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Specifications RECEIVED CT ENGINEERING Structural Engineers INC. ` [� 0 7 2019 180 Nickerson Street Suite 302 Seattle, WA 98100 208.285.4512 (V) 208.285.0818 (F) M5T2019-00323-14255 SW 168'AVE—LOT 67 01- !ICiHt D MST2019-00324-14271 SW 168'AVE—LOT 68 Q!!l �41!( Ir iIC`tt'? MST2019-00325-14279 SW 168'AVE—LOT 69 MST2019-00326-14293 SW 168'AVE—LOT 70 #1816 2 MST2019-00327-14297 SW 168"AVE-LOT 71 Structural Calculations River Terrace �E� PRozmi Area IV (Row Houses) �`'�� �GIN '` • Lots 67-71 /f` 2 Tigard, OR gREG'NA �•�� 22 ,10,\<5? £S T. G� Design Criteria: 2017 ORSC (2015 IBC) 10/04/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.6 46.09 45 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 1 of 82 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace Area IV Row Houses—Tigard, OR DESIGN SUMMARY: The proposed project consists of three-story wood framed row house structures that are comprised of E8 exterior units and K8 interior units. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Middle floor framing is primarily with pre- manufactured wood I-joists. The lower floor is a slab-on-grade. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 2 of 82 SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing -asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24" o.c. 3.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 18162 2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 3 of 82 t� 9-1" 3'-7 " 2'-3y" II'-2j i'-11}'2 1•-ty" 4'-2%" 4'-2 " I-4J I EXTENT OF 1-HR i 20D7 EXTERIOR WALL. 3/01 -1 ROOF 13I , 7-015-0 xOx BELOW EESS COMMON WALL I 1 i'.. ...i b TV NICHE WINDOW I WALL I .... ..I )r AT+36" SEAT® 1 1 HEWN1 I a A.F.F. I+24" AFF ! e , INSULATE:1 • I I FLOOR C6ER ♦ , UNHEATED SWAG I WALL I BELOW 'I M {Ma te Ir.Bedroofh cii D7 t a c v VAULTS CEILING ! !I ^ a h ' MANUFACTURER ff ✓� RADON 2' 9" Y 3'-113/4" t 3-p ..1/2 5'-5y4" _! REDUCTION ( Illf SYSTEM II 4.- ...W...... I 3 /E—. 1 rz Linen 1 _ 0 0 \"N\ -+7:4-A 2-s if- -1 N \ } 5 5"OWE" "I &FOLD 3 v 1 Wti ODNI x m 11I •a ^+ w-a 1-7Y" PLANT '� I STUDSLATL 24"Te 10 tlti 1 {SHELF �' . p II �•I . O+42 M Bath 1' LOCATE PLUMBING i n Nm- DTe_ ROUGH-IN ACCOUNTING n - L- 1 0 ® i 1 II FOR H LAYERS GWB ACCOUNTING o `P v A 0RYER _N o 4 • AT PARTY WALL ro RADON ® ( i3 REDUCTION '4,4 m / D3 SYSTEM- I�`� WASHER 5 TUB I N IA 5 SHOWEF" II M3_7Y" 2-4 HCW Bath 1 1 3'-7Y' I 3'f s" 1, 127"xW"I �l iI . IA C M LL - LOW WALL ( BUPI`CCEss ____ 5 &P _____ ' L. N AT+42" W/ r--H . WOOD CAP �� - �•I_ 43) e� 6-0 BIFOLD II AA.i - 1'-5y' r 1 1 ar 6-1 3'-SY2 I Vi TYP. q Tech Rm. Bedroom 2 ® II ' ® e0 in1 m NV p 6 •• S{ 4-6 434VP AT 2'-11 I •A. TECH F.F. �EGRESS� - o N _ N t \ EXTENT OF T-1" 10'-0" 4 2'-0" 1-HR 19"_1" EXTERIOR WALL. 3/D1 UNIT E-8(A) UPPER FLOOR PLAN 1/4"-1'-0" ENCUSH 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'-0y" i 33-B 10" 4'-3Y2 I 5'-4" f + CE COMMON WALL Fv P tCh ��'I Ir FABOVELOOR 'V �� r ~ 7-0 5-0 XOX z j 11 it T off_ S ll ; Li o ` LOW ROOF 4 . FACTORY—BUILT ® N, ABOVE DIRECT-VENT GAS FIREPLACE c II Livin p i ��mE HEARTH S 1' ® (OPTIONAL) INSULATE FLOOR OVER O m -FLOOR ABOVE UNHEATED SPACE i "_ // RADON r REDUCTION 11 of 01'-5Y" 3SYS'-Wal" 3-4Y2" 3'-8" 2'-8" I m I II la c as1 j �___ a. 15 ,JII;ON n �- ,..as I '5'' SLOW WALL rT I iI �' n +42"A.F.F. 0 b' I' 1 .1 SEE SHT. N Kitchen�— I, 2 U4 FOR STAIR ___1 a D M Z DETAILS y j Ow II RADON III- REDUCTION SYSTEM e I it Ile 4-Iyys = I. ', § a. ;•_6" 2'_8,' A n .'I' --It o ®U" n CONTINUE PARTY WALL- I, a..IGWB THROUGH FURRING I I' i TYPICAL a I I I Cl Din./Fam. Pwdr. e INSULATE FLOOR OVER 1� � UNHEATED SPACE ` i - FLOOR BELOW _ _ 2-6I3-0 F �i AT 6' 11'ASV. 7-0 5-0 XOX I1 OI ivPAD .F.F. "\ f `.8 I e e I I EXTENT OF 1-HR I I EXTERIOR WALL. 3/D1 , 5'-0" 5-0" , * 11'-8"� 18-I UNIT E-8(A) MIDDLE FLOOR PLAN ENGLISH REVIVAL 18162 2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 5 of 82 17'-4Y2" 4'-1" 13'-.%" 1 CE COMMON WALL -4--. • Mech. ® 0 R3 OCCUP. SIM. ® -' U OCCUPANCY ell DIRECT VENT GAS : WALL FINISH. %" _. GWB CEILING FINISH WATER HEATER—� DOORS SHALL BE " TYPE •%' GWB y,____-__—___ _ ____ SELF-CLOSING ORE-TAPE ALL r 20-MIN. RATED GWB WRAP BEAMS I DIRECT VENT GAS •- 'C i BELOW CEILING FURNACE—- \�y3� LEVEL. INSULATE -is, Q RADON '• FURN / FLOOR ABOVE. I �REDUCTEM 119 y '^ SYSTEM�� �ro - FORR DOWN FOft DUCT RUN I INSULATE 5 0Y2 SRO". e UNDER STAIRS 1 AND LANDING -l-r"`---J u ® I 11 4'-1" I I 37/2 i I INSULATE WALL I 1 I>, PER DETAIL 4/01 ;y RADON WHERE ADJACENT O REDUCTON ✓° TO HEATED SPACE-4-1 W SYSTEM--.` SEE SHY. -_ Garage Os U4 FOR STAIR _`9 o+ DETAILS ell UP, RISERS AS REDD 1D dT a 0 8 b Entry 16- NN 10 O� nell 4911 i PO Ch 8-0 7-0 SOHD • 4-- i I I ,_ 19'-1" AT I I STEPS ee UN IT E-8(A) LOWER FLOOR PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 6 of 82 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E8(A) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= If Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthouake.usos.uov/desionmaos/us/application.pho h ttp://earthquake.u so s.o o v/hazards/ 6. Site Coefficient(short period) Fe= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=F *S1 SM1= 0.67 EQ 16-38 EQ 11.4-2 Sos=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s 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 Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do- 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor 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) Sul= 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/(RITE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T`(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol`TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Si)/(RITE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C = DIAPHR. Story Elevation Height AREA DL w. w; 'h;k wx *hrk DESIGN SUM LEVEL Height (ft) h; (ft) (soft) (ksf) (kips) (kips) Ew, *hit' Vi DESIGN Vi Roof -- 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 8 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E8(A) N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. - - Building Width= 19.0 40.0 ft. Basic Wnd Speed 3s c c,,s,= 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 PSwA= 16.1 16.1 psf Figure 6-2 0530 B= 11.0 11.0 psf Figure 6-2 Ps3c c= 12.9 12.9 psf Figure 6-2 ps30D= 8.9 8.9 psf Figure 6-2 X= 1.00 1.00 Figure 6-2 Ka= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) X`Kam'Iw'windward/lee : 1.00 0.61 ps=A`KZt*l*R30= (Eq.6-1) psA= 16.10 9.82 psf (Eq.6-1) pse = 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) psD= 8.90 5.43 psf (Eq.6-1) ps Aandcaverrye= 14.5 8.8 psf Ps sand ow.mae= 1D.0 6.1 pat a= 3 3 (Eq.6-1) 2a- 6 6 width-2`2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD As As Ac AD wind wind WND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-W) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 8.92 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 AF= 626.2 AF= 1318 6.3 8.0 V(n-s)= 8.32 V(e-w)= 9.93 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 9 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E8(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-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(SS)= 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(SS)= 9.93 kips ki.s 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 10 of 82 , Design Maps Summary Report WrisS 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 co to F7m.- n0tart o Milwaukie e 210 lgar Lake Oswego y NORTH�� 0 Kmg City Uurham A AMERICA 0Jj Tualatin o , mapquest ..... 02015 MepQuesi daza O ,,..,, ®MapQuest USGS-Provided Output Ss = 0.972 g SMs = 1.080 g Sos = 0.720 g S, = 0.423 g S„, = 0.667 g Sr. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE„ Response Spectrum Design Response Spectrum 0.SS 1.10 0.20 0 7i 0 22 0.00 0.64 0.TT 0 S6 Oa 0 4G O 0 le e ass to in 0.44 0.22 0.22 02e an o14 0.11 0.00 000 000 0.00 0.20 0.40 0.90 0.90 1.00 1.20 1.40 1. 0 1.e0 2_00 0.00 0.20 0.40 0.60 0.110 1.00 1.20 1.40 1.00 1.00 2.00 Period, T Isec) Period,T(o.c) 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 EI .SGS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(11 M Ss = 0.972 g From Figure 1613.3.1(2)(21 S, = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor 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 llb/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Stwuctural 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 Ss >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.423 g, F. = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 13 of 82 Equation (16-37): S„5 = F,S9 = 1.111 x 0.972 = 1.080 g Equation (16-38): Sr„ = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sps = _/ S„5 = % x 1.080 = 0.720 g Equation (16-40): Sp, = % S„1 = % 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 Sos = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF So, I or II III IV So, < 0.067g A A A 0.067g 5 So, < 0.133g B B C 0.133g <_ So, < 0.20g C C D 0.20g 5 So, 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).pdt Page 15 of 82 SHEET TITLE: LATERAL F-13(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. Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind 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 vi OTM RoT,,, Una, Usum OTM •`OTM UOei Uwm U„m HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plt) (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 208.9 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 D.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 EV„e 3.38 E VEQ 2.36 Notes: • denotes a wall under a discontinuity ** denotes a wall with force transfer **" denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 16 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.62 kips Design Wind F-B V i= 2.41 kips Max.aspect= 3.5 Sum Seismic V i= 3.98 kips Sum Wind F•B V i= 5.79 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Lox oft. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM Rom U„„ Us„, OTM Rollo U,b, U, , U:,,,n HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B 6.2a 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 0.86 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 - - 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 D.00 0.00 0.00 0.00 0.00 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 D.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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.aa 0.00 692.7 56.4 56.4 =L eff. 2.41 3.38 1.62 2.36 1.00 V,,,,,,,, 5.79 EVEa 3.98 Notes: ' denotes a wall under a discontinuity " denotes a wall with force transfer "' denotes a TJSB • 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 17 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.81 kips Design Wind F-B V i= 2.53 kips Max.aspect= 3.5 Sum Seismic V i= 4.79 kips Sum Wind F-B V i= 8.32 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wnd Max. Grid ID T.A. Lwall LpL,v. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rorm Una, Usm,n OTM Rona Una, U,U,n U,,,n, HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 0 6.8 6.8 1.00 0.15 0.00 0.41 0.00 0.29 1.00 1.00 43 P6TN P6TN 61 2.59 3.08 -0.08 0.57 3.72 2.28 0.24 1.64 1.64 A A.lb 0 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.89 1.00 1.00 43 P6TN PUN 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 8.1a 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.1b 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 8.54 -0.23 -0.50 11.86 8.33 0.52 1.01 1.01 C C.1b 48.8 5.0 5.0 1.00 0.16 0.18 0.41 0.08 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 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVn,„d 8.32 EVE0 4.79 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer "' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 18 of 82 SHEET TITLE: LATERAL S-S(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 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 LpLM. Ca w di V level V abv.V level V abv. 2w/h vi Type Type yr OTM Roan Un,t U,,,, OTM Row U,,,, U,,,m U,,,, HD (sqf) (ft) (ft) (kit') (kip) (kip) (kip) (kip) p (Pr) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 1 1.3b 173.3 3.0 3.0 1.00 0.20 1.01 0.00 0.59 0.00 1.00 0.75 262 P4 P6 337 4.71 0.81 1.67 1.67 8.08 0.60 3.21 3.21 3.21 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.3a 173.2 2.0 10.0 1.00 0.15 1.01 0.00 0.59 0.00 1.00 0.50 589" 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 5.31 4 4.3b 173.2 2.0 10.0 1.00 0.15 1.01 0.00 0.59 0.00 1.00 0.50 589" " 505 4.71 1.35 2.52 2.52 8.08 1.00 5.31 5.31 6.31 693 10.0 10.0=L eff. 4.04 0.00 2.36 0.00 E V,iq 4.0413VEo 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. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. HD Wall ID T.A. Lwall LPL off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Rolm U,,,c U.,ss OTM RoTm Una Usum Usm,,, (sgft) (ft) (ft) (Id() (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 0.46 1.01 0.27 0.59 1.00 0.44 969" " 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.48 1.01 0.27 0.59 1.00 0.44 969•' " 747 7.75 1.35 4.80 7.32 13.44 1.00 9.33 14.64 14.64 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.0D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 14.0 14.0=L eff. 2.87 4.04 1.62 2.36 EV,„,d 6.92 2;VEo 3.98 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer "' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 20 of 82 SHEET TITLE: LATERAL 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 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. Wall ID T.A. Lwall LOL,s. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R0m1 U„i U,um OTM Rum U0m Uwm U,um (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) -I-179a- 108.9 5.8 5.8 1.00 0.20 0.44 1.64 0.12 0.95 1.00 1.00 186-=e' - 361 9.60 2.98 1.30 5.41 18.71 2.20 3.25 11.00 41.08•- CONCRETE RETAINING WALL -1-41£b- 56.83 3.0 3.0 1.00 0.20 0.23 0.85 0.06 0.49 1.00 0.67 278r P4 361 5.01 0.81 1.80 5.91 9.76 0.60 3.93 11.68 44:68- CONCRETE RETAINING WALL - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2,3a 346.5 4.0 4.0 1.00 0.20 1.40 1.44 0.38 0.81 1.00 0.89 334 P4 P2 710 10.68 1.44 2.77 4.58 25.56 1.07 7.35 10.95 10.95 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 411 P3 P4 386 8.89 1.35 5.65 7,26 17.68 1.00 6.11 7.94 7.94 SIMPSON SWSB 12x8 4 4.2b 116.4 2.0 10.0 1.00 0.15 0.47 1.49 0.13 0.86 1.00 0.44 411 P3 P4 386 8.89 1.35 5.65 7.26 17.68 1.00 6.11 7.94 7.94 SIMPSON SWSB 12x8 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 745.1 16.8 16.8=Leff. 3.02 6.92 0.81 3.98 _1V,u;,a 9.93 `'VEo 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 _po. - v hdr eq= 117.8 plf ► H head= A v hdr w= 202.0 plf 1 v Fdragl eq= 353 F2 eq= 353 Fdragl w= 6 F2 606 H pier= v1 eq= 368.0 plf v3 eq= 368.0 plf 5.0 v1 w= 505.1 plf v3 w= 505.1 Of feet H total= 2w/h= 0.8 2w/h= 0.8 9 J 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 Wind v sill w= 202.0 plf feet OTM 10599 18184 R OTM 6750 5000 UPLIFT 428 1465 UP sum 428 1465 H/L Ratios: L1= 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 0-4 0.4 P Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 10.0 feet ► 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 22 of 82 JOB#: Unit E8(A) ID: 4.2a&4.2b w dl= 150 plf V eq 1722.2 pounds V1 eq = 861.1 pounds V3 eq= 861.1 pounds V w= 2986.3 pounds V1 w= 1493.2 pounds V3 w= 1493.2 pounds v hdr eq= 172.2 plf A H head = A v hdr w= 298.6 plf 1 v Fdragl eq= 517 F2 eq= 517 • Fdragl w= 6 F2 896 H pier= vi eq= 538.2 plf v3 eq= 538.2 plf 5.0 vi w= 746.6 plf v3 w= 746.6 plf feet H total= 2w/h = 0.8 2w/h= 0.8 9 v J Fdrag3 eq= F4 e - 517 feet • Fdrag3 w= 896 F4 w= 896 P2 E.Q. 2w/h= 1 P2 WIND H sill = v sill eq= 172.2 plf 3.0 EQ Wind v sill w= 298.6 plf feet OTM 15500 26877 R OTM 6750 5000 7 v UPLIFT 972 2431 UP above 428 1465 UP sum 1400 3896 H/L Ratios: L1= 2.0 L2= 6.0 L3= 2.0 Htotal/L= 0.90 . 0 el 1•41 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 23 of 82 JOB#: Unit E8(A) ID: 4.1a&4.1b w dl= 150 p/f V eq 1975.4 pounds V1 eq = 987.7 pounds V3 eq = 987.7 pounds V w= 3928.7 pounds V1 w= 1964.3 pounds V3 w= 1964.3 pounds v hdr eq= 197.5 plf •H head= A v hdr w= 392.9 p/f 1 v Fdragl eq= 494 F2 eq= 494 A Fdrag1 w= F2 982 H pier= vi eq= 395.1 plf v3 eq= 395.1 plf 5.0 vi w= 785.7 plf v3 w= 785.7 plf feet H total= 2w/h= 1 2w/h = 1 9 • Fdrag3 eq= 4 F4 e - 494 feet • Fdrag3 w= 982 F4 w= 982 P3 E.Q. 2w/h = 1 P2 WIND H sill= v sill eq= 197.5 p/f 3.0 EQ Wind v sill w= 392.9 plf feet OTM 17779 35358 R OTM 6750 5000 • v 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 Hpier/L1= 2.00 4 ►-11 IN ► 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 end Trusted Page 8 of 22 TABLE 3-STRONG-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1'2'5 ' Seismic(SDCG-g Wand(8DC A•B) Noml al Dflftat Hold-down. PrifRat .Hold-down r ModelNa '• Wid h H;n)t- Shear(Ibs) Allowable Allo able Shear(We) Allowable ;allowable (In) : Shear(In) Shear(Ibs) shear Qn) • Shear } SWSB 12x7 12 78 2730 0,29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 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 0920 '2770, 1 035, ' ff 10905 SW56.38x7:5 18" ' ' . 85.5. i '-'.5380; 0.34 � 14215'" ` 6910. I 0.37 - 16616- . a a SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 a SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 a= , SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWS8;12x9 ';.12 ,,.,105.25, 11580 _.I. 0.43.,. 9570 •. 1780,< < 0.48 . '':10780, SWSB 18x9 16 ,10525 ' ',;3810 ;' 0.43 13770 t 4180 , 0.51 15105; SWSB24X9 "'24: 10525 . '7818 042 21280 8590' I.' 0,47 23405' • SWSB12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 21300 0.31 13495 3080 0.36 14845 SWSB24x7 24 78 : 5150 0.29 20800 5200 0.30 21000 SWSB 12x75 12 855 1200 031 .' .' 8450 ' '1320 0.38 I 10390 a SWSBIBx75 ;''18 , 855. 1'"' 2625 ;li. 033 13870 2885 - 0.40 i5245,. ,. a, SWS812x8 12 93.25 1100 0.36 9445 1210 0.42 10390 IS , rn, SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 9WS8l2x9 -..12 10525 .'!7902 043 . 9570 890 '0.48 10780 ;;,; SWSB18x9 15 10525 . 1905t 0.43 - - 13770 .. '•I 2090 ;0.51 ;"15105 {;i', SWSB,24x9 24 10525 s 3905 ° '-''. 042 21260 4295 '" 6-;47 r g.'-23405 ' :r 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. - sHoid-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 or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 25 of 82 2x LEDGER HDR HUC416 LOW ROOF \ I I 1 13.x20 LVL FB GT(ABOVE ABOVE ` n —,—,-,— I HOR tr-1-HDR • " H ca �16Prc'�'LL �� 1 ��. I BED 4 T ABOVE I I A', o 11 ,��l'-4, u u 1 u u u " 4 FLOOR OT II 2x LEDGERrt-----___.i GT I ABOVE I II 2X TRUSSES AT 24" O.G—. I- I I o 1 0 1 0 ESm 1 20" OPEN WEB J014S 9 19.2" O.C. 6 i 11 59.0 TYP. GT n DSC5 I I 20 AT BLDG. ABOVE _ FLOOR GT ORAQ1 TRUSS (18J59_ _ _0) _ 59.0 STEP _ rI I 2x6 AT 1 I'It, 11;1'' GT ABOVE . \ NI 16" O.C. 1T II 111111 10 19'x20°LVL FB 11 J i-�I 6 WI I 59.3 STAIR FRMG. x r 2x6 LEDGER, (2LEDGER" AT)2x6 LANDN G I `U UP T O T1P. U.N.O. 1 /. fl' I T. l_41 e l/111"111, IV ' I`fi I I II STIR -_T1 I ; II II RAISED : FRMG. 1 P L I PLATE / 1 \ -_r"� UP Tot 1 cliz BATH I - JI I I I a LANDING/POWDER r , '/ \-�'"i 3 I 1 0 i AT+1'-2'/:' ,, L I II ABV. MIDDLE F.F. �'�'''''' I EXTENT OF RAISED FLOOR I RAISED FLR. (DOT FILL) / y, 1W"x20 LVL FB ,T, SEE BELOW /. �^':3/� CI 1,00 GT ABOVE / [,ii'i ii?i" i ABOVE Iij / UE TO 6X6 //b": ti BED 2 HD•1 UP TO L L GT ,y, TECH. B2 1 ABOVE 2x10 FOR 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 L ] 1 luriu4m I �---- ill I (2)2x10 FB ;J=� >'-?`%'.: I A Ak .I ( I OVER-FRAMING PLAN I • L I TO MATCH HT. OF RAISED FLR. RAISED FLOOR AT+14Ya" -I,� UPPER FLOOR WALLS 2x10 0 16" $:i11i4mS ® L. 1 A. wrip RAISED UPPER FLOOR UNIT E-8(A) FRAMING PLAN 1/4•.V-0" POWDER ROOM AND 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 27 of 82 1 o j ®? GT ABOVE o� I O a a" I ss2 TYP. r= 11 AT BLDG. tO 59.2 STEP o-- -- �`'7 H2.5 TO 3EAN Ida ABOVE ,r, , 1 132" OW. BLD;KING MB4 I LEDGER P fU41D 'ligto III 6a6 'DST GT ABOVE 1 ® 13x"z9)4" RIGID AM -VL FB LANDING F.F. AT+7'-0" as /I 4x4 ODST FROG +:'-0" ABOVE LOWER F.F. -\ 'V TD 98'-1' ARV. LOW FF. 2x6 AT 16" O.C. X/ STAIR ,1 ''' \1 FRM(. '1 3Y' -y x9Yz" RIGID AM VL FB r \ / a Fir$TA iim ING m Im Y BUNDLED i \\ rn STUDS ABV. / \ I n II 6x6� ` MB4 Io 1 if I r_ 1 :DNT 5Y x11�'X' m BIG 3EAN HDR m 55 i\1 DOWN TO.. 55 i i o Ca EN'RY. w a w a coat 55 B RAISED FLOOR mo a a O 1. (DOT FILL) - SEE LEFT . � n m m GT rn. IM M' „ GT ABOVE MB 1 AUCVE I mi i GAR DOOR HD I •,—r_.J,. .%X10% CAS:ADE S H R FC 3.x9h RIGDLA - LVL FB GT ABOVE BUNDLED STUD FOR HEADER ABOVE MI DLE OOR UNIT E-8(A) FRAMING LAN FRAMING PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Struclural Calculations(2017 ORSC).pdf Page 28 of 82 I (2)2x10 FB • 1 TOP 0+10'-1Y." ' (3) 2x +Y." PLWO. N 01 UNDER (2) 2X10 EDGE OF Til 1 ' NE I PONY WALL SUBFLOOR TO RAISED BENEATH 1 • I'STEP FRAMING PLAN MR ROOM F.F. 1!I -EDGE OF TJIMIDi, FLOOR WALLS SUBELOOR I� BENEATHPLATE +B-1 J Lill 1 L2x10 LEDGER HOEDOWN STRAP �1I TOP @+10-1Y." FROM ABOVE - -- 1 dEk PLATE +13-1" 92, RAISED MIDDLE 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 29 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Multiple Simple Beam File=c:lUserslkstoner\DOCUME-1\ENERCA-1\13276V-1.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : 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 Fe-Pull 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 kit,Trib=8.330 ft Design Summary ,< :iiiii iil= 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= 0A52: 1 \ / \ iv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 n,2-2.6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290>360 Total Defl Ratio 852>180 Wood Beam Design : UB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 kfft,Trib=2.0 ft Design Summary D40 O38O S 9 Q C' Max 1b/Fb Ratio = 0.347. 1 _ , lb:Actual: 352.07 psi at 3.250 ft in Span#1 Fbo:AllowableComb : 1,013.55+D+L+H psi Load Comb: +D+L+H (x) 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 n,2-2:6 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 1. 1.r 2 2/ E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 Wood Beam Design : UB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fe-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=4.0 ft Un'rf Load: D=0.0180, S=0.0250 klft,Trib=4.750 ft Design Summaryiiiiiiiii" $Nel Max tb/Fb Ratio = 0.082; 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H • • Max fv/FvRatio= 0.070: 1 A A Iv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 It,2-2z10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 30 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c:Userslkstoner\DOCUMEIIENERCA-1113276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering 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 klft,Trib=6.50 ft Design Summary D 0.0975, 0260 Max fb/Fb Ratio = 0.165; 1 lb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50a 22x70 Load Comb: +D+L+H Maxctions Max Reactions (k) D L Lr S W. E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Den Ratio 12241 >360 Total Defl Ratio 8902 >180 Wood Beam Design : UB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.199. 1 ' ib:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allloww Allowable: 1,017.19 psi +D+L+H Comb: +D+L+H Max fv/FvRatio= 0.163: 1 L fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft.2-2a6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 w g H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486>180 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 31 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Muhl pie Simple Beam File=c:lUserslkstonerDOCUME-11ENERCA-1\13276Wi.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/ft,Trib=20.0 ft Design Summary D(0 30 LOBO Max fb/Fb Ratio = 0.555. 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi • Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-23e Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total 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 kilt,Trib=1.0 ft 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 1yq_g 3 fb:Actual: 848.86 psi at 1.400 ft in Span#1 - i Et 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) 2 L Lr $ AV E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638 >360 Total Defl Ratio 1189 >180 Wood Beam Design : MB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 2-2x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27 70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kRt,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 kilt,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.934. 1 j: `Pv'oosog crtb°doog fb:Actual: 868.57 psi at 1.467 ft in Span#1 - _f Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.820: 1 X fv:Actual: 122.95 psi at 0.000 ft in Span*1 Fv:Allowable: 150.00 psi so it, 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 Dell Ratio_ 1590>360 Total Defl Ratio 1155 >180 18162_2018.10.04 R'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 File=c:\UserslkstonerDOCUME-11ENERCA-1113276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 5.25x11.875, Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 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 Unit 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 fo/Fb Ratio = 0.605; 1 00.150 L040 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 r � � Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H • i Max fv/FvRatio= 0.455: 1 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.575 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347>180 Wood Beam Design : MB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: 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 32.210pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070,0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=8.250 ft Point: D=0.220, L=0.240, S=0.180 k @ 1.0 ft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 fl Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary Max fb/Fb Ratio = 0.708; 1 Dm.1236)u0.330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 ' Fb:Allowable: 2,834.87 psi Load Comb: +D+L+H Max fv/FvRatio= 0.513: 1 s, 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 H Downward L+Lr+S 0.240 in Downward Total 0.343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.36 2.51 0.58 Live Load Defl Ratio 525>360 Total 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-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary ""E, D 0.lso 0.20 Max fb/Fb Ratio = 0.413 1 - �_ fb:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S �6W E H 54 Downward L+Lr+S 0.021 in Downward Total rd Top! p0.120 in Left Right�018.'im1_iv ea 4 Roshak RH_1165 's4Lp7/s 6 t .Structural Cftllo.ward k8SC). 3 >360 Tot.000 in al Dell 33 or WO >180 CT ENGINEERING u^1'�f1 IZUckerson St, I�'S�ut�w`''dU2 I N O. Seattle,WA 98109 Project: Date: (206)285-4512 PAX: Client: Page Number: (206)28S-0618 141 = [I p(y+ a) C 9 o t z 5'"r7) t- 4 (tot vi h (41(E s t-1-7 PSG) c..7 tkhor +21= %7( )2- v7 !. 5 i v 7Gfv‘?..-��i 18162_2018.10.04 RT Area 4 Roshak RH's Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 34 of 82 Structural Engineers Title : Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page ' I Ic)1983-2003 ENERCALC Engineering Software g 16041.ecw:Calculations min Hs 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 psflft 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 psflft 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 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 li 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 Stern OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 422 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf fb/FB+fa/Fa = O.enn ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-t= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 4.9 Overturning Wall ert 9 3.19 OK Stability Ratios Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Caics 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 1 Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 26 563 ft-# Concrete Data Mu: Design = 155 563 ft-# fc psi 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 35 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description : Scope: L Rev: 580010 Page 2 User.KW-0802991,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design g _ ic)1983-2003 ENERCALC Engineering Software 16041.esw:Celculalions 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-ft lbs ft 114 Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 36 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description : Scope: Rev: 580010 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineenng Software 16041.ecw•Ca culalions Description CANT RET WALL (4'-1"TO 6'-0") Criteria A Soil Data I Footing Strengths& Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe width = 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 FootingilSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth _ 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6, Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary Stem Construction I Top Stem Stem OK Total Bearing Load = 2,326 lbs Design height ft= 0.00 ...resultant ecc. = 2.79 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,449 psf OK Thickness = 8.05 Soil Pressure©Heel = 412 psf OK Rebar Size = # 5 Rebar Spacing16.00 2,000 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored(g;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-it= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi 12.1 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.27 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= L Solid Grouting = [Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. _ Mu':Upward = 762 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S"Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 37 of 82 Title: Job# Dsgnr: ARS Date: 4 20PM. 15 MAR 16 Description : Scope: Rev: 580010 User KW-0602997,Ver5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page z _(c)1983-2003 ENERCALC Engineering Software 16041.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: 4.21 PM. 15 MAR 16 Description: Scope: Rev: 580010 User.KW-0602997,Ver5.8.0.1-Deo2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw,Calculations Description CANT RET WALL (6'-1"TO 8'-0") Criteria 1 1 Soil Data 4 [Footing Strengths&Dimensions 1 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 psfft Heel Width = 2.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 3.b0 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in 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 I Stem Construction I Top Stem Stem OK Total Bearing Load = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,492 psf OK Thickness = 8.00 Soil Pressure @ Heel = 558 psf OK Rebar Sizze # 5 2,000 Rebar Spacing = 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,676 psf fb/FB+fa/Fa = 0.610 ACI Factored @ Heel = 627 psf Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft-#= 4,183.6 Footing Shear @ Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi= 22.5 Wall Stability Ratios 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 l 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= III... Solid Grouting = L Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data Mu: Design = 1,480 2,945 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 39 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(01983-2003 ENERCALC Engineering Software 16041.ecw:Celculatlons Description CANT RET WALL(6'-1"TO 8'-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 = 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= ResistingfOverturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R.M.= 8,451.6 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 40 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 User Kw-0602997,Ver 6.8.0,1-Deo-2003 Cantilevered RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineenng Software7 16041.ecw:Calcu!ations Description CANT RET WALL (8'-1"TO 10'-0") Criteria Soil Data I Footing Strengths& Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in 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 1 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs _Design Summary y Stem Construction I Top Stem -` Stem OK Total Bearing Load = 5,157 lbs Design height ft= 0.00 ...resultant ecc. = 3.39 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,578 psf OK Thickness = 8.00 S Rebar S Soil Pressure @ Heel = 714 psf OK izze = # 5 AllowableRebar Spacing = 9.00 = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear©Toe = 17.6 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi= 36.2 Wall Stability Ratios Shear Allowable Overturning = 2.42 OK psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results ` Special Inspection = Modular 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 41 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User:KVV-0602997,Ver5.8.0,1-Dec2003 Cantilevered RetainingWall Design _(019832003 ENERCALC Engineering Software 16041.emcCalwlations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning &Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 CAP 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,Ver 5.80,1-Deo2003 Cantilevered Retaining Wall Design Page 1I _(ct1983-2003 ENERCALC Engineering Software 16041.ecw:Celculations Description CANT RET WALL (10'-1"TO 12'-0") Criteria I Soil Data I Footing Strengths& Dimensions I Retained Height = 11.50ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingliSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load 150.0 lbs Axial Load Eccentricity = 0.0 in _ Axial Live Load 250.0 lbs Design Summary I Stem Construction I Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"HI" = Concrete Soil Pressure @ Toe = 1,835 psf OK Thickness = 8.00 Reber Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 8.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = I Footing Design Results Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft-# Concrete Data Mu: Design = 4,856 12,356 ft-# fc psi 3,000.0 Actual 1-Way Shear = 17.50 55.56 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 12.50 in,#5@ 19.50 in,#6@ 27.50 in,#7@ 37.50 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 7.50 in,#5@ 11.50 in,#6@ 16.50 in,#7@ 22.25 in,#8@ 29.25 in,#9@ 37 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 43 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 User:KW-0602997,Ver5.5.0,1-Dec2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 16041.eacCalculetions Description CANT RET WALL (10'-1"TO 12'-0") Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.39 Footing Weight = 1,031.2 2.75 2,835.9 Vertical Loads used for Soil Pressure= 7,302.2 lbs Key Weight = Vert.Component = 1,719.3 5.50 9,456.3 Vertical component of active pressure used for soil pressure Total= 7,052.2 lbs R.M.= 28,907.8 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 44 of 82 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:. (206)285-4512 PAX: Client: Page Number: (206)28S-0618 P s _ ? `., -'ill 1 `�' 'Z�Iliedit.Pu- 117361 . , r , I yi i _. IL -13-------ij . ----( . , ,),__.,, , t __ . , IA) (4)(Z5ri (4-)( ) +- z( ). 407'--4 4--(Z) UJC r ) g 9-9po P5F- ,a-1 )1,-, --;'-i- -- (t.-t-zY7-91: -._ e?,66, 0,i) 1 u.,;G yuN: Gil` (A)I TAP d,A), v 145 •, 6\ x L 5( .p *)(4) 1 ,) fi0-1,1-1-I5 --_ 2(33 o' S4 �i3 Z off.- 18162 2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 45 of 82 Structural Engineers 15-4" 10Y2 2'-5" 84 FL COMMON WALL 4'-10" ,,FF 4'-10 t COMMON WALL EXTENT OF \i 7-0 510 XOX 0 1 1-HR EGRESS ilkIcy ! EXTERIOR "o I ;-••• WALL. 3/D1 � .21- 7 •• I� I�..W WALL BELOW FO7 W-_1 Ij INSULATE FLOOR I OVER UNHEATED I SPACE 8 1. n II 4 Bedroom 2 a -8 I 1 III I {IF II B'-45" 3'-10" i II t i�i 22x3O' ATTIC ACCESS N 5 SH. - 1. 78 24"iB DI 20 � I.1 m� BIFOL➢ �I o BathI DN II 1 I I O� T I 'I I 1 a� �y� ® _•Y i� o ..__4. p 1 Irtill " -11 „ Ln I SHOWER • lW__f nLL I D3 II m I 4'-10y" '-4 HC,W� i I' LOW WALL Ih4•M 7 3'-6Y4" 4o 42"A.F.F. it M. ath t?" r � SEE SHT. ,� U8 FOR >P❑ j III „ DETAILS II I • t I RADON REOCTION SYSTEAI 1 "I I I 8-4h" I 3-5/Y I I VAULTS¢ CEIL)NG I II PER TRUSS- I m MANUFSCTURER +-- v I I E I-3 I , a I Master Bedroom I III t i - j :I 1 I! j 1 I 1 EXTENT 7-0 5-LO XOX OF 1-HR EGR�SS Ada EXTERIOR 4'-11" } . I 3ALL' ti._8. (1._7" 2.-5" ; UNIT K-8(A) UPPER FLOOR PLAN 1/4=1'-0 ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 46 of 82 • 15'-4" I 5'-I g"O,V2" t 4'-OJ y 3_p• y_g• II 71 I I !LOW ROOF 1 I I I ABOVE j CL COMMON WALL I © I rq COMMON WALL ! Pofch FLOOR AEtVEN m -r, 7-O 5i0 XOX "' I � I....._.... -ice I 0II0 I Living II 11 ' D4 II II II4 TILE HEARTH r _II 11 (OPTIONAL) I 1 FACTORY-BUILT — II II DIRECT VENT GAS J I 1 II FIREPLACE-/ i IL II D Oil II 'I In 1 11 INSULATE FLOOR OVER II II UNHEATED SPACE 1'-Oil 3'-6" DN !; Dining 4 I ! i 0 11 1 a !I -CONTINUE COMMON WALL CWB 1 I v II II THROUGH FURRING LOW WALL`0 3'-2" �'11 TYPICAL 42" A.F.F. eII 2'-8• n SEE SHT. 1 U8 FOR STAIR A5,.(1 1 \ 1 DETAILS I RADON o{ II ly REDSCTTON j 1 OPEN RAIL 0/PONY WALL: 11 Vi�I UPm �,� 70P OF WALL +22" A.F.F. .1 TOP OF RAIL +36" A.F.F. II I e:, I. 0 1 -m IWALLI I' .1 I riiiii. Lfl1 BELOW) l ) d 1 © ' o 1 2'-6y" 1 3'-1Yy" 3'-1 iy2 4 11 F 1 0 II .n Kitchen ; WALL BELOW, I /II i INS.FLOOR I 1 OVER UN- I I rEATED SPACE I '1 I OW 11 ' ' J -J q_q- I EXTENT I 7-0 5}0 XOX ® e EXTERIOR I ® I '� ! WALL. 3/D1 4'-10" } 4'-IO" ! L7 8"i i 0 8" , T 4-O TTT # 15-4" I. UNIT K -8(A) MIDDLE FLOOR PLAN ENGLISH RENVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdt Page 47 of 82 t t q COMMON WALL---1 II-¢ COMMON WALL I I * ® I I DIRECT VENT GAS I I b- e WATER HEATER AND FURNACE • DOORS SHALL BE I SELF-CLOSING I 20-MIN. RATED , Fl I .'O.MTL hU4N. f I IrINSUL ,I FURR DOWN n f-..... I a FOR DUCT RUN-. Mech. -I m I Garage R3 OCCUF II to�'U OCCUPANCY r-s Li I 7. WALL FINISH: 4¢' 3-6" it GWB CEILING FINISH 14 i4" TYPE 'X' GWB FIRE-TAPE ALL 05 GWB WRAP BEAMS I�� BELOW CEILING LEVEL. INSULATE RADON - --- FLOOR ABOVE. REDUCTION Avoid 1 SYSTEM 'H.—INSULATE WALL r PER DETAIL 4/D1 SEE SAT. WHERE ADJACENT US FOR STAIR _ TO HEATED SPACE DETAILS UP ' US 1 Entry IIL L © 1 Porch I I .I UNIT K-8(A) LOWER FLOOR PLAN 1/4-=1"-O" ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdt 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 Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qovidesiqnmaps/us/application.pho htto://earthquake.usos.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM, SD,= 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.Os 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 40= 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 40= 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#: Sos= 0.70 h„ = 25.92(ft) Sp1= 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) 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/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=So1/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Su,*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w, w; *h;k w, "h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) mow; 'h;k Vi DESIGN Vi Roof --- 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 50 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit KB(A) F-B SS 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 s,,,,o„r= 110 110 mph Fig. 26.5-1A Ihru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Pssoa= 24.1 24.1 psf Figure 28.6-1 Psxe= 3.9 3.9 psf Figure 28.6-1 Pswc= 17.4 17.4 psf Figure 28.6-1 pswo= 4.0 4.0 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 0.00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) A*Ks'Iw'windward/lee: 1.00 0.00 Ps=S.'Kzt*l*Peo= (Eq.28.6-1) Poe= 24.10 0.00 psf (Eq.28.6-1) Poe= 3.90 0.00 psf (Eq.28.6-1) Ps c= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) Psamd c...,.a.= 20.8 0.0 psf Ps am o.n,.a.= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-22a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(SS) (F-B) (S-8) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height Aa Ae AC AO AA AB Ac AD wind wind NAND 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 6.1A-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 8.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 6.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 Ar= 751.3 Ar= 1582 12.0 0.0 V(F-B)= 12.02 V(SS)= 0.00 kips kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 51 of 82 • SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K8(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(SS) 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 8.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min/Part 2/Part'I 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-5) 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 usGs 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 co 1 5000m B:averton 4 a • I / ..„3.ir04aixdart'r' 141 Forrn,14ton oMilwaukie 411, rr 0ard Lake Oswego scholia N R Q 4King City D /ham AM ERICA Tualatin Q mapquest 02015 MapQuert� O MapQuest USGS-Provided Output Ss = 0.972 g S . = 1.080 g Sos = 0.720 g = 0.423 g Sni = 0.667 g Sol = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.86 1.10 0.80 0 l7 0 72 a.ss a 64 0 77 0.56 P o46 P 04r in 055 • 0.4a ca 44 0.12 022 024 0 22 0.16 0.11 0 oe 0.00 0 00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period.T(sac) 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 MUMS Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 - Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(11`11 Ss = 0.972 g From Figure 1613.3.1(2)`21 S1 = 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 v N ark. 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 llb/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 54 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss <_ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ? 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class= D and 5, = 0.423 g, F. = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 55 of 82 Equation (16-37): SMS = F,SS = 1.111 x 0.972 = 1.080 g Equation (16-38): SM, = F„S = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % S„s = % x 1.080 = 0.720 g Equation (16-40): SDI = % 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 Sos < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g _< Sos D D D For Risk Category = I and Sos = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ SD, < 0.20g C C D 0.209 <_ SDI D D D For Risk Category = I and SD, = 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- Fig 1613p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 57 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wnd Max. Grid ID T.A. Lwall Len. Co w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Rum Unet U,,,. OTM Ron, Uee, U,u,. U,,,, HD (sgft) (ft) (ft) (MO (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 PMTN 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 8.3b 167.8 13.8 13.8 1.00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B 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 elf. 4.04 0.00 2.03 0.00 V,„;,d 4.04 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 58 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.59 kips Min.Lwall= 2.57 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Grid ID T.A. Lwall LDLex C0 wdl Vlevel Vabv. Vlevel Vabv. 2w/h vi Type Type vi OTM RorM Unat U. OTM ROTM line Ueem Uee= HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (plf) (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 60.4 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 PSTN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 0 6.0 6.0 1.0D 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 - D 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.0D 0,00 0.00 0.00 0.00 0.00 B 8.2a 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 0.0D 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.0D 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 too 0.o0 0.00 0.00 0.00 0.00 too 0.00 0- - o o.o0 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 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 D.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 649.3 65.3 65.3=Leff. 1.55 4.03 1.40 2.03 1.00 EV„e„a 5.58 it;VEa 3.43 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 59 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V i= 0.70 kips Design Wind F-B V i= 1.63 kips Max.aspect= 3.5 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Grid ID T.A. Lwall Lo<,n C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Romi U„„ U,om OTM Rorm Une0 lJ . U. . HD (soft) (ft) (ft) (kV) (kip) (kip) (kip) (kip) p (pit) (Pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.1a 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 -0A3 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1a 142.4 11.7 11.7 1.00 0.15 0.33 0.97 0.14 0.59 1.00 1.00 63 P6TN P6TN 111 6.59 9.19 -0.24 -0.66 11.69 6.81 0.44 0.57 0.57 B 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 Bic 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 D.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 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 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 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 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7=L eft. 1.63 4.30 0.70 2.63 E V.„e 5.92 EVE0 3.33 Notes: denotes a wall under a discontinuity denotes a wall with force transfer '"" denotes a TJSB 18162 2018.10,04 RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 60 of 82 SHEET TITLE: LATERAL S-5(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall LPL en C0 w dl V level V abv.V level V abv. 2wih vi Type Type vi OTM Rom Une U„,m OTM Roan U„,‘ U,, U,um HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 0.00 E VE0 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-5(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 0.00 kips Max.aspect= 3.5 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. Wnd Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. HD Wall ID T.A. Lwall LOL,r, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R0Tm Unrt Us= OTM Rum Unet U,um Usurp (sgft) (ft) (ft) (Id() (kip) (kip) (kip) (kip) p (pH) (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 0.0D 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 - 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.26 -0.51 7.53 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 336.4 4.5 4.5 1.00 0.20 0.00 0.00 0.74 1.02 1.30 1.00 507 P2 - 0 20.55 1.62 4.89 7.62 0.00 1.35 -0.35 -0.67 7.62 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 635.4 8.8 8.8=Leff. 0.00 0.00 1.40 2.03 EV,„„a 0.00 EVEg 3.43 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "' denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71 Structural Calculations(2017 ORSC).pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K8(A) Diaph.Level: 2nd(main) Panel Height= 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 Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall I-01_an C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Row Line IJ... OTM Ron. Uon Usum Usual (sgft) (ft) (ft) (Sit) (kip) (kip) (kip) (kip) a (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) I l.L- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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-.-2te- 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423:3 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 10.42 CONCRETE RETAINING WALL - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 299 5.5 5.5 1.00 0.15 0.00 0.00 0.28 0.00 1.00 1.00 67 P6TN 0 2.93 2.04 0.18 0.18 0.00 1.51 -0.31 -0.31 0.18 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 200.9 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 741.4 17.3 17.3=L eff. 0.00 0.00 0.70 3.43 1:V,„nd 0.00 `.'VE0 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *•* denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 63 of 82 JOB#: Unit K8(A) ID: 4.1a&4.1b w dl= 150 plf V eq 2673.4 pounds V1 eq = 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 236.0 p/f ► •H head= A v hdr w= 0.0 plf 1 y Fdragl eq= 746 F2 eq= 434 Fdragl w= F2 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 vl w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h = 1 2w/h= 0.932 9 v I Fdrag3 eq= 7 F4 e - 434 feet • Fdrag3 w= 0 F4 w= 0 P3 E.Q. 2w/h= 1 #N/A WIND H sill= v sill eq= 236.0 plf 3.0 EQ Wind v sill w= 0.0 plf feet OTM 24061 0 R OTM 8665 6418 • UPLIFT 1510 -629 UP above 0 0 UP sum 1510 -629 H/L Ratios: L1= 4.0 L2= 5.0 L3= 2.3 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-WALL®SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES1,2,3 Seismic(SDC.c• Wind(SDC A-B) Hold-dawn, Dr at Hold-down Nomipal Height Allowablo Utlit at Uplift et Allowable Uplift at Model No Width Allowable Allowable {In) (In) Shear Ube) shear(In) Allowable Shear(be) Shear(Ibs)' ' Shear(In) ' Shear(Ibs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 • SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 ,, SWS612x7.5, ,'.:12 ,855, ";,,2520. 0,32 9020 2770., 0;35, ',�10905 .. a SWSS;18x7.5 'i18: .` 85.6 ' I 6380 0.34 ' 14215.' 5910 027 15616. 11ggg SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 .,,o,;' SWSB 18x8 18 93,25 5160 0.37 14840 5665 0.40 16325 ' SWSB24xB 24 93.25 8870 0.37 21415 9760 0,42 23560 SWS6:;12x9. '..12 ` 1Q5.25, 1560 0.43.. 9070 ':' 1780 ' 048 "10780" ,;., SW88'181r9• ,16' sf0525 ' ,3610 ' 043: 13770 "'.`' 4180, 0.51 15105; . SWSB24x9 ' 24 105.25 :781Q. 042 (:. '_2128° 8590 : 0.47 ,,23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 '• SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB24x7 24 78 5150 0,29 20800 5200 0.30 21000 SWS6rl2x7.512 -855 >:'12150 '0.31 9450 , " '1320 038 '''..10390 1 SWS8;18x75 -18, 855 1"- •2625 E:,. 033 13870 2885 040 s3 15245 m.. SWSB 12x8 12 93.25 ; 1100 0.35 9445 1210 0.42 10390 rn SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 „ li12 ,'1.0525 ' . 790 0.43 9570 (: ;, 890t rrsr 0O '.10780<•4 SWSB 18x9 '"-"16 105.25 "1905• 0 43 13770::' Ti' ti 2090 041' 15105., H', SWSB,24X9 `24, 105.25 ••`390. (-- ` 0.42 21280 f'._ 1, .4295 0:47 ,: ' 23405' For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 plf=14.6 Nlm. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 21-lold-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 or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdt Page 65 of 82 • TRUSSES AT 6x6 W/ 24" O.C. CONT. TO POST AT 14 ACE6 -- ADJACENT UNIT HUC416 ®59.0 NOR 18a''x20 LVL FB ,:47x LEDGER PORCH ROOF GT ABOVE OO �rUC 1 _,p, SYMMETRICAL ABOUT THIS LINE LL xUPT 1w4,10 HCR ®1x HEAR I I —II BED R A A8)V I LJ JI u u u U J it u u I I FLOOR GT 1I A 1I TYP. SO I I I20 AT BLDG. SOB STEP I20" OPEN WEB JOISTS 0 19.2" O.C. L UP TO a BATH FLOOR GT HIT420 (i) j" `= -- p STAIR III I ,r, 11 FRAMING/ TYP. 6 1 711 I 59.0 I'I I I — I d ! II AT BLDG. 20 -U , I `I -1 STEP S9D IIIII I 1 I I 1 1 / �I,IJI1 Q 1 J 4 1 Im 1 I II`—= —= -- —r I 4-, II, 1 �I i i II I I o 1 it , UP TO 1M. BATH I i I 'I — 1 1.1 1 I ®®®® III 1 I� i 1 ., 13;-X207 I "t LVL tB I 1 qo I 1 II i 1 i 1 T yam'�y ! _ GT ABOVE 1 /HD ...Uri\ UP TO M.BED GT ABOVE UNIT K-8(A) RPAMINGOOR PLAN 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 0 I 0 CONT. I I toTYP DOUBLE o 14;x974 ® il LVL RIM n� B2 AT BLDG. a STEP Drw ;Z I 59.0 o' OQ ME 3 0 �, GT ABOVE 3Yzki035' CA.CAD S.L HDF � -CCyy/ GT ABOVE C �\����/1 '� 1 WI I CONT. TYP I I DOUBLE rh 144'x9h" AT BLDG. 11 T ° � n LVL RIM STEP S9. I 1 k4L I RIGIDLAM LW I r‘usH w/Jsj) 1 '1•x9&/ 1 I AIIOSB 121M 1 I I T I MB4 XI ' I , 3 �102 CAS.Al)ST R 1 11 11 1 1 I ABOVE ' 15TAIR 1 III 1'FRAMING1 I m!� 11 L_ W ':HI HU4101 1 , < .x.i,.&,1 a < w m L. n n, m o Ed E1' x3 ' I M M f ICI B 1 1 I� HDF c 1 ' CAR. DOOR FD ll 3 10 " GLB HILp y� 14',x9/4" LVL RIM 3 x 914" GT ABV. 7399h"RIGIDLAM LVL RIM `IG BEAM FB ® GT ABV. BUNDLED STUDS FOR HDR ABV. MAIN FLOOR UNIT K -8(A) FRAMING PLAN ENGLISH REVIVAL 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 67 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c\UserskstonenDOCUME-1lENERCA-1113276V-3.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 : UB-1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 Oft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 klft,Trib=3.0 ft Design Summary $ '�Yoe�,4 M* Max fb/Fb Ratio = 0.327; 1 i I 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 A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 ft,4,0 o Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 68 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Multiple Simple Beam File=c\Users1kstoner\DOCUME-11ENERCA-1V3276V-3.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: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D(C 1950 L(O520) -- Max fb/Fb Ratio = 0.368; 1 j` ' fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 L. �\ fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft.2-28 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679>360 Total Defl Ratio 3403>180 Wood Beam Design : MB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/t,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.804 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.498 1 D(0.0150)L(0.040) lb:Actual: 985.10 psi at 4.500 ft in Span#1 — t ' t • Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fvlFvRatio= 0.164: 1 A fv:Actual: 50.69 psi at 0.000 ft in Span#1 - Fv:Allowable: 310.00 psi loan, 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 69 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Multiple Simple B@8m File=clUserslkstonenDOCUME-1\ENERCA-1113276V-3.EC6 p p ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 fl Design Summary Max fb/Fb Ratio = 0.965. 1 D 0.180 L 0.480 tb: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 fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 It, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Defl Ratio 394>360 Total 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-Prll 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 klft,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 - Max fb/Fb Ratio = 0.746; 1 DI0120)L(0 320) lb:Actual: 1,763.00 psi at 5.750 ft in Span#1 *F Fb:Allloww Allowable: 2,362.27 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.533: 1 ____j_ iv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 k, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 1 IA' s w E H 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 • C T E N G I N E E R I N G U l}$�1i[Ickerson St. ut c d02 I N C. Seattle,WA 9R109 Project: Date: (200 285-4512 FAX: Client: Page Number: (200 28.5-0618 Rw s0 eCUte„ /440947006 4/ a 6 o`y+ 2) C 4 a - z SPsv) 1- ¢r (tot zs001+ (4,1 z s f-f7 PSG) '?t.7 #'/ter 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 Retaining Wall Design Page 1 _ (c)1983-2003 ENERCALC Engineering Software 16041.ecx:Calculations Description CANT RET WALL (0 TO 4'-0") Criteria I Soil Data I Footing Strengths& Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf Pc = 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 psHft 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 FootingIiSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem 6, Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs I 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 = 8.00 Soil Pressure @ Heel = 422 psf OK Rebar Sizze # 5 2,000 Rebar Spacing = 16.00 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 Footing Shear @Toe = 0.0 psi OK Total Force @ Section lbs= 364.4 Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 • Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi Fs psi= Solid Grouting = Footing Design Results 1 Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = Mu':Upward = 181 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 26 563 fl-# Concrete Data Mu: Design = 155 563 ft-# To psi= 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 72 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM. 15 MAR 16 Description : Scope: Rev: 580010 Page 2 User KW-0602997 Ver5.8.0,1 03 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Celaletions Description CANT RET WALL (0 TO 4'-0") Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 73 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Lk Rev. 580010 User KW-0602997,Ver 5.80,1-Dec2003 Cantilevered Retaining Wall Design Page 1 ` (c)1983-2003 ENERCALC Engineering Software 16041.ecwCalwlalions 1 Description CANT RET WALL (4'-1"TO 6-0") [Criteria I Soil Data I Footing Strengths&Dimensions I Retained Height = 5.50ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary Stem Construction I Top Stem Stem OK Total Bearing Load = 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 = 8.00 Soil Pressure @ Heel = 412 psf OK Rebar Sizze # 5 Allowable = 2,000 psf Rebar Spacing 16.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge Design Data ACI Factored @ Toe = 1,685 psf ACI Factored @ Heel = 479 psf fb/FB+fa/Fa 0.265 Total Force @ Section Ibs= 899.9 Footing Shear @ Toe = 4.0 psi OK Moment....Actual ft-= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 12.1 Wall Stability Ratios Overturning = 2.27 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data Tm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ration' 0. 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-ft Concrete Data Mu: Design = 657 1,000 ft-ft Tc 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 e 2 User:KW-0602997,Ver 5.8.0.1-Dec-2003 Cantilevered Retaining Wall Design 16o41.eow Cage (c)1983-2003 ENERCALC Engineering Software 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 User KW-0602997.Ver5.8.0.1-0eo•2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL(6'-1"TO 8'-0") Criteria I Soil Data ' Footing Strengths& Dimensions I l 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 FootingllSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary Stem Construction I Top Stem Stem OK Total Bearing Load = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,492 psf OK Thicknessez = 8.00 Soil Pressure @ Heel = 558 psf OK Rebar Size = # 5 2,000 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,676 psf fb/FB+fa/Fa = 0.510 ACI Factored @Heel = 627 psf Total Force @ Section lbs= 1,673.4 Footing Shear @Toe = 10.5 psi OK Moment....Actual ft-#= 4,183.6 Footing Shear @ Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi= 22.5 Wall Stability Ratios Overturning = 2.36 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection 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 2,945ft-# fc psi 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S"Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 76 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev' 580010 Page 2 1 User.KW-0602997.Ver 5.5.0.1-Dec-2003 Cantilevered Retaining Wall Design 9 (0)1983-2003 ENERCALC Engineering Software 16041.ecw:Celalations 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 ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = 1,100.0 2.83 3,116.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.83 275.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total = 1,264.4 O.T.M. = 3,582.4 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.36 Footing Weight = 525.0 1.75 918.7 Vertical Loads used for Soil Pressure= 3,589.1 lbs Key Weight = Vert.Component = 764.1 3.50 2,674.5 Vertical component of active pressure used for soil pressure Total= 3,339.1 lbs R.M.= 8,451.6 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 77 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description : Scope: Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecwCalculations Description CANT RET WALL(8'-1"TO 10'-0") Criteria I Soil Data ' 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 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.00ft 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 = 4.50 9 P 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 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary I Stem Construction I Top Stem Stem OK Total Bearing Load = 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 @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 17.6 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 49.5 psi OK Moment Allowable = 10,752.8 Allowable = 93.1 psi Shear Actual psi 36.2 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.42 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. = Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft-# Concrete Data Mu: Design = 2,764 6,446 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 Speed 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-0502997,Ver5.8.0,1-Dec 2003 Cantilevered RetainingWall Design Page 2 _(y19832003 ENERCALC Engineering Software 16041.ecw:Calculetions Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning &Resisting Forces&Moments 1 OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 RM= 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-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineenng Software 16041.ecw:Calwlations Description CANT RET WALL (10'-1"TO 12'-0") Criteria A Soil Data I Footing Strengths& Dimensions I Retained Height = 11.50ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.b0 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingilSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 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 = 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 Thicknessz = 8.00 Rebar Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.39 OK 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 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 8 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-0802997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design I Page 2 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(10'-1"TO 12'-0") Summary of Overturning& Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4,33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth @ Stem Transitions= 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 C T E N G I N E E R I N G Suit Nickerson St. Suite 302 I N C, Seattle,WA 98109 Nralecl: Date:, (206)285-4512 PAX: Client: Page Number: (206)285.0618 1 i i ( _—�--_ J :/1 *. ifilli -----1 q11,) i w ("44(Z r ' ( ( s) .i- z( }%)1 4 (Z)e -e 9'990 1?‘)F- F74.1 ) ,J _i----i. .._ .(spzywve) —._ 266?-0f-- G MAN, to( wi TAP 1,1,ND -A _�S 6\ x l 51 P (4-)(4) Z4)--)F)- q-ao-t-151 _ 2133 lb' S4 (L Z eks, 1„ 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 67-71_Structural Calculations(2017 ORSC).pdf Page 82 of 82 Structural Engineers