clUserslkstonen00CUME-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 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-Prll 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 Applied Loads Unif Load: D=0.0150, L=0.040 Oft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft esian WP D lb Altual:Summary 321.48 psi at 4.250 ft in Span#1 z 4SQo05a° ��be1'z Max fb/Fb Ratio 0.327; 1 F Load Comb: +D+L+H r- Max fv/FvRatio= 0.154: 1 jj fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,.1x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S 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 Multiple Simple Beam Fie=c:lUsersUsloner DOCUME-11ENERCA-1113276v.3.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lk.#: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: Wood Grade: Fb-Tension 1,000.0 psi Fc-PrIl 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 1950,LIO._520) Max fb/Fb Ratio = 0.368. 1 • fb: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 rt.2-2x8 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-PrIl 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 kift,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 Max fb/Fb Ratio = 0.498. 1 0 0..150 L 0.040 fb:Actual: 985.10 psi at 4.500 ft in Span#1 � sm ,..= . _. rilmimer Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max iv/FvRatio= 0.164: 1 • • fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.o n, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E r 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 Defl 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: (206)285 0618 File=OUsersl stoner\DOCUME-11ENERCA-1\13276V-3.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.8.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB3 Calculations per 2005 NOS,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: DFIDF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 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 fl Design Summary D 0 180 L 0.460 Max fb/Fb Ratio = 0.965; 1 ' ��i"!-mil 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 11.50 ft, 3.125x10.5 fv:Actual: 148.04 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li 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 Defl 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-PM 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=0.420, L=0.510, S=0.320 k @ 10.250 f1 Design 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 zsirslis Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 son 3125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Lr S W E d 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 Dell 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 fkerson St. CT ENGINEERING Ht c ioz I N C. Seattle,WA 98109 Project: Date: (206)285-4512 PAX: Cltent: Page Number: (206)285-0618 614714400 �Cr�tz.. /./IMAnc LdT1 holy+ z) C9nt 25-')Sa) .t- 4r (dot24-0St* te,,'(25-hl'7 P5P-.) _7 tf-/or 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-0802997,Ver 5.8.01-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:CakWalions Description CANT RET WALL(0 TO 4'-0") Criteria I Soil Data 1 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 psf/ft 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 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 r _ 1 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 Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 422 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf fb/FB+fa/Fa = 0.068 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 Pm 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-# Pc 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 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 Cantilevered RetainingWall Design _(c)1963-20133 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (0 TO 4'-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 = 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.Ver5,8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecwCalculations 1 Description CANT RET WALL(4'-1"TO 6'-0") Criteria I Soil Data ' 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 psf/ft Toe Width = 1.00 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 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 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore = 1 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 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 Rebar Spacing = 16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,685 psf fb/FB+fa/Fa = 0.266 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 Overturning = 2.27 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calm 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= I. Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' 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: L Rev: 560010 Page 2 User KW-0602997,Ver6.e 0,1-Dec Cantilevered Retaining Wall Design 9 _0)1983-2003 ENERCALC Engineering Software 16041.ece:Calculations Description CANT RET WALL (4'-1" TO 6'-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 = 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: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 User:KVV-0602997,Ver5.8.0.1-Dec2003 Cantilevered Retaining Wall Design Page 1 _(01983-2003 ENERCALC Engineering Software 16041.ecw:Calculations 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 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Fleet 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 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 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` l 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"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,492 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 558 psf OK Allowable = 2,000 psf Rebar Spacing 12.00 Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,676 psf fb/FB+fa/Fa = 0.510 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 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 I 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 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 76 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User KN-0602997,Ver5.8.0,1 Engineering Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Cakulalions 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,Ver5.80,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1963-2003 ENERCALC Engineering Software 1 16041.ecw.Calculations Description CANT RET WALL (8'-1"TO 10'-0") Criteria I Soil Data I Footing Strengths& Dimensions I Retained Height = 9.50ft Allow Soil Bearing = 2,000.0 psi 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 4.50 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 psi 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 Load = 250.0 lbs Design Summary ` _Stem Construction I 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 Soil Pressure©Heel = 714 psf OK Rebar Size = # 5 Rebar Spacing = 9.00 Allowable = 2,000 psi Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data 9 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 ble Shear Allowable Overturning = 2.42 OK 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= 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 78 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 Page 2 User,32003ENE CA CEn 1-eDecngSo Cantilevered Retaining Wall Design g (c)19832003 ENERCALC Engineering Software 16041.ecw:Cakulalions 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 i 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: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecwCalculalions Description CANT RET WALL(10'-1"TO 12'-0") Criteria I Soil Data I Footing Strengths& Dimensions I Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf To = 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 Ps" 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 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 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 I Soil Pressure @ Toe = 1,835 psf OK Thickness = 8.00 Soil Pressure @ Heel = 821 psf OK Rebar Size = # 5 2,000 p Rebar Spacing6.00 Allowable = sf 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 Wall Stability Ratios Shear Actual psi= 53.0 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 f m psi= Fs psi= Solid Grouting = Footing Design Results Y Special Inspection = a 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 a Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User KVJ-0802997,Ver5.8.0,1-Dec Cantilevered Retaining Wall Design 9 _(01983-2003 ENERCALC Engineering Software 16041.ecvcCalculations Description CANT RET WALL (10'-1"TO 12'-0") [Summary of Overturning & Resisting Forces&MomentsII 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 St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Protect; Date.. (206)285-4512 PAX: Client: Page Number: (206)285.0618 V YES r .-�.. -' ` ,' ---2-V( LAA pe .' -,err t , i ) I ( . \-----)-- -I. • , I , 1 ; 1 t. 41!1 rr M lira k) -e (46(0-5riS - • 4 2. %)( 4-D*-4 +-(z{uk)C re) lq r) e is-17b pCF- _ olio TIIKJ ' WO- T?R_ a,N, v 066\-6- '. 4\ X l 51 -.P-= V(15) 1*-f);)- 1--(4-0i--15 0(39-11- o k- ✓ 18162_2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 82 of 82 Structural Engineers