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Specifications RECEIVED CT ENGINEERING Structural Engineers INC. '-; [j 0 7 2019 180 Nickerson Street Suite 902 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) MST2019-00323-14255 SW 168T"AVE—LOT 67 vl fh I MST2019-00324-14271 SW 168T"AVE—LOT 68 , i,i MST2019-00325-14279 SW 168T"AVE—LOT 69 MST2019-00326-14293 SW 168T"AVE—LOT 70 #1816 2 MST2019-00327-14297 SW 168'AVE—LOT 71 Structural Calculations River Terrace Area IV (Row Houses) �`� PRo ��GIN •` • , 1 . Lots 67-71 4 t Tigard, OR 4REG''NA , p/FS zzTG�,�9��Fr 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's Lots 67-71 Structural Calculations(2017 ORSC).pdf Page 1 of 82 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace Area IV Row Houses—Tigard, OR DESIGN SUMMARY: The proposed project consists of three-story wood framed row house structures that are comprised of E8 exterior units and K8 interior units. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre- manufactured wood I-joists. The lower floor is a slab-on-grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 2 of 82 SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 3 of 82 3'-7k" 2'-31/2'. 11'-2y" 1'-11)12 4'-23/4" 1'-.1 EXTENT OF 1-HR 3 e EXTERIOR WALL. 3/D1 T ROOF D3 7 ]_G�5-0 XOX = BELOW I 1 EGRESS CE COMMON WALL r-l: > .o VI TV NICHE •••«• WINDOW. I1 WALL«.«...« A AT+36" SEAT®-. } BELOW +24'AFF e A.F.F. + • ' INSULATE: � I 1 } : I " FLOOR OVER UNHHATE4'{ SPACE WALL � < 1 I BELOW Ma ter Bedroo ., D1 a i p VAULTED RUSISNG r--- 0 m \ _MANUFACTURER 1 RADON 2,Ix9' tI 3'-113,4- 3'-P+}" ( 5-5)'4 REDUCTION r I SYSTEM I .'moo ic> 5 SH. i m 1�� Linen , " I' ,� _ o O 5' SHOWE I D3 o • BIFOLD 13 �? I------ - I 6DN 05 x m III e -5-- I, , T 2x4 FLAT 1._., �y 2, PLANT `� STUDS r9 DS f9 SHELF V. ZIT f ® 4r '.— M Bath I. LOCATE PLUMBING 40 ROUGH-IN ACCOUNG �� 7 � ® I� TW FOR (2) LAYERS GWB n o e 3!4 r ��"" I \ AT PARTY WALL I o C ORYER qq m RADON v 1L p AIREDUCTION ��= I �� A 9 SYSTEM 5' TUB Ili . WASHER © & II . SHOWE I Sf4/2 Bath 2 2-4 HCW 24'TB ) I Wh 3-7y 3'-9" 1 17Yx..1 I 1 ATTIC n LLB __ LOW WALL UPj`UCESS I S &P -__ 11 T " AT+42' W/ J / 1�1 `"\ �-as WOOD CAP -o 18 i® 6-0 BIFOLD ' l-W a O,I » D4 I c IA. I 3'-5Y2' II TWa . OD, II q Tech Rm. Bedroom 2 II TYP 11 CD 49 o ® 11 , I I 0 i_ 4.y 6 4-6 SH 5-0 4-6 SL ur o� AT 6-11 I A. TECH F.F. EGRESS - I fITf1T I♦T EXTENT OF 10'-0" 2-0' 1-HR 19._1" EXTERIOR 0 WALL. 3/D1 UNIT E-8(A) UPPER FLOOR PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 4 of 82 10" 3•-OY2 3-0/L 10" 4.-*. 1 \ . t 1 } CE COMMON WALL 1 Porch I FLOOR I b 1ABOVE I Yv `�\ E 7-0 5 0 X0X I gal . :-; 'I LOW ROOF FACTORY-BUILT ABOVE DIRECTgalrAlk VENT GAS FIREPLACE I 1 �—TILE HEARTH Living t II 11 I. (OPOGNAL) INSULATE FLOOR OVERUNHEATED SPACEI FLOORABOVE 1.'''- i:r;._'1 RADON - - - -J"1 i REDUCTION II SYSTEM a '-4y� �-5Y' 7-10" 3'-4Y2 2�-8' a II z I ` p I6iiIT '! — !'I o co 7 pp Op I LOW W'LL AT I I — "' n +42" A.F.F. �"� O� 1 II D Kitchen II OW a D RADON III REDUCTIIII0 . N ___- cl SYSTEM 0 III II 1 I '®III I .+ ♦ . og ° Y !Ii 2 B"II I N 5 n CONTINUE PARTY WALL D5 GWB THROUGH FURRING F TYPICAL i el ® Din./Fam. rI It m INSULATE FLOOR OVER i' lair UNHEATED SPACE II ��_............ _� FLOOR BELOW ••I 2-6 3-0 F AT 6' Ii'ARV. 7-0 5-0 XOX I _ MR. F.F. ^•••1 I �• 1 1' I I s I le \In\ D4 I I EXTENT OF EXTERIOR I WALL. 3/D1 . 5'-0" k 5-0" ,, 10•-0" 2-0"A 19-1 4 UNIT E-8(A) MIDDLE FLOOR PLAN 1/4=V-0• ENGLISH REVIVAL 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 5 of 82 17'-4 " 4'-1" + 13'-3,1 I • 1 COMMON WALL I I I I Mech. ' Vi a R3 DCCUP. I- I. 0 DIRECT VENT GAS I WATER HEATER I DOORS SELF-CLOSING PRE-TAPE ALL I P BEAMS I n„___—_______—_,____- DIRECT VENT GAS T. FURNACE-• yJ BELOW.. a Ark RADON I rRIRN of E•INSULATE I i'I �REDUC710N _ 1S I SYSTEM • O DUCT I INSULATE I UNDER STAIRS I AND LANDING D1 I o PER DETAIL 4/D7 RADON / WHERE ADJACENT Alai REDUCTION 'IT i NV SYSTEM SEE TH R Garage 1 j U4 FOR STAIR ��VV I:., DETAILS N. 1 0 UP, RISERS AS REDD I 9 I 4R _ UP =Qi _ I Entry I Q NN h I VJ 1 oz_ n I P I och ^ ' 1-1 � 'g^2'-DYZ"I 2'-1" 4'-0" 2'-3Y2^I AT I I STEPS •0 UNIT E-8(A) LOWER FLOOR PLAN I/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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthouake.usos.qovidesionmaps/us/application.DhP htto://earthquake.usgs.qov/hazards/ 6. Site Coefficient(short period) F8= 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=F8"Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si Ski,= 0.67 EQ 16-38 EQ 11.4-2 Sps=2/3"SMs Sos= 0.72 EQ 16-39 EQ 11.4-3 Sal=2/3*SMI SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s 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 00- 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 00- 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) SDI= 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=SDi/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs= (SDI*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 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) CVX DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) �w 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 SS 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 Wdth= 19.0 40.0 ft. Basic Wind Speed 3see,Gust= 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 Ps30A= 16.1 16.1 psf Figure 6-2 ps30e= 11.0 11.0psf Figure6-2 Ps3oc= 12.9 12.9 psf Figure 6-2 Ps3oo= 8.9 8.9 psf Figure 6-2 A= 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) A*Kb'Iw•windward/lee : 1.00 0.61 Ps=X*Kzt*I*l30= (Eq.5-1) PsA= 16.10 9.82 psf (Eq.6-1) pss= 11.00 6.71 psf (Eq.6-1) psc= 12.90 7.87 psf (Eq.6-1) Ps = 8.90 6.43 psf (Eq.6-1) Ps A ana c average= 14.5 8.8 psf Ps s and D average= 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(5-8) (F-B) (S-S) 1Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.0C 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA Ae Ac AD AA As As AD wind wind WND SUM WND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 As= 626.2 AF= 1318 6.3 8.0 V(n4)= 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 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 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(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S). 9.93 kips kids 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 EMS 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 SOOOm B;averton "} 10 141 or Milwaukee 0 210 gar,d• Lake Oswego ,1/ scf-ct.,s a ' O King City DGrham A - AMERICA Tualatin it mapgUe5L ... €12015 MapQueste'-dat'"--1721tf6 MapQuest USGS-Provided Output Ss = 0.972 g SMs = 1.080 g SDs = 0.720 g Si = 0.423 g Sr„ = 0.667 g SDI = 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. MCEf Response Spectrum Design Response Spectrum o.se 1i0 0.00 0 i? 072 0 8e 0.64 0 77 0.SS Oi 0 66 0 o.4s • a.ss iA 0.40 CA 0.44 0.32 0.33 0 74 0 22 0.16 0.11 0.03 000 000 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 200 0.00 0.20 0.40 0.60 0.130 1.00 1.20 1.40 1.60 1.90 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 MUM 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 S,). 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)r2' 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 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 12 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 S5 >_ 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 5, = 0.20 S, = 0.30 S, = 0.40 Si 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S, = 0.423 g, F. = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 13 of 82 Equation (16-37): SMs = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): = 2/3 SM5 = 2/ x 1.080 = 0.720 g Equation (16-40): Sp, = 2/3 SM1 = 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 5 SOS < 0.33g B B C 0.33g 5 Sos < 0.50g C C D 0.50g 5 Sos 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 So, I or II III IV Sol < 0.067g A A A 0.067g S Sol < 0.133g B B C 0.133g 5 So, < 0.20g C C D 0.20g 5 So, D D D For Risk Category = I and S, = 0.445 g,Seismic Design Category = D Note: When 5, 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-2o12- Fig1613p3p1(2).pdf 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 15 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. Wind 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 Wind Max. Grid ID T.A. Lwall Loan. C, w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rory Unet Uaum OTM Ron,, Una, Usum Urn HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p16 (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 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 0.38 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 PVµrne 3.38 `'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 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 Wind E.Q. E.Q. E.Q. E.Q. Wind Wind WFnd Wind Max. Grid ID T.A. Lwall LEA.etl. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Row Line Usum OTM Row Um, Us,,m U,,w HD (soft) (ft) (ft) (WO (kiP) NO (kiP) (kip) P (Oft (Plt) (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 D.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 D.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 6.0 6.0 1.00 0.00 1.21 0.00 0.81 0.00 1.00 1.00 135 P6TN P6 201 7.30 0.00 1.37 1.37 10.85 0.00 2.03 2.03 2.03 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 too 0.00 0- -•• D 0.00 0.00 0.00 0.00 D.ao 0.00 0.00 0.00 0.00 - - 0 0.o D.0 too o.00 0.00 0.00 0.00 0.00 too o.00 o- --- o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.o0 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 D- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D o.0 0.0 too o.00 o.00 0.00 0.00 0.00 1.00 0.00 0 -- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 0.0D 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 D.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV0 5.79 EVE° 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 hack) 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 Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wind Max. Grid ID T.A. Lwall LaLeff Co wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM ROM 1.4.1 U,,,, OTM Ro7M U„e U,u„ U„„ HD (sgft) (fi) (ft) (kit) (kip) (kip) (kip) (kip) p (PM (plf) (kip-ft) (kip-ft)( P- ) (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 D.57 3.72 2.28 0.24 1.64 1.64 A A.lb 0 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.89 1.00 1.00 43 P6TN P6TN 61 8.01 29.30 -1.06 -0.74 11.49 21.70 -0.51 0.62 0.62 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.42 9.26 0.00 2.14 4.17 4.17 B B.1 b 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.ta 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.16 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 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 OAo 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 o.o 0.0 1.o0 0.00 0.00 0.00 0.00 0.00 1.o0 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ao 0.00 - 0 0.0 0.0 too 0.Do 0.00 0.00 0.00 0.00 too o.00 o- - o 0.00 0.00 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- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 D.OD 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 693 75.1 75.1 =L eff. 2.53 5.79 0.81 3.98 E V,,,s 8.32 E V Eo 4.79 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer '"' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 18 of 82 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit E8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wnd Max. Wall ID T.A. Lwall LoL off. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Roma U,,,t Liam OTM Rtmi Limn U,,,m HD (sgft) (ft) (ft) (MD (kip) (kip) (kip) (kip) p (pIf) (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 8.06 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 0.50 569" "" 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 693 10.0 10.0=L eff. 4.04 0.00 2.36 0.00 EVw;,a 4.04 E VE0 2.36 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "` denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 19 of 82 SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: Unit E8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.87 kips Max aspect= 3.5 Sum Seismic V i= 3.98 kips Sum Wind F-B V I= 6.92 kips Min.Lwall= 2.57 ft. Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Mex. HD Wall ID T.A. Lwall L01.of, C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Roma Una Us„m OTM RoTM Una Usum U,,,m (sqft) (ft) (ft) (k8) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 4.0 3.5 1.00 0.20 1.44 0.00 0.81 0.00 1.00 0.89 228 P6 P4 359 7.29 1.26 1.81 1.81 12.94 0.93 3.60 3.60 3.60 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969" " 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969" " 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 O.Oa 0.00 1.00 0.00 0- - o o.00 o.00 0.00 0.00 a.00 0.00 0.00 0.00 0.00 - - o o.o 0.0 too o.00 o.00 o.00 0.00 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 O 0.0 0.0 too o.00 o.00 0.00 0.00 0.00 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 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 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Lett. 2.87 4.04 1.82 2.36 2.'Vs;,,d 6.92 EVE° 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 S-S(side to side) CT PROJECT#: Unit E8(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 3.02 kips Max.aspect= 3.5 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 9.93 kips Min.Lwall= 2.57 ft. HD Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Wall ID T.A. Lwall LcL dr. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM RornA Unst Um,m OTM Row U„m Usum (ism (SO) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plt) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) -1--174r 108.9 5.8 5.8 1.00 0.20 0.44 1.64 0.12 0.95 1.00 1.00 186 C6 P/ 361 9.60 2.98 1.30 5.41 18.71 2.20 3.25 11.00 ttee- CONCRETE RETAINING WALL -4----h2b- 56.83 3.0 3.0 1.00 0.20 0.23 0.85 0.06 0.49 1.00 0.67 278 P4 n4 361 5.01 0.81 1.80 5.91 9.76 0.80 3.93 11.68 4448- CONCRETE RETAINING WALL - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 4.0 4.0 1.00 0.20 1.40 1.44 0.38 0.81 1.00 0.89 334 P4 P2 710 10.68 1.44 2.77 4.58 25.56 1.07 7.35 10.95 10.96 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 411 P3 P4 386 8.89 1.35 5.65 7.26 17.68 1.00 6.11 7.94 7.94 SIMPSON SWSB 12x8 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 411 p3 P4 386 8.89 1.35 5.65 7.26 17.68 1.00 6.11 7.94 7.94 SIMPSON SWSB 12x8 - 0 0.0 0.0 1.00 0.0D 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 745.1 16.8 16.8=L eff. 3.02 6.92 0.81 3.98 L'V,„„d 9.93 2VEo 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 dl= 150 plf V eq 1177.6 pounds V1 eq= 588.8 pounds V3 eq= 588.8 pounds V w= 2020.5 pounds V1 w= 1010.2 pounds V3 w= 1010.2 pounds v hdr eq= 117.8 Of -, A H head= A v hdr w= 202.0 Of 1 v Fdragl eq= 353 F2 eq= 353 Fdragl w= 6 F2 606 H pier= v1 eq= 368.0 plf v3 eq= 368.0 plf 5.0 v1 w= 505.1 plf v3 w= 505.1 plf feet H total= 2w/h= 0.8 2w/h= 0.8 9 • I Fdrag3 eq= F4 e - 353 feet • 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 Wnd v sill w= 202.0 plf feet OTM 10599 18184 R OTM 6750 5000 UPLIFT 428 1465 UP sum 428 1465 H/L Ratios: L1= 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 1 A 711 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 10.0 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 22 of 82 JOB#: Unit E8(A) ID: 4.2a&4.2b w di= 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 A H head= A v hdr w= 298.6 plf 1 " Fdragl eq= 517 F2 eq= 517 A Fdragl w= 6 F2 896 H pier= vl eq= 538.2 plf v3 eq= 538.2 plf 5.0 v1 w= 746.6 plf v3 w= 746.6 plf feet H total= 2w/h= 0.8 2w/h = 0.8 9 • I Fdrag3 eq= F4 e - 517 feet A Fdrag3 w= 896 F4 w= 896 P2 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 172.2 plf 3.0 EQ Wind v sill w= 298.6 plf feet OTM 15500 26877 R OTM 6750 5000 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 4 ► 4 ► 4 ► Hpier/L1= 2.50 41 ► HpierlL3= 2.50 L total= 10.0 feet 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 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 vhdrw= 392.9 plf 1 v Fdragl eq= 494 F2 eq= 494 Fdragl w= F2 982 H pier= v1 eq= 395.1 plf v3 eq= 395.1 plf 5.0 v1 w= 785.7 plf v3 w= 785.7 plf feet H total= 2w/h = 1 2w/h= 1 9 I Fdrag3 eq= 4 F4 e - 494 feet A Fdrag3 w= 982 F4 w= 982 P3 E.Q. 2w/h= 1 P2 WIND H sill = v sill eq= 197.5 plf 3.0 EQ Wind v sill w= 392.9 plf feet OTM 17779 35358 R OTM 6750 5000 UPLIFT 1225 3373 UP above 428 1465 UP sum 1653 4838 H/L Ratios: L1= 2.5 L2= 5.0 L3= 2.5 Htotal/L= 0.90 41 ► -II Hpier/L1= 2.00 r Hpier/L3= 2.00 L total = 10.0 feet 18162_2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 24 of 82 ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALLeSB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIESI'2'3 Seismic(SDC C-E)• . Wind(5DC A B): Nominal Drift at Hold-down, 1 CI"at Hold-down; Height Allowabla U. .at All able s., Uplittat Model No. Width .Allowable. Allowable In She Allowable Shear(Ibs) Shear In ; ABowabYe (In) ( ) Shear pbel Sheer on), Shearcibe)' O ,: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 SWSB-12x7.5 12 -.855 r 'l.2520.1, . .0,32 . 9920%: 2770.'7 '1 0,35 10905 o SWSB.18x7.6 , 18. ' -85.$ i ";,6351)1. ' : 0.34'. 14215 59101 ' l V137 16616- a a, SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 ."'': SWSB 18x8 18 93.26 5150 0.37 14840 5685 0.40 16325 .:,;'_; •. SWSB 24x8 24 93.25 j 8870 0.37 21415 9780 0.42 23560 SWSB12x9, ' '. 12 • 10525 J<1580 0.43... .. '. 9570 i ,178b,r • ' `0.48 i(r 10766 ', 1, i8WS4_18x9 _ .16 105.25 ".3810 0A3' 13770` "'4180 ' 0.61 .i 15105, SWSB 24x9 ;' 24 .105.25 l 7810 0.42 21280 ' 8660' 947 1 i 23405 , SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 ' 5150 0.29 20800 5200 0.30 21000 SWSBl12z75. 12 ;855r =;1200 :,.."0.31 : 9450 '. Y. ;13IL0! '0.38 .• I 10390 'r' .SWS618x75 "'18' ' ' ,855 I° i 2625 , ..!;. 0.33 13870 2885 0.40 . .15245 . m;, SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 •E''uS'" SWSB 18x8 18 9325 2450 0.36 14120 2695 0.43 15530 ' SWSB24x8 24 9325 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 '11.05.25 , :790 0.43 , 9570 :1: r890 :'0.46 107801 SWSB.18x9 18 105251 'r1905s - 0'.43 13770 '' 2090 ,0.51 .16105: ; SWSB 241t9`x,• 24 105.25 13905-°" 0 42 21280`''i 4296 ' '0.47 F 234405 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 on AC13D tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear Is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-inch panels 93.25 Inches or less In height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 'Panels may be trimmed to a minimum height of 74%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 Cr 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 - mo- I HOP -.Ri I HUC416 LOW ROOF _ ...IS i3'+�D LW- GT iABOVE ABOVEIiiii.,,, ' _ 24 B°O I �.,,. HDRIII 'HDR ``HUC4 6 Il.g'P BED L.- I 1 _ \ T ABOVE I I a *� of I i 11 a u ! y u u ' I,L,I 2x LEDGER GT FLOOR OT ABOVE II 2X TRUSSES II AT 24" O.C.-1 o o I Le m v= 20' OPEN WEB JDI44S 0 19.2" O.C. lj 6 u _ID I 59.0 TYP GT �DSC6 20 AT BLDG. ABOVE FLOOR GT DRAGI�USST(18/590� I+. 59.0 STEP I i. - 1'I 2x6 ATilin L. Pr it GT ABOVE 16" O.C, p .a 1� Ii I i/II %In1 III 0 a 1Wx20.LVL FB `--- �I SB.3 0 '�BTAIR FRMG. x - 1 II (2) 2X10- (3)2x6 TB 1 2x6 LEDGER, * LEDGER AT LANDING `UP TO TW. U.N.O. \ / J\ i � v / '- 47 I // \ / In y I. 61 4,: tl `""'"4" 1' r II II I ///� STXIR i -r 1 1 11 III RAISED FROG. ` I x_i II I'ti1 PLATE / \ --'- UP T r o LANDING/POWDER i I j AT+1'-2%r - i l i. I � ABV. MIDDLE F F !; - EXTENT OF I HAISEU hLH. RAISED FLOOR = .;fr:;;:::G:;i?::'? ::.� " I (DOT FILL) :''''"`' 13'it20 LVL FE . . SEE BELOW iiiiiii:iiii: % G7 ABOVE ii:{h GT ......_..e_.. ... ABOVE :::::::::::::::•:::•:::::::: 1P TO 6X6 /L9". {T: ii��i BED 2 •p, HO I _UP TO `GT I TECH. L_7 B2 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 1 wimi --.,♦I♦-- .-. - —. (2)2x10 FB YJI ?' i}: Ei: ® !II OVER-FRAMING PLAN I : I TO MATCH H7. i `_�_" OF RAISED FLR. I RAISED FLOOR AT+144'4" M I UPPER FLOOR WALLS 200 0 16" � rib 0 C T113. PO 1 ®6 LEDGER I (�III P4.75" STEP I c mil © HDR 11111 ® LINII 1 A 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 0 ®z r GT ABOVE o 4,, e TYP. 0 on) 11 AT BLDG. co - S02 STEP - III -1-H2.9 TO SEAR 12 GT ABOVE .r, II...," LVL CLOCKING MB4 59.0 I, x11/6 LAM OO LEDGER WO I J 6u6 'OST ST ABOVE 59.3 1'/."r.9Yz" RIGID AM VL FB LANDING F.F. AT +T-0" Lt, /1 4x4 'OST FROM +;'-0" ABOVE LOWER F.F. w \ t TO +8'-1' AB I. L(bV F.F. 2x6 AT 16" O.C. '� � /x\ �TAIP I \1 j FRML. 13;"6914" RIGID AM VL FB \ / le '� Ia Sir in CIO ING g I m 0, T ' \ m I BUNDLED i \\ x STUDS ABV. / n I 6\\\ MB4 to 1 I. I t "ONT 5J4It11�i�' in 1 i1 m BIG SEAM HDF fp 4 I, 1 DOWN 70.-ter m i oI '.I ENTRY.. ' w wl w a w m t2 m RAISED FLOOR t j r FR m m (DOT FILL) , m SEE LEFT-- ix a - I x rn m � x z GT m' 2. G7 ABOVE��, n� n (ABOVE y_: GAR DOOR HD �W�LI I 3$-4107¢" CAS DADE S L. H R ___ .4114a945 RIGIDLA LVL FB GT 1 } A ABOVE BUNDLED STUD r FOR HEADER ABOVE MIDDLE OOR UNIT E-8(A) FRAMING PLAN FRAMING PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 28 of 82 (2)2x10 FB TOP 0+10'-14" '011.11 , (3) 2x +4" PLWD. • rEq UNDER (2) 2X10 I EDGE OF TJI � .1 + PONY WALL SUBFLOOR TO RAISED I BENEATH I snv FRAMING PLAN 1 � I PWDR ROOM F.F. ' ill I 0+i'-3Y." I i :V In 1�1 1E11 1 MDR FLOOR WALLS I EDGE OF TJI BENEATHSUBFLOO 1 I fig I BENEATH PLATE +8'-1" •{��" ■ HOEDOWN STRAP 1I11111fA� 2x10 LEDGER I TOP ®+10'-1%" FROM ABOVE - An VIP A& PLATE +8'-1" gEr UNIT E-8(A) RAISED MIDDLE FLOOR FRAMING PLAN POWDER ROOM AND 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 29 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c\Users\kstonenDOCUME-11ENERCA-1113276V-1.EC6Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver..6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!' 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/It,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 kilt,Trib=8.330 ft Design Summary q +;f Wy3l Max fb/Fb Ratio = 0.635. 1 fb: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 360"•'-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s w 1: Id 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 Dell Ratio 1290>360 Total Dell 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 1,300.0ksi 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 klft,Trib=2.0 ft Design Summary _ y�o_� s&o osl ; Max fblFb Ratio = 0.347. 1 x i fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.179: 1 fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 e.2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lt 5. 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 Dell 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-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 2770pcf 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 klft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 kilt,Trib=4.750 ft Design Summary D!!,, . _,8 'mum=a�mvw: Max fblFb 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 41, Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,2-2x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr s W E. N 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 Dell Ratio 21152 >360 Total Defl Ratio 13898>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 30 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=a\UserslkstonertDOCUME-11ENERCA-1\13276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : UB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 Idit,Trib=6.50 ft Design Summary __,_D(0.0e75D L(0.260 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 ID Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 It,2-2,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W k 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 Deli 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-)cx 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 Idit,Trib=6.50 ft Unif Load: D=0.0160, S=0.0250 kfft,Trib=2.0 ft Design Summary 6.4VM93 Max fb/Fb Ratio = 0.199. 1 ----i fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1.017.19 psi Load Comb: +D+L+H .,% Max fv/FvRatio= 0.163: 1 fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.01t,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L. Lr $ 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).pdt 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=clUserslkstonerlDOCUME-11ENERCA-1113276V-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 Calculations per 2005 NDS,IBC 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/fl,Trib=20.0 ft Design Summary o 0.30 L 0.80 Max lb/Fb Ratio = 0.555. 1 tb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fvlFvRatio= 0A55: 1 fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft 2-2:0e Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L 1-r s W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212>180 Wood Beam Design : MB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=1.0 fl Unif Load: D=0.0150, L=0.040 klft,Trib=7.50 ft Point: D=0.530, L=1.40k@ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913. Si 1 -4?-6-,' o'i��rib°o at ib:Actual: 848.86 psi at 1.400 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.803: 1 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 Deft Ratio 1638 >360 Total Deft 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-Pal 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=0.0150, L=0.040 Mt,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary a-...., Max fb/Fb Ratio = 0.934. 1 ,�,: .,; ..;ice lb:Actual: 868.57 psi at 1.467 ft in Span#1 ::� '>�� Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fvlFvRatio= 0.820: 1 A A fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left 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 1155 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf 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=c1Users\kstoner1DOCUME-1\ENERCA-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 : 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: Level Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Prll 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 tb/Fb Ratio = 0.605; 1 0 0.150 L 0.40 fb:Actual: 1,733.60 Psi at 7.440 ft in Span#1 : •••• •• • Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H Max fvlFvRatio= 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 5 VV E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Dell Ratio 477>360 Total Defl Ratio 347>180 Wood Beam Design : MB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Level Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unit Load: D=0.0150, L=0.040 kilt,Trib=8.250 ft Point: D=0.220, L=0.240, 5=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•,., Max fb/Fb Ratio = 0.708; 1 Dr3.1238)Li 0.330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 V _ V 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 Deflections Max Reactions (k) D L Lr S W E hi 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 Defl 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: Level Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 kift,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 kilt,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0 413; 1 2 oro.�tso2 LJL201 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 2 fv:Actual: 298.89 psi at 0.000 ft in Span#1 6.50 ft, 3.5x9.5 Fv:Allowable: 496.00 psi Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr 5 W E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left a4 Lj ward L+ + 0.0100 in Upward Total 00 in Right t 018.'�1 f_l�'gea 4 Roshak RH's4 Alois 6 " t,�,Structural Ca J a g SC). 3 >360 Total Defl I' 33 0 0 >180 �,''`` Ickerson St. C T E N G I N E E R I N G U'Su1 a e02 I N C. Seattle,WA 98109 Project: Mite: (206)285-1512 FAX: Client: Page Number: (206)28.5.061E yt) = (, /l --) C90t 2SPSv) -- 4• (tat ts0S + (a°(z5-fIZ P5g,' 5 er7 ef-/r-r ) 7( )� 1.??733 3!- IS 1 �lv z-dk, 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 Page 1 User:KW-0602997,Ver 5.6.0.1-Dac-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineenng Software 16041.ecw.Calculations Description CANT RET WALL (0 TO 4'-0") Criteria I Soil Data ' 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 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 I Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs _Design Summary ` Stem Construction ` Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,213 psf OK Thickness = 8.05 # 5 Rebar Spacing - Soil Pressure @ Heel = 422 psf OK Rebar Size _ 16.00 2,000 Allowable = psi 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 Wall Stability Ratios Shear Actual psi= 4.9 Overturning = 3.19 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 = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results11 Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 114 Masonry Block Type= Normal Weight Mu':Downward = 26 563 fl-# Concrete Data Mu: Design = 155 563ft-# 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 Speed 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_Lols 67-71_Structural Calculations(2017 ORSC).pdf Page 35 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 16041.ecwCalculalions Description CANT RET WALL (0 TO 4'-0") ,Summary of Overturning&Resisting Forces&Moments U 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= ResistinglOverturning 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: L( Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 c)1983-2003 ENERCALC Engineering Software 16041.eow:Calalations 1 Description CANT RET WALL(4'-1" TO 6'-0") Criteria I Soil Data I Footing Strengths&Dimensions 1 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 FootingliSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 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 Thickness = 8.00 Soil Pressure @ Toe = 1,449 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 412 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,685 psf fb/FB+fa/Fa = 0.265 ACI Factored @Heel = 479 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 4.0 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear©Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Wall Stability Ratios Shear....Actual psi= 12.1 Overturning = 2.27 OK Shear.....Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I 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 1 Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. = Mu':Upward = 762 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sixes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 37 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM. 15 MAR 16 Description : Scope: Rev: 580010 Page 2 ` User:KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 9 1 _(c)1983-2003 ENERCALC Engineering Software 18041.ecw:Calculations Description CANT RET WALL (4.-1" TO 6'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 504.2 2.08 1,050.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.33 200.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Total = 739.4 O.T.M. = 1,602.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.27 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,326.0 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,076.0 lbs R.M.= 3,636.2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 38 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 1 ` User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 16041.ecw,Cagcaeations 1 (c)1983-2003 ENERCALC Engineenng Software Description CANT RET WALL (6'-1"TO 8'-0") Criteria 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 5.0 Heel Active Pressure 3 psflft Toe Width = 1.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in 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 Depth0.00 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 = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"He = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,492 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 558 psf OK Rebar Spacing = 12.00 Allowable = 2,000 psf Reber Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,676 psf fb/FB+fa/Fa = 0.610 ACI Factored @ Heel = 627 psf Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft-if= 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 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 ResultsI Special Modular Ratio Inspection Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft- Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data Mu: Design = 1,480 2,945 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S"Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6©37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 39 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 User KW-0602997,Ver5.8.0,1-0ec-20o3 Cantilevered RetainingWall Design Page 2 (01983-2003 ENERCALC Engineering Software g 1 — 16041.ecw:Calculations Description CANT RET WALL(6'-1"TO 8'-0") ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs fl 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.E 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 40 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 Page 1 User KW-0602997,Ver5.8.0,1-Dec2003 Cantilevered Retaining Wall Design _(01983-2003 ENERCALC Engineering Software 16041.ecw-Calculations Description CANT RET WALL(8'-1"TO 10'-0") Criteria ' iSoil 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 Equivalent Fluid Pressure Method Min.As = 0.0014 9 Heel Active Pressure = 35.0 psf/ft = Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Toe Width 2.50 ft P Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width _ 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ill 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 Rebar Size _ # 5 Soil Pressure @ Heel = 714 psf OK Rebar Spacing 9.00 2,000 psf Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored(KO 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 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 I Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. = Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft-# Concrete Data Mu: Design = 2,764 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Heel Reinforcing = None Spec'd Heel:#4@ 10.50 in,#5@ 16.50 in,#6@ 23.25 in,#7@ 31.50 in,#8@ 41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 41 of 82 Title: Job# Dsgnr: ARS Date: 421PM, 15 MAR 16 Description: Scope: Rev: 580010 User KW-0602697.Ver 5.8.0,1-0ec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)19832003 ENERGALG Engineering Software _ 16041.ecw:Calculations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-It 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 Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (10'-1"TO 12'-0") Criteria I Soil Data I Footing Strengths&Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf 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 FootinglISoil Friction = 0.300 Key Width = 0.00 in Wind on Stern = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction I Top Stem Stem OK Total Bearing Load = 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 Soil Pressure @ Heel = 821 psf OK Rebar Size # 5 2,000 Rebar Spacing = 6.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I 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 Resultsill Special Inspection Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psi Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft-ft Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft-# Concrete Data Mu: Design = 4,856 12,356ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.50 55.56 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 7.50 in,#5@ 11.50 in,#6@ 16.50 in,#7@ 22.25 in,#8@ 29.25 in,#9@ 37 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 43 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Design Desi n Page 2 (c/1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(10'-1"TO 12'-0") L Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 44 of 82 180 Nickerson Si. CT ENGINEERING Suite 302 INC. Seattle,WA 98109 Project: Date:. (206)285-4512 PAX: Client: Page Number: (206)-TqP ids 1 l (----)_-------- .1._. 1 1 t d __IfI__ Y. AI _ , ---#1 (*VIII iok) (.'41k( 5r#S • .1..r. tO :,:..< aln)( 16) . . �.�.)2t,� Qom- tS'l7b p � g 94?-vp 95F- ef,-) ib2-1 -F;i3 --- dt,5(-2-9-Po - 266y-0C-- ft ' :( (10)10- .._A TYR^ LIMA pfele-S . 4\ X i 5i -P-- C-. -.)( '''-) / 7-.) - 1-(4-oi-is 0(39.- - ok )..-------- 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 45 of 82 Structural Engineers 1_g^ 0.-8" 10Y2 2•-S" 54 TL COMMON WALL 4'-10' 4'-10 COMMON WALL EXTENT OF 7-0 510 XOX ❑ 1-HR I EG"SS EXTERIOR o _••••.. e -"' `7 —, I. WALL BELOW) // I. I20 I INSULATE FLOOR I II m OVER UNHEATED I' SPACE I a I ja 4 Bedroom 2 . j o1 - `., I `o li I 8'-4Y7" 3'-10" R ' II m a 22'"x30" ATTIC ACCESS N 5 SH. - mES r 6 i D1 2-0 aIFOLDII 1 o Bath i[m o N 070 I . I I o B �� 8" IW' i I SHOWER I- l__,_ "m \ I 1 4'-10;4" '3 C I' LOW WALL 4 H s I a-T6 Q 3'-6'4 p r�I 42' A.F.F. m I M. :ath 'r,'' 0., SEE SHT 1 . U8 FOR "' iI TPD STAIR i 1 t O 1 DETAILS I I RADON RE�lI0710 SYSTEM .I 8'-4_,V. 1 - 7 5 I-I II II I, e VAULTEI CEILING III PER.ITRUSS m MANUFACTURER - 1 Eft � I I e e .Master Bdroom v;1, _ Ii II II - II 1 • II 1 540 EXTENT I 7 EGISS XOX 0 I OF 1-HR EXTERIOR I , 4"-11" } 4'-9"11;10F, I 3A Di ll I,I-9"' 8 9" 7" 2-5 } UNIT K-8(A) UPPER FLOOR PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 46 of 82 ++ 15'-4" I 5'-10y^ i 4'-0,%" 3•_p^ 2_5• I LOW ROOF I ABOVE CL COMMON WALL I © I tI CL COMMON WALL I FLOOR AB'VE1 - POfCh I Ir 7-O 5Ii10 XOX `� I I J- II ILiving 1 1 I, e I1 4II III TILE HEARTH II I (OPTIONAL)-1---„ 1 FACTORY-BUILT I DIRECT VENT GAS ' ' I FIREPLACE) i� ; m IU > li o 1 I I, ry .j INSULATE FLOOR OVER I UNHEATED SPACE p4"r 3'-5" " F 111 I o� ON I Dining I, o II -CONTINUE COMMON 1 m cl WALL GWB II THROUGH FURRING LOW WALL o' 3'-2" II TYPICAL 42" A.F.F.- .. 0 II ., 1 '® 2•-8- I SEE SHT. U8 FOR STAIR ,...3.4)1).E4 I II DETAILS r 0 I i RADON--1IIIII REDUC10N IOPEN RAIL 0/PONY WALL SYSTEM = 3 I TOP OF WALL +22" A.F.F. I UP® TOP OF RAIL +36" A.F.F. I I o ,e I WALL II q° a Iro I BELOW D1 JJ v 1II V 2'-6Y" II y" 3 11; ^ 1 o Y I II o I; r Kitchen WALL BELOW. / INS. FLOOR 1II I / i`I(7VER UN- ow I 'HEATED SPACE I. _ - e— jl I' ._.--- .® I EXTENT 7-0 5 0 XOX OF I-HR i I '�' EXTERIOR WALL. 3/D7 I 4'-10. 4.-70„ T1 -8.' 9-8" 4'-0' 15 4" UNIT K-8(A) MIDDLE FLOOR PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 47 of 82 15-4' { COMMON WALL 11-i COMMON WALL I i 4. ® I I I I , ' DIRECT VENT GAS WATER HEATER AND FURNACE DOORS SHALL BE SELF-CLOSING e 1 20-MIN. RATED- I cm, • ( ppI I J ALL FUR .� NSDL II FURR DOWN .I I - ;I FOR DUCT RUN---__.4 Me-a-. ' b Garage -- R3 OCCUPII o I U OCCUPANCY YI'-6" WALL FINISH: V GWB CEILING FINISH 14" TYPE 'X' GWB --e I FIRE-TAPE ALL GWB WRAP BEAMS II BELOW CEILING II LEVEL INSULATE RADON - --- I FLOOR ABOVE. REDUCTION ]�I SYSTEM II INSULATE WALL SEE PER DETAIL 4/D1 US FOR STAIR HT f II WHERE ADJACENT DETAILS o 1Ir 1 TO HEATED SPACE ' UP • 6.®I /Entry i1 II � I M -71' 4 7 20 ma N 1 AN ` FT6017 96VC - J Porch 1 I j. 15'-4" 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 htto://earthouake.usos.aovidesionmaps/us/application.pho http://earthquake.uses.oov/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*S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 Sps=2/3*SMs Sos= 0.72 EQ 16-39 EQ 11.4-3 Sp1=2/3*SM1 Sol= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels -- - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor no= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor Co= 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 no= 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 49 of 82 • SHEET TITLE: Unit K8(A) CT PROJECT#: S❑s= 0.70 h„ = 25.92(ft) SDI= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=Sos/(Rile) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=S❑1/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S❑1*TL)/(T2*(R/IE)) (forT>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 S1)!(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cv, = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) `'w, *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#: Unit KB(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 Wind Speed 3s,Gw= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PEA= 24.1 24.1 psf Figure 28.6-1 pesos= 3.9 3.9 psf Figure 28.6-1 psi c= 17.4 17.4 psf Figure 28.6-1 Psxu= 4.0 4.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ka= 1.00 1.00 Section 26.8 windwardllee= 1.00 0.00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) A'Ks'Iw'windward/lee: 1.00 0.00 ps=A'Kzt*I`R3o= (Eq.28.6-1) Ps = 24.10 0.00 psf (Eq.28.6-1) ps s= 3.90 0.00 psf (Eq.28.6-1) psc= 17.40 0.00 pat (Eq.28.6-1) • Pso= 4.00 0.00 psf (Eq.28.6-1) Ps A and caning.= 20.8 0.0 psf Ps s and o.w.nn.= 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 psf min. 16 psf min. DIAPHR. Story Elevation Height An As Ac AD AA As Ac Ao wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4,0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 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 D.00 0.00 0.00 lst(base) 8.92 0.00 Ar= 751.3 Ar= 1582 12.0 0.0 V(F-B). 12.02 V(SS)= 0.00 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 51 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit KB(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-8) 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(5-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 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 I?Glom °- averton tt 10 , o0per 2,f0urRr, 14 1 kLk011ikt II lI' r f�rrn ngton i .,� Milwaukie Lake Oswego , ;u., lt',�King City 0D :ham cc AMERICA ate ° fa:mepquest 02015 MapQuest data 0 0 MapQuert USGS—Provided Output Ss = 0.972 g SMs = 1.080 g S°s = 0.720 g S, = 0.423 g SM, = 0.667 g S°, = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCE1 Response Spectrum Design Response Spectrum 0.02 1.10 U 0?} 0.22 0.16 01t 0.00 000 000 0.00 0.20 0.40 0.00 0.00 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 1.20 2.00 Period,T time) 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 53 of 82 IIMSDesign 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 SO. 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(21123 Si = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or KG 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 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 = 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 5, = 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 Si For Site Class = D and S, = 0.423 g, F = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 55 of 82 Equation (16-37): S„5 = FaS5 = 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): Spy = _/ S„5 = % x 1.080 = 0.720 g Equation (16-40): So, = % S„, = % x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 56 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sos I or II III IV Sus < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g 5 Sus < 0.50g C C D 0.50g 5 Sus D D D For Risk Category = I and Sps = 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 Soi I or II III IV 5u, < 0.067g A A A D.067g <_ So, < 0.133g B B C 0.133g <_ S,, < 0.20g C C D 0.20g 5 Sei D D D For Risk Category = I and Sp, = 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 KB(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. Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Grid ID T.A. Lwall Loan C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ro7M Unet Use, OTM Rom Una Usu,n Us„m HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 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 B.3b 167.8 13.8 13.6 1.00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EV,' 4.04 EVEQ 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-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: 3rd(uppr) Panel Height 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.59 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wnd Max. Grid ID T.A. Lwall LoL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U,em OTM RorM Dn., Lk., U..m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pi) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15.5 15.5 1.00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 - - 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.0D 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.0D 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 D- - 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 =L eff. 1.55 4.03 1.40 2.03 1.00 E V„,,,,„ 5.58 E VEa 3.43 Notes: 4 denotes a wall under a discontinuity *" denotes a wall with force transfer "" denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 59 of 82 • SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 Sum Seismic V I= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Grid ID T.A. Lwall Lovett. Cu wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM Rom Unet Us,m OTM Rom Une, t1,,,, Use, HD (sgft) (ft) (ft) (ki() (kip) (kip) (kip) (kip) p (plf) (plt) (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 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - B B.la 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B B.1b 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 o.00 1.00 0.00 a - - 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 0.0D 0.00 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 0.00 710.8 69.7 69.7 =Leff. 1.63 4.30 0.70 2.63 E V,„„,, 5.92 EVE0 3.33 Notes: denotes a wall under a discontinuity fie 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 aide) 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-8 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 Wind Wnd Wind Max. Wall ID T.A. Lwall LoLor. Co w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rom Lime Uw,n OTM RorM Unet Us„m Us„rn HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (ptf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.3b 299 4.3 4.3 1.00 0.15 0.00 0.00 1.02 0.00 1.30 1.00 305 P4 - 0 10.57 1.27 2.54 2.54 0.00 0.94 -0.26 -0.26 2.54 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3b 299 4.0 4.0 1.00 0.20 0.00 0.00 1.02 0.00 1.30 1.00 330 P4 -- 0 10.57 1.44 2.74 2.74 0.00 1.07 -0.32 -0.32 2.74 598 8.3 8.3=L eff. 0.00 0.00 2.03 0.00 L V, 0.00 EVE° 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 S-S(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Seismic V i= 3.43 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.57 ft. Wild Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wmd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall Lam. Ca w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Um,t U,,,m OTM Rom U„et Usum Usum (sgft) (ft) (ft) (kit') (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 - 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.28 -0.51 7.63 I - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 336.4 4.5 4.5 1.00 0.20 0.00 0.00 0.74 1.02 1.30 1.00 507 P2 - 0 20.55 1.82 4.89 7.62 0.00 1.35 -0.35 -0.67 7.62 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 D.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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„;,,d 0.00 EVEQ 3.43 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 1 81 62_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: 2nd(main) Panel Height= 8 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. HD Wnd Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wind Wnd Max. Wall ID T.A. Lwall LoT,if C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM R0Tn U. Uaun, OTM Row Un,t Ua,n, Lk.. (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) I 172-e- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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-�..21r 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423 P2 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 10A2 CONCRETE RETAINING WALL - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 299 5.5 5.5 1.00 0.15 0.00 0.00 0.28 0.00 1.00 1.00 67 P6TN 0 2.93 2.04 0.18 0.18 0.00 1.51 -0.31 -0.31 0.18 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 200.9 4.0 11.3 1.00 0.15 0.00 0.00 0.19 0.00 1.00 1.00 152 P6 0 1.97 3.06 -0.33 2.35 0.00 2.27 -0.68 1.46 2.35 SIMPSON SWSB 12x8 4 4.2b 117 2.3 11.3 1.00 0.15 0.00 0.00 0.11 1.76 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 0.0 1.0D 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 D-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BV„Md 0.00 L'VE0 4.13 Notes: denotes a wall under a discontinuity as denotes a wall with force transfer "a denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 63 of 82 JOB#: Unit K8(A) ID: 4.1a&4.1b w dl= 150 plf V eq 2673.4 pounds V1 eq = 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 236.0 plf ► •H head= ^ vhdrw= 0.0 p/f 1 v Fdragl eq= 746 F2 eq= 434 A Fdrag1 w= F2 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 v1 w= 0.0 plf 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 p/f 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 0.-4 10.4 Hpier/L1= 1.25 Hpier/L3= 2.15 L total= 11.3 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).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(ASD) FOR PORTAL ASSEMBLIES'='' 'l Seismic(SDC C-S) - . . .. '. . Wind(SDC A B): Hold-down. Hold-down Mod&No. Width l rift at Height Allowgble ',Al owabla - Uplift at. Allowe bla 'Allowable Uplift at (In) (In) Shear Ohs) Shear(n.) ? AllowaIbs_) Shear(Ibs) shear(an) hAllowable�)' SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 6600 0,30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7.5 12 85.5 2520, 0,32 9920". • 2770' 0,35 ' r 10905 . b' SWSB:18x7.5 ' 18: ' 85.5 5380 ' 0.34. 14215. ' 5910 0.37 `: 1561,5 a. . SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 'r' SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 ''',�I` SWSB24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB-12x9, i`. 12 105.25 r.1580 ., 0.43:. 9570 1780 • -0A8 .PI10780„;I SWSB 18x9 lB 105.25 3810 • 0,43 ' 13770 ;!, 180 •0,51 , 5 ,: •151P ; SWSB24x9 24 1.0525 - ` ,7810',' - 0,42 . -' ,';$1280 ` ' 4 ` 8590 047 23405'. -'. SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0,29 20600 5200 0.30 21000 ' SWS612x7.5 12 '855 ''1200 -. '031 , - 9460 ''13S0 , '0;38 l' 10390 . ' SWSB 18x7 5 18 85.5. I 2625 r;l•: 0,33 13870 2885 040. •'.15245 2. SWSB 12x8 12 93.26 i 1100 0.35 9445 1210 0.42 10390 g" SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 93.25 - 4435 0437 21415 4880 0.42 23560 SWS812x9 ' ',.12 4.: ,'105.25 E'2796 • 043 '.J 9570` ; ,., 890- ,'048 10780i.4 SWSB'18x9 `d18 i`05.25 • 5. '-51905+ ;p;' 043 - 13770 ,„ 2090 ,,'0;5{ 15105 i _ SWSB'.240 v -24 10526 °3905 0.42.'. - c.,21280 i ,4265 ;' 00 ',-1 r• '.234p5 , 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. HHold-down uplift at allowable shear Is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches far 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. 9Panels may be trimmed to a minimum height of 74%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. I8162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdi Page 65 of 82 • TRUSSES AT 6x6 W/ 24" O.C. CONT. TO POST AT ® 1q ACE6 ADJACENT UNIT S9.D �2} HUC476 x E03ER 1k"x20 LVL LB IL C'—PORCH ROOF GT ABOVE Q C'16 I SYMMETRICAL ABOUT — a• THIS LINE LL UP TD 1 4;10HR O HCIR 5 3ED RA GT I I . u U u U U u FLOOR GT ss.0 TYP. I 11 20 AT 90 STEP 20" OPEN I WEB JOISTS ® 19.2" O.C. 1 UP TO I a BATH FLOOR GT HIT420\ n I "Er I' -_ p STAIR i ' 6 -', 1 ,r, al 1FRAMINGI TW. S9.0 I'II I _ I I I AT BLDG. 20 JI , i 1 I I STEP S9.0 I ill I i I I 1 III Q' i l S I 11 I II PI o I I II I I UP TO I II M. BATH I I 1 --, II 4 ; j I Ir —4! I N I j i I , , 1%"%207 LVL Ftl II II q°I 11 1I dci 11 11 I I I ---�-GT ABOVE /HDR UP TO M.BED \ CT ABOVE UNIT K-8(A) F UPAMINGO OR R 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 66 of 82 BEARING STUDS ABV. I I 0 I 0 CONT. 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MAIN FLOOR UNIT K-8(A) FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 67 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 _ File=c:lUserslkstonenDOCUME-1lENERCA-1113276V-3.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : 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 pcl 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 kfft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=3.0 ft Desion Summary _ 1 4Sfoeo Dd� 572151 Max fb/Fb Ratio = 0.327; 1 - fb:Actual: 321.48 psi at 4.250 ft in Span*1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 v fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4x10 Load Comb: +D+L+H Max Deffectis 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 File=clUserslkstoner1DOCUME-11ENERCA-1113276V-3.EC6Multl p le Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design: MB1 Calculations per 2005 NDS,IBC 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-Pr!! 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 kilt,Trib=13.0 ft Design Summary -""- _"_-"- 0(41950)Li0 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 i Max fv/FvRatio= 0.683: 1 L` fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-24 Load Comb: +D+L+H Max a actions Max Reactions (k) D L Lr a 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-Pill 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 Unit Load: D=0.0150, L=0.040 kilt,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 fl Design Summary . - - Max fb/Fb Ratio = 0.498 1 D(0.0150:L(0.040) tb:Actual: 985.10 psi at 4.500 ft in Span#1 1 -' c - -* Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fv/FvRatio= 0.164: 1 X fv:Actual: 50.69 psi at 0.000 ft in Span#1 10.o a. 1�sxss Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E L 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 96109 Project Descr: (206)285 4512 Fax: (206)285 0618 Multiple Simple Beam File=c\Userslkstoner\DOCUME-11ENERCA-1\13276V-3.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 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: 0=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1 �=L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W EH 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-Pr!! 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 ft Design Summary —,, ,a,,,,=, 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 z- Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • _. _ i Max fv/FvRatio= 0.533: 1 A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 1 1 r $ 2c € ti Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480>360 Total Defl Ratio 343>180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 70 of 82 ^�,II''80 Ickerson St. C T E N G I N E E R I N G U'�5uto2 I N C. Seattle,WA 98109 Prolcct: Date: (206)285-4512 PAX: Client: Page Number: (206)285-0618 "144r:8' 69tr>te, N, 'vi 1 & c^] 100 >< [I 06-# t 2 S)' t d- ¢' (tot vS + 7.7 #-/tor ,21 )11/7($ S)� w733 '- 51 2**,07 2.- .03 18162 2018.10.04 RT Area 4 Roshak RH's Lots 67-71 Structural Calculations(2017 ORSC).pdf Page 71 of 82 Structural Engineers • Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall DesignPage 1 (c)1983-2003 ENERCALC Engineering Software16041.ecw:Celculalions Description CANT RET WALL (0 TO 4'-0") Criteria I Soil Data I Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 paf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Heel Width 2.00 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 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 = 8.05 Soil Pressure @ Heel = 422 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 = 1,531 psf Design Data ACI Factored @ Heel = 533 psf fb/FB+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 Overturning = 3.19 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 = 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 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 563ft-# 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 72 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 2 1 )1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (0 TO 4'-0") L Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 73 of 82 • Title: Job# Dsgnr: ARS Date: 4 20PM. 15 MAR 16 Description: Scope: Rev 580010 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Celculations Description CANT RET WALL (4'-1"TO 6'-0") Criteria ` Soil Data I Footing Strengths& Dimensions I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 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 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 I 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 = 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 # 5 Soil Pressure @ Heel = 412 psf OK Rebar Size = 2,000 Rebar Spacing16.00 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 Shear Allowable psi= 93.1 Overturning = 2.27 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I 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 r 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: Rev: 580010 User:K 2 97,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2002003 ENE RCALC Engineering Software 16041.eaerCelculations Description CANT RET WALL(4'-1"TO 6'-0") Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 504.2 2.08 1,050.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.33 200.0 Load @ 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 Page 1 User:KW-0802997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 18041.ecw:Calculations Description CANT RET WALL (6-1"TO 8'-0") Criteria Soil Data I Footing Strengths&Dimensions 0 Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingflSoil 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 0 Top 8tem Stem OK Total Bearing Load = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"Ht" = Concrete Soil Pressure 1,492psf OK Thickness = 8.05 �Toe = Rebar Size = # 5 Soil Pressure @ Heel = 558 psf OK Rebar Spacing = 12.00 Allowable = 2,000 psf 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 1t4= 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! Bar Lap/Hook BELOW Ht. in a 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection - Modular 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 - User:KW-0602997,Ver5.8.0,1-Dec-2003 Page 2 ` (c)1983-2003 ENERCALC Engineenng Software Cantilevered Retaining Wall Design 1 16041.ecw:Calculations Description CANT RET WALL (6'-1"TO 8'-0") LSummary of Overturning & Resisting Forces&Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,264.4 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.E 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 Page 1 User.KW-0602997,Ver5.8.0.1-Dec-2003 Cantilevered Retaining Wall Design (c)19e3-2003 ENERCALC Engineering Software 16041.ecw:Celculations Description CANT RET WALL(8'-1"TO 10'-0") Criteria I Soil Data t 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 Equivalent Fluid Pressure Method Min.As% = 0.0014 9 Heel Active Pressure = 35.0 psf/ft = Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Toe Width 2.50 ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width Key 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 = 8.05 Rebar Size = # 5 Soil Pressure @ Heel = 714 psf OK 2,000 Rebar Spacing9.00 Allowable = Psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 17.8 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 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 I 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 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4©10.50 in,#5@ 16.50 in,#6@ 23.25 in,#7@ 31.50 in,#8@ 41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 78 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 _User.KW-0602997,Ver5.8.0,1-Dec Design Cantilevered RetainingWall Desi n Page 2 1 (c)1983.2003 ENERCALC Engineering Software 16041.ecw'.Calculations 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 ft4t lbs ft ft-it 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 t Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 79 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev. 580010 Page 1 User KW-0802997,Ver 5.8.0,1-ODec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineenng Software 18041.ecw:Calculations Description CANT RET WALL (10'-1"TO 12'-0") Criteria I I Soil Data I Footing Strengths& Dimensions I 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''' Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingliSoil Friction = 0.300 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 Soil Pressure CO Toe = 1,835 psf OK Thickness 8.05 Soil Pressure @ Heel = 821 psf OK Rebar Size = # 5 Rebar Spacing6.00 2,000 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design ResultsI Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft-# Concrete Data Mu: Design = 4,856 12,356ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.50 55.56 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 7.50 in,#5@ 11.50 in,#6@ 16.50 in,#7@ 22.25 in,#8@ 29.25 in,#9@ 37 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 80 of 82 • Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 —User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Page 2 (c)1983-2003 ENERCALC Engineering Software Design 16041.ecw:Celculations 1 Description CANT RET WALL (10.-1" TO 12'-0") Summary of Overturning& Resisting Forces & Moments .....OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# _ lbs ft ft-# Heel Active Pressure = 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 (t 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 82 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Protect: Date: (206)285-9512 FAX: Client: Page Number: (206)285-0618 rNs ,40` vim' `=� '� ar 1/2DdJ �' '5'7 T6 i rS I ) -)- -i li\ --- ( -- 1 .44_( 4, in- 1011 C--) .0 _.1%, -#1 JOM ( , C2 ) (1-J( 6) • *- 1( 1 ( 4#-4 4--L2 )C ) 1.-- '0)::. )J196 � 4�3 Q� 9-990 ?* ?,effl )b,-, ----'-t -- (t_A5,49.. .____ ,,,,,6,,_0F__ `, . IA/ MAN, b&'( cv0-- 'T P d,N-._DA Mks • 6\ x l 5l -p-- *)(1) L i) fi0 ) ] ._ 2 )4 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 82 of 82 Structural Engineers