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CT ENGINEERING RECEIVED Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 206.285.0618 (F) MST2019-00138 114203 SW 169TH AVE FEB 0 7 2019 MST2019-00139 114209 SW 169TH AVE CITY OF TIGARD MST2019-00140 114217 SW 169TH AVE BUILDING DIVISION MST2019-00141 114221 SW 169TH AVE #18162 ®� ��j� �'�' MST2019-00142 114225 SW 169TH AVE structural Calculations River Terrace Area IV (Row Houses) �,��,�\AGIN4- Lots 57-61 w ' 60 I Tigard, OR ^y ,�/REG6�9A, \ 2T2,E <c� . ��F Design Criteria: 2017 ORSC (2015 IBC) 10/04/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 1 of 82 R 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 57-61_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 57-61_Structural Calculations(2017 ORSC).pdf Page 3 of 82 19'-1" 3'-7Y2" ,2'-3Y2", 71'-2Y2" 1'-11Y2" ♦ 5-7)/4r r 4-23/4" ♦-4)/2♦ I I i ROOF ,__ .\ P BELOW TYP EXTENT OF 1-HR 20 I EXTERIOR WALL. 3/D1 • EGRESS 07 , 7-0 9-0 XOX fCOMMON WALL NII TV NICHE •I --- -L WALL AT+36" BELOW _.1 11 4 A.F.F. 1 INSULATE- I I - FLOOR.OVER I UNHEATEf SPACPII I WALL l 1 N ^� BELOW n Master Bedroom I I' .- 1 N W 0D1 RAISED CEILING PER II j a TRUSS MANUF. I. 1 m II RADON I 2' 9" 3',-114/4" 3'-33i" 5-0'4"4" . 1 REDUCTION I j 1' SYSTEM .. ....._ II --Jji-- - e 11'0 I z N N 0 ,1' '® N 2-6.ilini � 5' SHOWER 1 m II BIFOLD �. k I l'±' •*Ilfo->Ii m: ON� ° �1� I 1 2x4 FLAT ri\c°1 `Do ° "' STUDS 24' Na•I PLANT K, 'S' 6 __ o M. BathO LOCATE PLUMBING 7. N� � 1 lo a , ® ® 1 II ROUGH-IN ACCOUNTING „� b --` FOR (2) LAYERS GWB I 1 AT PARTY WALL i --, DRYER 'WA RADON V• • • 0 REDUCTION SYSTEM 11\1SHER O I I_, 5 g B' II v HOWERI �I ' _ 3'-71 Bath _ /2\2-4 HCW 24".B II 1. 3�_7Y2,� X 3'-9" 1?2'x30"1 ) _ ;,Ii ATTIC 1 S & P._ I' M 4 LOW WALL CCESSI I` w - 17_ AT+42" W/ __ 1 WOOD CAP 2-lair II 6-0 BIFOLD II I Q N I D4 N WV a 0 1 5Y2 3'-SY2 II TYP Tech Rm. Bedroom 2 ID 43/p T® ------ - TYP. E• 1I 2-6 4r6 SH 5-0 4-8 SL Ur -- o AT 6'-111 A. TECH F.F. EGRESS 1 N I 7 1...1 N I ♦ 3-0" j 4-1" ♦ 5-0" I 5-0" o EXTENT OF ♦ 7-1" * 10'-0" ♦2'-O" 1-HR 19'-1" EXTERIOR WALL. 3/01 UNIT E-8(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 4 of 82 1 1t-4Y2'' }}}}}} l'-o• 2'-103"" 4'-5Y2" t 3'-111/2" {2'-1y2"1'_0^1'-113^t i _I_ nI I ® l �¢ COMMON WALL I I I 1 v 1 Porch t FLOOR i I * I + ABOVEI I I Ir 5-0 44-0 SL 2-0 41-0 SH I 1 • ♦ ♦ ,..,.� n •�+i I . . a• =L I ti ® � II 1 fir_—_—_—_i . p U o i 1 1 �,— TYP. I, 1 I O FACTORY-BUILT 1 LOW ROOF .. / DIRECT-VENT GAS FIREPLACE II `i m ABOVE 1 .I-'' 0 " I a Livingj a Aft' ��TILE HEARTH i WI (OPTIONAL) INSULATE FLOOR OVER 11 in ♦ UNHEATED SPACE II ,, --FLOOR ABOVE _I I ciI RADON l --- 7- REDUCTION T. 1•= " I o f ,I SYSTEM 1 Ii N -43 �'-5Y21 3'_10" 10/2" 2•_6^ 3'_g^ 2•_g•' 1 S & P ♦ I I CIN oI. I III i o ¢ ii '1ITY > ;I I I >c7/1 ��--- i =DN i I; 1 ii ii,'013 11 II a- 7x6 1 • ,O Q I' n I O a LOW WALL 'T I I O b II ' "' O +42 Q.F.F. 1 , SEESTAIR FOR W 174 Kitchen I I' i U4 �I iD 11 DETAILS -__ z 11r i. RADON III DW I 1 REDUCTION '11 1 I' SYSTEM © , - - I 11 ak I ,T oa '-6' ar—____ a l� �11P N 2-g k' w:-I 0®'n CONTINUE PARTY WALL- l N.I. ` GWB THROUGH FURRING 11 TYPICAL II a I= I�WALL BELOW I V ® Din./Fam. I O 3 Z Pwdb6 11 i INSULATE FLOOR OVER UNHEATED SPACE I a _a �� _-� FLOOR BELOW - , ♦ ♦ 2-6I3-O F 1 r� I A7 6';11"ABV. ,� 7-0 5-0 XOX �i PW;13. F.F. MI 1 e ur EXTENT OF TYP. I 1-HR I EXTERIOR i I WALL. 3/D1 3• e -3" ,I,2"-2 " , 5'-0" ! 5'-0" ' S._5" �1'-g"` 10'-0" ' 19-1" UNIT E-8(B) MIDDLE FLOOR PLAN AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 5 of 82 r ) 1g._1" _gy2; ' 12,_7" 1 CE COMMON WALL a • ro R3 OCCUR SIM. DIRECT VENT GAS e WATER HEATER U OCCUPANCY WALL FINISH: %" 6) GWB CEILING FINISH DOORS SHALL BE %'' TYPE 'X' GWB _ SELF-CLOSING FIRE-TAPE ALL .p, 20-MIN.RATED GWB WRAP BEAMS DIRECT VENT GAS - -------rte-. BELOW CEILING FURNACE 0� h`Y LEVELLO INSULATE RADON FLOOR ABOVE. REDUCTION FURN. 5 Nar SYSTEM ® D1FURR DOWN 1 - ' • -.r FOR DUCT RUN INSULATE 6-6 1 _ I UNDER I - -J AND LANDSTAINGRS Ir-r—r ® I I I I 1 I 4-i" I I 31-9y2" -•--.. y I I 01 LJ INSULATE WALL Oj ;',-; - PER DETAIL 4/D7 ,;, Arik RADONWHERE ADJACENT REDUCTION , =- TO HEATED SPACE VW SYSTEM SEE SHT. -I U4 FOR STAIR a, DETAILS ® ~ UP, RISERS AS Ran/ e :=1-_-_-_i e 1 ' 1. co _ UP - R.02 I l�z Imo___—_—_—[� z'to N W 03 I O'- Q N"' " , zo M ® ®m AI.� I 8-0 7-0 SOHO �_� ---+ i I I k 1.,01 a, I I I L FLOOR ABOVE I ,8",2'-0/2„ ”2•_0y2"I 2'_1" 4._0" 8._0.. 2.-3Y2 AT , 19'-1" STEPSII wir UNIT E-8(B) LOWER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 6 of 82 f ` 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E8(B) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= 11 Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usgs.qov/clesiqnmaps/us/application.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SMS= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3"'SMs Sos= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDS= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels --- --- N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels --- --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Do= 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor 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 57-61_Structural Calculations(2017 ORSC).pdf Page 7 of 82 1 SHEET TITLE: CT PROJECT#: Unit E8(B) Sps= 0.70 h„ = 25.92(ft) Spi= 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=Sips/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*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 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cv, = DIAPHR. Story Elevation Height AREA DL w, w, */.,k w, *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Y,w, *h,k Vi DESIGN Vi Roof --- 25.92 25.92 693 0.030 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 8 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E8(B) 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 Wind Speed 3 Sec.Gust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable PS30A= 16.1 16.1 psf Figure 6-2 ps3o B= 11.0 11.0 psf Figure 6-2 Ps3oc= 12.9 12.9 psf Figure 6-2 Ps30 D= 8.9 8.9 psf Figure 6-2 = 1.00 1.00 Figure 6-2 Kn= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) \*Kit"Iw*windward/lee : 1.00 0.61 Ps=\*Kzt*I*F>;3o= (Eq.6-1) PsA = 16.10 9.82 psf (Eq.6-1) Ps B = 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 A and C average= 14.5 8.8 psf Ps B and D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2*2a= 7 28 MAIN WIND-METHOD 1 PER ASCE Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 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 57-61_Structural Calculations(2017 ORSC).pdf Page 9 of 82 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E8(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof -- 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 10 of 82 , Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2m L--,°•--) I S000m m-ave rton 1 '.4 art 77 ' L 141 Forsnirr �cene Ntilwaukie :far . Lake Oswego `_` 1. Deho3€s O Ttral King City Dpxham aMMc AMERI ,PA 'I Ar Tit 'satin o mA nest I{3Q 02015 MapQuest dada O � ®MapQuest USGS-Provided Output Ss = 0.972 g Sr.'s = 1.080 g Sps = 0.720 g Sl = 0.423 g SM1 = 0.667 g S°1 = 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 0.00 1.10 0.00 d/? 0T3 o Q6 0.64 0.77 050 v 0.a O 0a6 M 0.55 . W 0.4o r 0.44 0.32 0 33 0 24 02 0.10 0.11- 0.06 0.00 0 00 0.00 0.20 0.40 0.00 0.80 1.00 1.20 1.40 1,00 1.90 100 0.00 0.20 0.40 0.00 0.20 1.00 1.20 1.40 1.00 1.20 2.00 Period,T(sic) 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 57-61_Structural Calculations12017 ORSC).pdf Page 11 of 82 IJS 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 S1) and 1.3 (to obtain S1). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)m Ss = 0.972 g From Figure 1613.3.1(2)`2' 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 vs Nor No s0 A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 12 of 82 I Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.972 g, F. = 1.111 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F„ Site Class Mapped Spectral Response Acceleration at 1-s Period S, <_ 0.10 S, = 0.20 S1 = 0.30 S, = 0.40 Si >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F, = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 13 of 82 Equation (16-37): SMS = FeSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = z/ SMS = % x 1.080 = 0.720 g Equation (16-40): SD, = % SM, = % x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 14 of 82 i Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV SDS < 0.167g A A A 0.167g <_ SDS < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g <_ SDs D D D For Risk Category = I and SDS = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SD1 I or II III IV Sol < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ Sol < 0.20g C C D 0.20g <_ SD1 D D D For Risk Category = I and SDI = 0.445 g,Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 15 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.36 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LOL eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usom OTM RoTM U et Usum U,,,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 139.6 6,8 6.8 1.00 0.10 0.68 0.00 0.47 0.00 1.00 1.00 70 P6TN P6TN 101 3.80 2.05 0.29 0.29 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 101 5.62 4.50 0.12 0.12 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.33 0.00 1.00 1.00 43 P6TN P6TN 61 2.65 4.05 -0.20 -0.20 3.80 3.00 0.11 0.11 0.11 C C.3b 102.6 8.2 0.0 1.00 0.00 0.50 0.00 0.35 0.00 1.00 1.00 43 P6TN P6TN 61 2.79 0.00 0.37 0.37 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 11.7 11.7 1.00 0.00 0.71 0.00 0.50 0.00 1.00 1.00 43 P6TN P6TN 61 3.98 0.00 0.36 0.36 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 .iV„,;,,d 3.38 EVEQ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 16 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(D) 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. Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Unum OTM RoTM Unet U0 U,,,,n HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) , (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.47 1.00 1.00 70 P6TN P6TN 101 4.27 2.05 0.37 0.65 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.70 1.00 1.00 70 P6TN P6TN 101 6.33 4.50 0.20 0.32 9.08 3.33 0.62 1.12 1.12 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 5.0 6.0 1.00 0.15 1.21 0.00 0.81 0.00 1.00 1.00 162 P6 P6 241 7.30 2.03 1.22 1.22 10.85 1.50 2.16 2.16 2.16 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.33 1.00 1.00 61 P6TN P6TN 89 4.93 5.47 -0.06 -0.26 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.27 0.35 1.00 1.00 55 P6TN P6TN 80 5.57 8.54 -0.28 0.09 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.32 0.50 1.00 1.00 61 P6TN P6TN 89 7.39 12.15 -0.37 -0.01 10.75 9.00 0.14 0.66 0.66 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 55.4 55.4 =L eff. 2.41 3.38 1.62 2.36 1.00 EVw;n0 5.79 EVEQ 3.98 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "** denotes a TJSB L, 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 17 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E8(D) 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 Wnd Wnd Wind Max. Grid ID T.A. Lwall LOL eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Rollo U,e, Usom OTM ROTM Line U„, U,,,„, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) f, (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.65 0.00 0.00 0.00 1.40 1.40 A A.1 b 0 20.8 20.8 1.00 0.15 0.00 1.69 0.00 1.18 1.00 1.00 57 P6TN P6TN 81 10.60 29.30 -0.93 -0.61 15.21 21.70 -0.32 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 B B.1a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.1 b 202.1 7.0 7.0 1.00 0.00 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.1a 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.55 1.00 1.00 60 P6TN P6TN 117 6.08 8.54 -0.23 -0.50 11.86 6.33 0.52 1.01 1.01 C C.1 b 48.8 5.0 5.0 1.00 0.16 0.18 0.41 0.06 0.62 1.00 1.00 135 P6TN P6TN 117 6.09 1.80 0.99 0.99 5.27 1.33 0.91 0.91 0.99 C C.1c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.22 0.82 1.00 1.00 54 P6TN P6TN 117 9.37 25.01 -0.84 -0.85 20.29 18.53 0.10 0.75 0.75 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 68.3 68.3=L eff. 2.53 5.79 0.81 3.98 >'Vw;,,d 8.32 >VEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 18 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E8(D) 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 S Sum Seismic V i= 2.36 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLeff. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ro1M Unet U,„,, OTM RoTM Uo01 Ueo,n U,,,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.3a 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 154 2.0 7.0 1.00 0.15 0.90 0.00 0.52 0.00 1.00 0.50 523** ** 449 4.19 0.95 2.43 2.43 7.18 0.70 4.86 4.86 4.86 4 4.3b 192.5 2.5 7.0 1.00 0.15 1.12 0.00 0.65 0.00 1.00 0.63 419** ** 449 5.23 1.18 2.21 2.21 8.98 0.88 4.42 4.42 4.42 693 10.5 10.5=Leff. 4.04 0.00 2.36 0.00 V wind 4.04 E V EO 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 57-61_Structural Calculations(2017 ORSC).pdf Page 19 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E8(D) 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 Wnd 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. HD Wall ID T.A. Lwall Logy eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Ugum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.24 1.01 0.13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 1 1.2b 56.83 3.0 3.0 1.00 010 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 103.5 2.0 7.0 1.00 0.15 0.43 0.90 0.24 0.52 1.00 0.44 861" ** 664 6.89 0.95 4.46 6.89 11.95 0.70 8.43 13.30 13.30 4 4.2b 129.4 2.5 7.0 1.00 0.15 0.54 1.12 0.30 0.65 1.00 0.56 689** ** 664 8.61 1.18 4.05 6.26 14.93 0.88 7.67 12.09 12.09 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 O.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 14.5 14.5=L eff. 2.87 4.04 1.62 2.36 `'Vm,,d 6.92 `'VEQ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 20 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E8(D) Diaph.Level: 2nd(main) Panel Height= 8 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= 2.29 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 LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usnm (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft)) (kip) (kip) (kip) I 1.2e 74.69 5.8 10.7 1.00 0.27 0.40 1.64 0.11 0.95 1.00 1.00 183-116-P4.- 354 8.44 7.45 0.19 4.30 16.26 5.52 2.11 9.87 -9137- CONCRETE RETAINING WALL 1 1.2L 38.97 3.0 8.0 1.00 0.27 0.21 0.85 0.06 0.49 1.00 0.75 245 P4 f4 354 4.40 2.92 0.64 4.75 8.48 2.16 2.71 10.47 4947- 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 173.3 4.0 11.5 1.00 0.27 0.92 1.44 0.25 0.81 1.00 1.00 264 P4 P3 588 8.45 5.59 0.86 2.67 18.83 4.14 4.41 8.01 8.01 - - 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 3 3.1a 173.3 9.3 9.3 1.00 0.27 0.92 0.00 0.25 0.00 1.00 1.00 26 P6TN P6TN 98 1.97 10.58 -0.99 -0.99 7.33 7.84 -0.06 -0.06 -0.06 4 4.2a 50.52 3.8 13.3 1.00 0.15 0.27 1.33 0.07 0.77 1.00 0.96 228 P6 P4 416 6.70 3.45 1.03 4.69 12.76 2.55 3.22 6.79 6.79 SIMPSON SWSB 12x8 4 4.2b 59.31 4.5 13.3 1.00 0.15 0.31 1.66 0.08 0.96 1.00 1.00 231 P6 P4 438 8.33 4.05 1.12 5.18 15.78 3.00 3.33 6.91 6.91 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 0.00 570 30.4 30.4=L eff. 3.02 6.92 0.81 3.98 VAand 9.93 VEQ 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 21 of 82 JOB#: Unit E8(B) ID: 4.3a&4.3b ALT w dl= 150 plf V eq 1177.6 pounds V1 eq = 523.4 pounds V3 eq= 654.2 pounds V w= 2020.5 pounds V1 w= 898.0 pounds V3 w= 1122.5 pounds v hdr eq= 168.2 Of •H head= A v hdr w= 288.6 plf 1 v Fdrag1 eq= 187 F2 eq= 234 A Fdrag1 w= 1 F2 , 401 H pier= v1 eq= 327.1 plf v3 eq= 261.7 plf 5.0 v1 w= 449.0 plf v3 w= 449.0 plf feet H total= 2w/h= 0.8 2w/h= 1 9 Fdrag3 eq= : F4 e.- 234 feet • Fdrag3 w= 321 F4 w= 401 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 168.2 plf 3.0 EQ Wind v sill w= 288.6 plf feet OTM 10599 18184 R OTM 3308 2450 v v UPLIFT 1157 2498 UP sum 1157 2498 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.5 Htotal/L= 1.29 1 I.—il 1...4 I. Hpier/L1= 2.50 Hpier/L3= 2.00 L total= 7.0 feet 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 22 of 82 e JOB#: Unit E8(B) ID: 4.2a&4.2b ALT w d1= 150 plf V eq 1722.2 pounds V1 eq= 765.4 pounds V3 eq= 956.8 pounds V w= 2986.3 pounds V1 w= 1327.3 pounds V3 w= 1659.1 pounds _ . v hdr eq= 246.0 p/f oe A H head= A v hdr w= 426.6 plf 1 v Fdrag1 eq= 273 F2 eq= 342 • Fdrag1 w= , 4 F2 e 593 H pier= v1 eq= 382.7 plf v3 eq= 382.7 plf 3.0 v1 w= 663.6 plf v3 w= 663.6 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= F4 e.- 342 feet • Fdrag3 w= 474 F4 w= 593 P3 E.Q. 2w/h= 1 P2 WIND H sill= v sill eq= 246.0 plf 5.0 EQ Wind v sill w= 426.6 p/f feet OTM 15500 26877 R OTM 3308 2450 • v UPLIFT 1935 3877 UP above 1157 2498 UP sum 3093 6375 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.5 Htotal/L= 1.29 1 0-1 0.41 10. Hpier/L1= 1.50 Hpier/L3= 1.20 L total= 7.0 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 23 of 82 JOB#: Unit E8(B) ID: 4.1a&4.1b ALT w dl= 150 plf V eq 1878.3 pounds V1 eq= 864.0 pounds V3 eq= 1014.3 pounds V w= 3567.4 pounds V1 w= 1641.0 pounds V3 w= 1926.4 pounds v hdr eq= 140.9 plf — ► •H head= A v hdr w= 267.6 plf 1 v Fdragl eq= 324 F2 eq= 380 Fdragl w= 5 F2 722 H pier= v1 eq= 225.4 plf v3 eq= 225.4 plf 5.0 v1 w= 428.1 plf v3 w= 428.1 plf feet H total = 2w/h= 1 2w/h = 1 9 • Fdrag3 eq= 4 F4 e.- 380 feet • Fdrag3 w= 615 F4 w= 722 P6 E.Q. 2w/h= 1 P4 WIND H sill = v sill eq= 140.9 plf 3.0 EQ Wind v sill w= 267.6 plf feet OTM 16905 32107 R OTM 12000 8889 • • UPLIFT 409 1935 UP above 0 0 UP sum 409 1935 H/L Ratios: L1= 3.8 L2= 5.0 L3= 4.5 Htotal/L= 0.68 4 Hpier/L1= 1.30 Hpier/L3= 1.11 L total= 13.3 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 24 of 82 4 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 ASSEMBLIES''z3 Seismic(SDC C-E) Wind(SOC A B) Hold-down. Hold-down Nominal Height Allowable Drift at Uplift at Allowable Dritk at Uplift at Model No. Wldih Allowable;, Allowable (In) (In) Shear(lbs) Shear(in) Allowable Shear(lbs) Shear(in) Allowawa Shear(Iba) Shear(lbs) 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 9920 2770^ 0;35 10905 SWSB 18x7.5 • 18 85.5 6380 0.34 14215 6910 0 37 15616 a a SWSB 12x8 .0 12 93.25 2310 0.35 9915 2540 0.39 10905 8 SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 a;r SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 105.25 80 0.43 . 9570 1780.' 0.48 10780 SWSB 12x9 12 5 SWSB 18x9 18 105.25 3810 0.43 13770 4100 051 15105:'. SWSB 24x9 ' 24 105,25 7810 1 0.42 21280 8590 0.47 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x7,5. 12 85.5 :,' 1200 • 0.31 9450 1320` 0.38 10390 SWSB 18x7.5 18 85:5 2625 . .. 0.33 13870 2885 0.40 15245 a' SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 1-0 an F. SWSB 18x8in 18 93.25 2450 0.36 14120 2695 0.43 15530 SWSB 24x8 24 83.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 . -s. ,105,25 " 790. 0.43 9570 . = 890 .; 0;48 10780 SWSB 18x9 18 105.25 ' 1905, 0'.43 13770 ' 2090 s 0.51_ '' 15105 " 'SWSB 2429` .: 24 155.25 3905' 0.42 21280 4295 0.47 I `: 23405 • 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. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-Inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load Is allowed. 3Panels may be trimmed to a minimum height of 741/a 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 57-61_Structural Calculations(2017 ORSC).pdf Page 25 of 82 7 • 6x6 POST 6x6 POST • -I 4x10 HDR Fr�., - r o u,O 2x DOER 2\ N HUC41 cc I= L�B1;ER (2) 1Y 0 LVL FB ___U__ �_ —�_ GT ABOVE LOW ROOF I Ip,1,HDR �l - HDR -`UP T0+_ ABOVE ,I ``IT ` HUC<1UB ® M. BED 5 cc _} �,I I \ GT ABOVE I o� 1 2x LEDGER Y I1 �LrH�iT42 FLOOR GT LJ I, lO FLOOR ABOVE I TRUSSES<71-- 7 - -4 I m AT 24" O.C. I J I N I,N 1 .T 20" OPEN WEB JOISITS ®19.2" D.C. I 6 cc .. ilip 1 $HUC416 1 S9.0 TYP. 1 / DSC5 m AT BLDG. _____FLOOR GT1DRAGI TRUS5_01/..a0)___ 41 NIV STEP 2x6 AT 111111 - I'r� I I`I 16" O.C. k. ` �' 1� iii jij 10 0p 1�"x20"LVLFB59.3 STAIR(2) 2X10*vim (3)2x6 FB 1 I 2x6 LEDGER, ,, LEDGER IOW AT LANDING `` UP TO TYP. U.N.O. / ! T__�M.BATH f \ 1 , o ,0 6, W ra ,- _-,z r— 1 11 • STIR ! -r i i u 11 11 RAISED FRMG. \ / PLATE I I --r- rUP TO C_ \ BATH i �" 1 LANDING/POWDER /;:�:+:i'`n::r.::. 1 - 7 AT+1'-23'." .iitii:•i:ii?iii}ii:i:1`a: 1 I ! ABV. MIDDLE F.F. .........ii.•:..' �1EXTENT OF {i'':�{ RAISED I-LR. RAISED FLOOR = a:::::$::4ii:C•i�' � I (DOT FILL) g,;::i::':}:}:::::fir{,,... 1I'020 LVL FB '+' _ SEE BELOW :iil.:•:ii;: ::::- :Y!{::::: 1 . GT ABOVE /,........ .... ...• :, X'i•i:iii::::•:i:•:{`� ABOVE 6X6 % //!..' ,/, ...__.... BED 2 ' HD UP TO 1-uP ,y, TECH. UB2 ABOVE 2x10 HDR LEDGER UPPER FLOOR UNIT E-8(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 26 of 82 3 UB5 li )T ii 7_.7,77, —_� in I (2)2x10 FB / `"" ::^• 1 , S9.2o I :::::-.1l 1 OVER-FRAMING PLAN _I _ :. 1 To MATCH HT. ='••• , OF RAISED FLR. RAISED FLOOR AT+1444" 0...._: � ': UPPER FLOOR WALLS 2x10C�TYP. 1 Lj.:j.:? 1 2 I , 59.3 �.`:.,...:: 2x6 LEDGER r? 1 cr,,,,..7 : 16__ :t : 114.75" STEP+--��� ; ... Q HDR Nigr 1 I 7 S9.3 RAISED UPPER FLOOR UNIT E-8(B) FRAMING PLAN TECH ROOM 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 27 of 82 A I d _ Co z I GT ABOVE o= 1 l I- I- I 6 r 1 cr 0. S9.2 TYP. mo: 11 AT BLDG. t S9.2 STEP _I> I -�>- q F 1 --F H2. TO SEAN 2 i POsT ABOVE „ it. 4 1 f1S' LVL BLOCKINC MB4 59.0 LEDGER:}KJ41® �� , , 6x6 OST 31 ABOVE 15 --/'-- 16"x Na' RIGIDLAM LVL F3 59.3 m `4- POS ABC VE LANDING F.F. AT+7'-0" /J 4x4 OST FRO4 +V-0"ABOVE LOWER F.F. %\ I1 i TO 8'-1' ABV. LOW F.F. 2x6 AT 16" O.C.--' ` , I /\\I STAI _ FRM . I POS ABC VE \ / 13/4' Y2" RIGID AM VL FR m II / I GTA Lc w FR RING carr I / \ m BUNDLED / \ I , STUDS ABV. / \\/ \ x / \ I° ' 6x6 ' _ _ MB4 0 I if E� I ONT..57417<777—1— 1---1 POST ABOVE IT BIG BEAM HDR m m 104 DOWN TO w ml I� =Ica ENTRY e i , �I m mml a 1 FROST ABOVE • 1-, m 1 cp o RAISED FLOOR .a I c,I m m mI (DOT FILL)_____ 2 WI g SEE LEFT le'' ° ''ll x'I x GT ABOGT VE ~ co �" n, n� 1ABOVE MB1 MI I I I - ` i� 1■ AR DOOR HCF� 3Yz",1030 CAS2ADE -I "J.f Lang S.L. HDR. *� 4/x932 RIGIDLA LVL FB HUCQ1.81/9 11/ax9Yz RIGIDLAM_ HUCQ1.81/9 -� LVL FB BUNDLED STUDS FOR HEADER ABOVE MIDDLE FLOOR UNIT E-8(B) FRAMING PLAN 1/4"=1'.0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 28 of 82 i I (2)2x10 FB TOP ®+1O'-1Y4" \ �R (3) 2x +Y4" PLWD. IIIIMILlia UNDER (2) 2X10 ' EDGE OF TJI I NAB j_ PONY WALL I SUBFLOORTO RAISED BENEATH l .I Shp. FRAMING PLAN PWDR ROOM F.F. I I ABV. MIDDLE F.F2>1O I EDGE OF TJI 10 1E" DC I MIDDLE FLOOR WALLS i SUBFLOOR I I 3 BENEATH __ __J ', I14.75" S.3 i PLATE +8'-1" r i_. - -ISTEP-- L I 2x10 LEDGER I HOLDOWN STRAP_ _ Al 1 TOP W+10'-1Y4" FROM ABOVE ___e IIIIIIIIIIIIIIIIIIIIIIIIIIIII l 13 I S9.3 12 PLATE +8'-1" 59.3 UNIT E-8(B) RAISED MIDDLE FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 18162 2018.10.04 RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 29 of 82 ., CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c:\Users\kstoner\DOCUME-1\ENERCA-1\13276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Wood Beam Design : UB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 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 k/ft,Trib=8.330 ft Design Summary • <: o 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 A Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi iso n,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary 94003 ,50 05() r Max fb/Fb Ratio = 0.347. 1 fb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H i C) Max fv/FvRatio= 0.179: 1 z fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 8.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L 1d S w E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840 >360 Total Defl Ratio 1220 >180 Wood Beam Design : UB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 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=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary -WAtlio k____ _ Max fb/Fb Ratio = 0.082. 1 fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.7505+HJ al Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 ft,2-2x10 Load Comb: +D+0.750L+0.7505+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 57-61_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\Users\kstoner\DOCUME-1\ENERCA-1\13276V-1.EC6MUltle 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 p 0.09750)L(0.260) Max fb/Fb Ratio = 0.165. 1 " fb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H ' ) 1 Max fv/FvRatio= 0.126: 1 fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2110 Load Comb: +D+L+H Max Deflections 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 Defl Ratio 12241 >360 Total Deft Ratio 8902 >180 Wood Beam Design : UB6 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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 Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary c a)1e Max fb/Fb Ratio = 0.199. 1 I fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_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 File=c:1Users\kstoner\DOCUME-11ENERCA-1\13276V-1.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06002997 Licensee:c.t.engineering 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-PrIl 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 °,C 30)x,0,80) Max fb/Fb Ratio = 0.555. 1 fb:Actual: 565.04 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H A• = 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 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Ole.Lli 401��q 126 L( 3�� Max fb/Fb Ratio = 0.913; 1 . 6(O.Uiiso►)L(O�Uat1) + , fb:Actual: 848.86 psi at 1.400 ft in Span#1 ' iii Fb:Allowable: 929.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.803: 1 A v N: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) Q L Lr S W EH 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-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary DO S - Max fb/Fb Ratio = 0.934. 1 - , ..,:„.,!5:12.0k fb:Actual: 868.57 psi at 1.467 ft in Span#1 em, Fb:Allowable: 929.74 psi Load Comb: +D+L+H C_; Max fv/FvRatio= 0.820: 1 A A fv:Actual: 122.95 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.052 in Left Support 0.73 1.93 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.48 1.27 Live Load Defl Ratio 1590 >360 Total Defl Ratio 1155 >180 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_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=cUsers\kstoner\DOCUME-11ENERCA-1113276V-1.EC6Multiple Simple Beam ENERCALC, INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design : MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 5.25x11.875,Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!! 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605. 1 ao,,a1 D(0.150)L(0.40) fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 . . + . Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347 >180 Wood Beam Design : MB5 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 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 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary Max fb/Fb Ratio = 0.708. 1 D(0.1238)L(0.330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 • ? v V V Fb:Allowable: 2,834.87 psi Load Comb: +D+L+H Max fv/FvRatio= 0.513: 1 fv:Actual: 148.83 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 10.50 ft,3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E 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: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads , Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.413 1 w. IE„n„ i 0(0.0411 R 20) I t 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 ;n 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 w E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left ,.••y 018.1�44_R$ ea 4 Roshak RH'ss 5tStructural Ca +4t' 1 �SC)OyQQO in Upward Top! 33 of°Q0,00 in Right '''f:.: �. 3 >360 Total Defl "650 >180 r St. CT ENGINEERING UNggq�1 il02ckerson I N C. Seattle,WA 98109 Project: Date: (206)285-1512 FAX: Client: Page Number: (206)285-0618 OA-, ' ealke„ AbolVot. 0 t d ' 6 o/z z_) C l o t• z 349sa") .t- ¢' (tot zs O )+ (0°(2 s f-►-r PSS) t..7 I -i -r 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 34 of 82 Structural Engineers 1, 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 L(c)1983-2003 ENERCALC Engineering Software 16041.ecw Calculations Description CANT RET WALL (0 TO 4'-0") - 9 Criteria r �Soil Data I Footing Strengths&Dimensions II Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in 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 \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary r Stem Construction I Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 422 psf OK Allowable = 2,000 Rebar Spacing = 16.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf fb/FB+fa/Fa = 0.068 ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Shear Allowablesi= 93.1 Overturning = 3.19 OK p Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = -` Mu': Upward = 181 0 ft-# Masonry Block Type= Normal Weight Mu': Downward = 26 563 ft-# Concrete Data Mu: Design = 155 563 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi other Acceptable Sizes&Spacings I 1 -- --.....11 .,. -1 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 57-61_Structural Calculations(2017 ORSC).pdf Page 35 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User KW-0802997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (0 TO 4'-0") LSummary of Overturning &Resisting Forces&Moments 1111 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 57-61_Structural Calculations(2017 ORSC).pdf Page 36 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997 Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL (4'-1"TO 6'-0") Criteria I j Soil Data I Footing Strengths & Dimensions M 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 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 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 Rebar Size = # 5 Soil Pressure @ Heel = 412 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,685 psf fb/FB+fa/Fa = 0.265 ACI Factored @ Heel = 479 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 4.0 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi 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 fm psi= Fs psi= Solid Grouting = Footing Design ResultsIII 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 .1aWliiiMiiiiiliffiliiiiiiiiiiliili 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 57-61_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,Ver 5.8.0,1-0ec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (4'-1"TO 6'-0") Summary of Overturning &Resisting Forces &Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Soil Over Heel = 504.2 2.08 1,050.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 1.33 200.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Total = 739.4 O.T.M. = 1,602.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.27 Footing Weight = 375.0 1.25 468.7 Vertical Loads used for Soil Pressure= 2,326.0 lbs Key Weight = Vert.Component = 446.9 2.50 1,117.1 Vertical component of active pressure used for soil pressure Total= 2,076.0 lbs R.M.= 3,636.2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 38 of 82 U r, 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.ecw:Calculations Description CANT RET WALL (6'-1"TO 8'-0") Criteria I Soil Data I Footing Strengths&Dimensions Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 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 FootingilSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem hiAxial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary II Stem Construction 0 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 ThSoil Pressure @ Toe = 1,492 psf OK Rebarianeszs = 8.00 Soil Pressure @ Heel = 558 psf OK 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 Shear Allowable psi= 93.1 Overturning = 2.36 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding =Force 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data Mu: Design = 1,480 2,945 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi other Acceptable Sizes&Spacings -_____ Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr - Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 39 of 82 J Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 ---4- Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (6'-1"TO 8'-0") Summary of Overturning&Resisting Forces&Moments 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 57-61_Structural Calculations(2017 ORSC).pdf Page 40 of 82 -t 4 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.ecw:Calculations Description CANT RET WALL (8'-1"TO 10'-0") _._.. g Criteria I l 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 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 0 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction r Top Stem Stem OK Total Bearing Load = 5,157 lbs Design height ft= 0.00 ...resultant ecc. = 3.39 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,578 psf OK Thickness = 8.00 Soil Pressure @ Heel = 714 psf OK Rebar Size _ # 5 2,000 psfRebar Spacing 9.00 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 Overturning = 2.42 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. = Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft-# Concrete Data Mu: Design = 2,764 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5@ 26.25 in,#6©37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 10.50 in,#5@ 16.50 in,#6@ 23.25 in,#7@ 31.50 in,#8@ 41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 41 of 82 .4 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software y 16041_ecw.Calculations Description CANT RET WALL (8'-1"TO 10'-0") Summary of Overturning & Resistin Forces&MomentsII OVERTURNING _ RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 42 of 82 1 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Rev: 580010 User KW-0602997,Ver 5.8.0.1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw Calculations Description CANT RET WALL (10'-1"TO 12'-0") Criteria I (Soil Data M Footing Strengths&Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingliSoil Friction = 0.300 Key Width = 0.00 in Wind on 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 r 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 Theibanes = 8.05 Reb Soil Pressure @ Heel = 821 psf OK Rar Sizz e = # 5 2,000 psfRebar Spacing = 6.00 Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi 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 ! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results 1 Special Inspection = Modular 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 L 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 57-61_Structural Calculations(2017 ORSC).pdf Page 43 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (10'-1"TO 12'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load @ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 44 of 82 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:, (20G)285-9512 FAX: Client: _. .1.-62,a12/..17.4.,... Page Number: (20G)285-OG18 -rte r-T,L _.,40% vydrx, 4:„.. ,i. IA piy . ..- --37-iirs _ __ ...... , -. ,- -'>- ...... ,,,...,... .,..______ 1 / i 1 I- ,( t, 1. ,. : ) , , 1si i __ --t _.,....___I # ,14___L„), t , -i, _ ._1, 1 1 - � _ t .. , H. .....________,1 • 1 1 1 1 i 1 li i ,----, 1. ....„ f . .„ 4 _ Is ,! ( 11W1 ) , .1( PO .5' *(g'5t4S) •... . IX) .,,,,-4 z( ),/12)(14*-b6) ---(2)C )C )qt-) e ---- iia pcF--- 9 -vo P5F- .e(,-, )b,-i -% — Ay-,,,.p, ._._ 2,6?, pic-__ ,,,,,b,,..„11.____ ............_ ___........._ . .......,..___, 4._______________ i„5G IitiN, l-,'f w► TSP a,N, v . 61 X l 5I ^P 46-7-)(471) - 1- -1-) 7 ._ 0 9L o 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 45 of 82 Structural Engineers A • ROOF BELOW i 15,-42 F-1 i COMMON WALL--.11' {I#' 4'-10" e 4'-10' o3'' 2'-5" e8)/2*-E COMMON WALL EXTENT OF i I 7-0 5-1-0 XOX 1-HREGRESS Q EXTERIOR o ••••: WALL. 3/07 -�.,— � ® 20 46.'x—-� . I WALL BELOW 0 7 II INSULATE FLOOR TYP, OVER UNHEATED '� I SPACE 1In ! `2 M IrQ.-.'1 Bedroom 2 a I D, II 11 I 4 8- ` 1 �2" 3'-10®I ` 1 22"x30" ATTIC ACCESS r XII 5 SH. = i` 18 ' 2-0 N Ark' ' 24"TB = 01- BIFOLD m� ��) III o= Baths n I i I DN v� i ' -,,I,o 1 ro 1 Alth11l 4-'1" I [ -7,.g.' 1 _ �Ii SHOWER �,,I lW MI� - I m 4'-10/4" Y 1NMII LOW WALL WS II 24"TB T ^1 42" A.F.F. 1 ? X SEE SHT. II M. at � CO`' 11 US FOR 1I lio j P❑ © STAIR j' II ® � I DETAILS II � RADON REDUCTION SYSTEM-; 1 ED , I8-43" I} 3'-5}/2I 1 1 II Q 1 lar 1 PER TRUSS MANUFACTURER I m II ' 1 ; " I Master Bedroom i li1 II EXTENT I7-0 5+0 XOX e I EGRpSS Typ ila OF 1-HR EXTERIOR I 4'-11" k 4'-9" WALL. 3/D1 i'-8" 9'-8" j.1'-7" 2'-5" UNIT K-8(B) UPPER FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 46 of 82 ♦ t11'_p^,V_0� g,_8"15'-4" _0, I LOW ROOF ABOVE — I i 0 COMMON WALL s' 3" 4' " 5' 10" © fiPorch 1 1 lair FLOOD ABOVE 1 N- I I ��4-6 .TO SL I �� COMMON WALL I •_gym 11 N 1 I •TYP. 0 1 II II 11 0 it D4 II Living TILE HEARTH I II (OPTIONAL)- y I FACTORY-BUILT I. 1IDIRECT VENT GAS II I II FIREPLACE , II v D II r°;I N II II 11 INSULATE FLOOR OVER II II UNHEATED SPACE 1'-0" 3'-6" 1' 1 !I Dining o ■ DN II 1 II I T N 1I II • 11 LOW WALL'o 3'-2" 42" A.F.F., II CONTINUE COMMON '-, IIhi I 1 WALL OWE I, Ail 11 THROUGH FURRING itsir TYPICAL �I2' M -_ . SEE SHT. ^P US FOR STAIR .l I=WA 11 DETAILS • r RADON'- REDUCTION I' II RED YS�OMN j 11 OPEN RAIL O/PONY WALL: TOP OF WALL +22" A.F.F. II I U'.. I TOP OF RAIL +36" A.F.F. II b '®1 WALL I Das0000• ^� 11 • Q © © v 1 BELOW 1 D41 I I, t,• © 2.-6Y" 3,_7^A, 3'-11Y" I o YYP o WALL BELOW. I Kitchen / 1, I � AVER UNli - EXTENT I I OW I _ I EATED SPACE I' 1 - f a An OF 1-HR e 7-0 5I0 XO TYP. EXTERIOR IL if 1 WALL. 3/01 4'-10" 4'-10" I 4' IL 1�_6,' ' 4'-0" 1 15'-4" UNIT K-8(B) MIDDLE FLOOR PLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 47 of 82 COMMON WALL-I t-i COMMON WALL I I ee lao 0 In DIRECT VENT GAS e WATER HEATER AND FURNACE DOORS SHALL BE ; SELF-CLOSING 20-MIN. RATED N �WC. • II •15 I \L DI 4-0 MIL FURN. �' INSUL II FURR DOWN -_j FOR DUCT RUN 1 I L-_ R3 OCCUP_II I. L o N-, -777)75"-- n U OCCUPANCY WALL FINISH: %" GWB _e I CEILING FINISH 443" TYPE 'X' GWB FIRE-TAPE ALL ---- -II GWB WRAP BEAMS L • BELOW CEILING LEVEL. RADON -- --- INSULATE FLOOR ABOVE. REDUCTION SYSTEM II 1-.--INSULATE WALL SEE SHT. ' .n I. PER DETAIL 4/01 U8 FOR STAIR f II WHERE ADJACENT DETAILS TO HEATED SPACE 11"1-0 m II I.WOOD TREAD, MAX. *' °r UP 1I : N RISER 8" (REMOVE / 05 i STEPS AS REQUIRED I PER SITE CONDITION, 'ro 1 MAX 1 TREAD) O 2-8 MTL INSUL ^ Ii 20 MIN. RATED 5 SELF-CLOSING Z 1, ®m ® _ _ _.. _.. 1 I . Izmir � N xrpQ—IIII kN 8-0 7-0 SOHD I, i' ` te � .FQQ.KA_BQ Y1 ©l 5,-/2" 1, I I 15.-4" ee AT STEPS UNIT K-8(B) LOWER FLOOR PLAN 1/4"=1'_0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 48 of 82 x 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: Unit K8(B) 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.usgs.gov/designmaps/us/application.php http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,=F,,*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*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 57-61_Structural Calculations(2017 ORSC).pdf Page 49 of 82 SHEET TITLE: CT PROJECT#: Unit K8(B) SpS= 0.70 h„ = 25.92 (ft) Sp,= 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=Sips/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=Spy/(T"(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Spy"TO/(T2*(R/IE)) (forT>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) CS=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) CS=(0.5 Si)/(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, "hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) `,w; "h,k Vi DESIGN Vi Roof --- 25.92 25.92 598 0.030 17.94 464.9 0.49 2.03 2.03 3rd(uppr) 8.08 17.83 17.83 598 0.030 17.94 319.9 0.34 1.40 3.43 2nd(main) 8.92 8.92 8.92 598 0.030 17.94 160.0 0.17 0.70 4.13 1st(base) 8.92 0.00 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 50 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K8(B) 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 Wdth= 19.0 40.0 ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30A= 24.1 24.1 psf Figure 28.6-1 • Ps3o B= 3.9 3.9 psf Figure 28.6-1 • Ps3o c= 17.4 17.4 psf Figure 28.6-1 • Ps3o D= 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*Kn*Iw*windward/lee: 1.00 0.00 Ps=A*Kzt*I*Ik3o= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.6-1) Pse= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) Ps o= 4.00 0.00 psf (Eq.28.6-1) Ps A and C average= 20.8 0.0 psf Ps B and o average= 4.0 0.0 psf a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 7 28 MAIN WIND-ASCE CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) • • 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. • • DIAPHR. Story Elevation Height AA AB AC AD AA AB AC AD wind wind WIND SUM WND SUM j LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 44.00 18.1 0 217 0 126.6 0 217 0 506.3 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 6.7 0.0 3.01 6.73 6.73 6.73 0.00 0.00 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 2.6 0.0 3.49 2.58 2.58 9.31 0.00 0.00 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 2.7 0.0 3.66 2.71 2.71 12.02 0.00 0.00 0.00 0.00 1st(base) 8.92 0.00 AF= 751.3 AF= 1582 12.0, 0.0 V(F-B)= 12.02 V(S-S)= 0.00 kips. kips kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 51 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K8(B) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof -- 25.92 25.92 0.00 0.00 0.00 0.00 6.73 6.73 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.58 9.31 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.71 12.02 0.00 0.00 1st(base) 8.92 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B). 12.02 V(S-S)= 0.00 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 6.73 4.04 4.04 0.00 0.00 0.00 3rd(uppr) 8.91667 8.91667 8.91667 2.58 1.55 5.59 0.00 0.00 0.00 2nd(main) 8.91667 0 0 2.71 1.63 7.21 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 7.21 V(S-S)= 0.00 kips kips 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 52 of 82 Design Maps Summary Report ELSGS 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 I2mi 6-7 :averton '*V I5000m 1 0 t _ -i. '-, i a A'.:"4-"' i..( ";'a ir; } 1414 ' ''''''' Milwaukie Jg, \ 3r. - .. , _ . l` t.,4,4041,,.:-;*, ',..., ..° 7gard .' .:. ' - *- '4. ke Oswego Schot3s r °E} ..1-;:t: 0. 1 King Citi Dt,xhstrt „,a ' �a . �' j li: A`MRICA ' , f {, oeiati , mapquest� @2015 MapQuest ''data 6-241 .61 ',,,..,41f 0 MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.423 g SMS = 0.667 g S°1 = 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. MCER Response Spectrum Design Response Spectrum 0.82 1.10 020 022 0T2 0.80 0.64 077 0.56 3 0 64 A 0 to j 0.55 10.40 ' 01 0.44 0.32 0,33 0 24 0.22 O,sS 0.11 000 o oo 0 00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1 80 2.00 0.00 0.20 0.40 0.60 0,20 1.00 1.20 1.40 1.60 1.80 2.00 Period.T(sec) Period,T(sac) 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 57-61_Structural Calculations(2017 ORSC).pdf Page 53 of 82 Design Maps Detailed Report 2015 International Building Code (45.43123°N, 122.77149°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)`1' Ss = 0.972 g From Figure 1613.3.1(2)`2' 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 vs N or N,h s, A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_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 S1 = 0.20 S1 = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and S, = 0.423 g, F. = 1.577 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_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): SMl = F„S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sips = % SMS = % x 1.080 = 0.720 g Equation (16-40): SDI = % SMS = % x 0.667 = 0.445 g 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 56 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDs I or II III IV SDs < 0.167g A A A 0.167g <_ SDS < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g SDS D D D For Risk Category = I and SDs = 0.720 g,Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDI. I or II III IV SD, < 0.067g A A A 0.067g <_ SD1 < 0.133g B B C 0.133g <_ SD1 < 0.20g C C D 0.20g <_ SD1 D D D For Risk Category = I and SD1 = 0.445 g,Seismic Design Category = D Note: When S1 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 E "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613 p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613 p3p1(2).pdf 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 57 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(B) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V i= 4.04 kips Max.aspect= 3.5 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wind Max. Grid ID T.A. Lwall Lo e0 C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Us m OTM RoTM Une1 Usum U,,,„, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15 0.56 0.00 0.28 0.00 1.00 1.00 34 P6TN P6TN 68 2.25 4.59 -0.31 -0.31 4.48 3.40 0.14 0.14 0.14 A A.3c 108 10.8 10.8 1.00 0.15 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 131.2 10.8 10.8 1.00 0.15 0.89 0.00 0.45 0.00 1.00 1.00 41 P6TN P6TN 82 3.57 7.80 -0.42 -0.42 7.08 5.78 0.13 0.13 0.13 B B.3b 167.8 13.8 13.8 1.00 0.15 1.13 0.00 0.57 0.00 1.00 1.00 41 P6TN P6TN 82 4.56 12.76 -0.63 -0.63 9.06 9.45 -0.03 -0.03 -0.03 B B.3c 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 wind 4.04 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 57-61_Structural Calculations(2017 ORSC).pdf Page 58 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(B) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.40 kips Design Wind F-B V i= 1.55 kips Max.aspect= 3.5 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 5.59 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoIM Use U„, OTM ROTM Uuer U:um Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.2a 108 10.8 10.8 1.00 0.15 0.26 0.63 0.23 0.32 1.00 1.00 51 P6TN P6TN 83 4.96 7.80 -0.28 -0.76 8.02 5.78 0.22 0.23 0.23 A A.2b 80.4 8.0 8.0 1.00 0.15 0.19 0.47 0.17 0.24 1.00 1.00 51 P6TN P6TN 83 3.69 4.32 -0.09 -0.39 5.97 3.20 0.38 0.52 0.52 A A.2c 155.8 15.5 15.5 1.00 0.15 0.37 0.91 0.34 0.46 1.00 1.00 51 P6TN P6TN 83 7.16 16.22 -0.61 -1.09 11.57 12.01 -0.03 -0.02 -0.02 0 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 -0.42 0.00 0.00 0.00 0.13 0.13 B B.2b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 -0.63 0.00 0.00 0.00 -0.03 -0.03 B B.2c 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN P6TN 110 15.05 42.19 -1.12 -1.12 24.71 31.25 -0.27 -0.27 -0.27 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 =L eff. 1.55 4.03 1.40 2.03 1.00 Y.V.;,,d 5.58 ZVEQ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 59 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K8(B) 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. Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Grid ID T.A. Lwall LDL err. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Use, U„, OTM RoTM Unet Usum Ugu,, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 97.99 9.8 9.8 1.00 0.15 0.22 0.49 0.10 0.30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.1 b 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.52 A A.1c 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - O 6.0 6.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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.1 b 137.3 11.3 11.3 1.00 0.15 0.31 0.94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1 c 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 0.00 0.00 0.00 0.00 0.00 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 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7 =L eff. 1.63 4.30 0.70 2.63 >.Vwme 5.92 ZVEQ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 60 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K8(B) 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 S Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.29 ft. Wnd Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wnd Max. Wall ID T.A. Lwall LDL eff. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Uenm OTM ROTM Unet U„,” Ust4rn HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (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 V,„„,d 0.00 :I/EQ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 61 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K8(B) 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. Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall LDL eft C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet U.. OTM ROTM Unet Usum Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.2b 299 4.3 4.3 1.00 0.15 0.00 0.00 0.66 1.02 1.30 0.96 522 P2 -- 0 19.59 1.27 5.00 7.53 0.00 0.94 -0.26 -0.51 7.53 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2b 336.4 4.5 4.5 1.00 0.20 0.00 0.00 0.74 1.02 1.30 1.00 507 P2 -- 0 20.55 1.82 4.89 7.62 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=L eff. 0.00 0.00 1.40 2.03 Vwm 0.00 VEQ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K8(B) 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 Wind Wind E.Q. E.Q. p- 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roma Unet Us,tm OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2n 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $6e- CONCRETE RETAINING WALL '.2b 124.5 5.5 9.5 1.00 0.20 0.00 0.00 0.12 1.67 1.30 1.00 423-123-... 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 49,42- 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 'Vwmd 0.00 _,'VEQ 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 57-61_Structural Calculations(2017 ORSC).pdf Page 63 of 82 JOB#: Unit K8(B) ID: 4.1a&4.1b w d1= 150 plf V eq 2673.4 pounds V1 eq = 1689.4 pounds V3 eq = 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 236.0 plf •H head= A v hdr w= 0.0 plf 1 v Fdrag1 eq= 746 F2 eq= 434 A Fdrag1 w= • F2 ,- 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 p/f 5.0 v1 w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h = 1 2w/h= 0.932 9 • 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 v • UPLIFT 1510 -629 UP above 0 0 UP sum 1510 -629 H/L Ratios: L1= 4.0 L2= 5.0 L3= 2.3 Htotal/L= 0.79 4 —.4 1.4 IP Hpier/L1= 1.25 Hpier/L3= 2.15 L total= 11.3 feet 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_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-E) Wind(SOC A-B) Hold-down Hold-down Nominal Height Allowable Drift at Uplift at "Allowable Drift at Uplift at: Model No. Width Allowable; Allowable Shear(lbs) (In) Shear(lbs) Allowable Allowable (In) Shear(in) Shear(lbs) Shear(In) Shear(lbs) 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 9920 2770 0.35 10905 o SWSB 18x7.5 18 85.5 5380 0.34 14215 5910•, 0.37 15615 a . m' SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 .0. o` SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 16325 „ ` SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12 105.25 1580 0.43 9570 •,' 1780 0.48 107801; ,SWSB 18x9 1$ 105.25 - 3610 " 0.43 13770 4180 0.51 15105', SWSB 24x9 24 105.25 78100.42 ' 21280 8590 0.47 . 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x .5 12 85.5 1200 0.31 9450 `1320 028 10390 a SWSB 18x7.5 "18 ' 85.5 11 2625 ' 0.33 13870 2885 - 0:40 1 15245n. m SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 is p 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 SWSB 12x9 12 . - 10525 790 0.43 9570 890• "0.48' • 10780 ,• SWSB 18x9 ' 18 ' 10525 '1905, 043 13770 ''` 2090 0.51 15105 SWSB24x9 I- 24 ' 105.25 '3905 0.42' 21280 • 4295 .1 0.47 23405:' 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. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load is allowed. 3Paneis 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 57-61_Structural Calculations(2017 ORSC).pdf Page 65 of 82 ROOF ABOVE E 1 6x6 POST HDR �{,-6x6 POST W O e4 d N S9.0 fY HUC416 i2) 1 "420 LVL FB j 2x LEDGER IHUC/116''11 tic - .—eil-- - __l 5 U• TO DP HDR o GT Iof 0 BED �1B1 ;� ,BOW I � A:OVE U U U 41 U U III ,FLOOR GT -J 6 TMP I ., . -, S9.0 20 AT BLDG. i1 s9.0 STEP 20" OPEN,WEB JOISTS ®19.2" O.C. - I 1 UP TO 1 1 BATH FLOOR GT HIT420- _Q e1- 1��-=�h -- 11 STAIR r, FRAMING/ 1 TYP. 59.0 VIII 6 I _ 1\ 1 AT BLDG. 20 II , I 1 I / STEP 59.0 III I 1 / 1 -o h m t / - - i / I Ii i , 1 1 UP TO M. BATH I, � ,i_ :_._._, 1 a 1 .y, 11 13"x20" I I LVL I-d 1 I I 4 oI I { ol I1 1 ;I 1' I Lie,', i .,,0 „.--i G1-‘'11' T1 I6 . ----1 GT ABOVE HOP ABOVE UP TO M.BED UPPER OR UNIT K-8(B) FRAMINGOPLAN 1/4"=1'-0" AMERICAN MODERN 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 66 of 82 o BEARING STUDS ABV. I0 0 I 6 TYP' p 59.2 1 ®z o 0 912 AT BLDG. I L 5STEP E I ,Z ;' I 59.0 .. QQ MB3 © FLOOR FLOOR I; — 317.x10Y" CASCAD: S.L HDPGT ABOVE GT ABOVE 1' (/ �� 6 1 1 AT BLDG. m 1 r , f:. '-til STEP 1 \ Ix9 ' I® ' , RIGIDLAM LVU I RUSH IN/JS/f) I 1 I 1 / I11 / 1 I I. \ / j POST 1 P MB4ABJVE 't-7–/ 11 P A' 3'x O ASCADE I 1 i 11 S.L. HDR I I, �/STAIR\1 /FRAMING\ I HU410\ m " I. I x9),2 \I rk Q 1M+� m a7 CO LUtiarL I , 11 I'1 H , DOWN -0 21 I 0 m ENTRY i�_, X g 1 FCftDOORHDRJ-n' HC _ 3i''Ki 07'2 CASCADE HU9 - __ HL___g ,)` 4 - BIG BEAM FB GT ABOVEEli LHU41O BUNDLED STUDS GT FOR HDR ABV. MAIN FLOOR UNIT K-8(B) FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 18162 2018.10.04 RT Area 4 Roshak RH's Lots 57-61 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\Users\kstoner\DOCUME-1\ENERCA-1\13276V-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 ND3,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 4x10,Sawn, Fully Unbraced 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-Pr!! 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 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design SummaryQ Q.- • 0c�a4..0.007 Q) Max fb/Fb Ratio = 0.327. 1 fb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H iJ Max fv/FvRatio= 0.154: 1 fv:Actual: 27.66 psi at 7.565 ft in Span#1 8.50 k,4x10 Fv:Allowable: 180.00 psi 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 57-61_Structural Calculations(2017 ORSC).pdf Page 68 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=c:\Users\kstoner\DOCUME-1\ENERCA-1\13276V-3.EC6 Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wood Beam Design : MB1 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations, Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Pr!! 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary D(0.1950)L(0.520) __... Max fb/Fb Ratio = 0.368; 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi , Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 v fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Defl Ratio 4679 >360 Total Defl Ratio 3403 >180 Wood Beam Design : MB2 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-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/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.aO 4 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) fb:Actual: 985.10 psi at 4.500 ft in Span#1 ' ' Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fv/FvRatio= 0.164: 1 U `; fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft. 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W ELI 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 RI-I's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 69 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 File=cUsers\kstoner\DOCUME-1\ENERCA-1\13276V-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 Wood Beam Design : MB3 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations.Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pr!! 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965 1 D(0.180)L(0.480) • fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 , fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 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 Deft Ratio 394>360 Total Defl Ratio 286>180 Wood Beam Design : MB4 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations. Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary Max fb/Fb Ratio = 0.746. 1 D(0.120)L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 T + * • * • Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H Max fv/FvRatio= 0.533: 1 fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L LT S w E Li 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 57-61_Structural Calculations(2017 ORSC).pdf Page 70 of 82 ' 1 � • }ga ,Ickerson St. C T E N G I N E E R I N G U'3uItc 302 I N C. Seattle,WA 98109 Project: Date: (206)285-4512 PAX: Client: Page Number: (206)285-0618 ~000 OetPte. /4 604.-+ C 9 01' 2 3-)° P) .1- 4.* (to/ zsvS + z 5 t-►r PSk-) T #-/ter /14 )11.'7(0.5)2- - 1U7(g,S)2- 3 18162 2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations L2017 ORSC).pdf Page 71 of 82 Structural Engineers I 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.ecw:Calculations Description CANT RET WALL (0 TO 4'-0") 9 Criteria I 1 Soil Data I Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft = Heel Width 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness 12.00 in FootinglISoil Friction = 0.300 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 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,213 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 422 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf fb/FB+fa/Fa = 0.068 ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 354.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,531 533 psf Equiv.Solid Thick. = - - Mu':Upward = 181 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 26 563 ft-# Concrete Data Mu: Design = 155 563 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 9.69 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel: Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 72 of 82 I l• Title: Job# Dsgnr: ARS Date: 4:20PM. 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g -... X)1983-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL(0 TO 4'-0") Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = 320.8 1.58 508.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 0.83 125.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total = 354.4 O.T.M. = 531.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure= 1,635.0 lbs Key Weight = Vert.Component = 214.2 2.00 428.3 Vertical component of active pressure used for soil pressure Total= 1,385.0 lbs R.M.= 1,694.7 'swim r a la arerdrmir 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 73 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL(4'-1"TO 6'-(r) , Criteria II Soil Data Strengths Footing Stren the & 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 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 II Stem Construction y Top Stem Stem OK Total Bearing Load = 2,326 lbs Design height ft= 0.00 ...resultant ecc. = 2.79 in Wall Material Above"Hf' = Concrete Soil Pressure @ Toe = 1,449 psf OK RebarThianess = 8.05 Soil Pressure @ Heel = 412 psf OK Size # 5 2,000 Rebar Spacing = 16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,685 psf fb/FB+fa/Fa = 0.265 ACI Factored @ Heel = 479 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 4.0 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 12.1 Wall Stability Ratios Overturning = 2.27 OK 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 = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results i Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. = Mu': Upward = 762 0 ft-# Masonry Block Type= Normal Weight Mu': Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft-# ft 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 57-61_Structural Calculations(2017 ORSC).pdf Page 74 of 82 • • Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Rev: 580010 Page 2 User:KW-0602997,CArC8.n inDec-g003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw Calculations Description CANT RET WALL (4'-1"TO 6'-0") Summary of Overturning&Resisting Forces&Moments 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 57-61_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,Ver 5.8.0,1-Dec-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 I Footing Strengths& Dimensions Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 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 Footing'poi!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 0 Stem Construction 0 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 Allowable = 2,000 Rebar Spacing = 12.00 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! 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 I Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data Mu: Design = 1,480 2,945 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S'Fr Heel Reinforcing = None Spec'd Heel:#4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 76 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM. 15 MAR 16 Description: Scope: Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1c1983-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL (6'-1"TO 8'-0") Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 57-61_Structural Calculations(2017 ORSC).pdf Page 77 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev 580010 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (8'-1"TO 10'-0") Criteria I Strengths Data M Footing Stren the&Dimensions II Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootinglISoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction 1 Top Stem Stem OK Total Bearing Load = 5,157 lbs Design height ft= 0.00 ...resultant ecc. = 3.39 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,578 psf OK RebarThicness = 8.00 Soil Pressure @ Heel = 714 psf OK Size # 5 2,000 p Rebar Spacing 9.00 Allowable = sf 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 Overturning = 2.42 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 7.46 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,733 784 psf Equiv.Solid Thick. = - Mu':Upward = 3,184 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 420 6,446 ft-# Concrete Data Mu: Design = 2,764 6,446 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 17.56 49.50 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: #4@ 17.00 in,#5@ 26.25 in,#6@ 37.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel Reinforcing = None Spec'd Heel:#4@ 10.50 in,#5@ 16.50 in,#6@ 23.25 in,#7@ 31.50 in,#8@ 41.50 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 78 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Rev: 680010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL (8'-1"TO 10'-0") . _ - - - - Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 f 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 79 of 82 J • Title: Job# Dsgnr: ARS Date: 4:21PM. 15 MAR 16 Description: Scope: Rev: 580010 User:KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(10'-1"TO 12'-0") Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.00 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 5.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in FootingilSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary ` Stem Construction r 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 RebarThicnessz = 8.00 Soil Pressure @ Heel = 821 psf OK Size = # 5 Allowable = 2,000 Rebar Spacing = 6.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 55.6 psi OK Moment Allowable = 15,562.2 Allowable = 93.1 psi Shear Actual psi= 53.0 Wall Stability Ratios Overturning = 2.39 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 9.25 Lateral Sliding Force = 2,844.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results ` Special Inspection i Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. a = 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 57-61_Structural Calculations(2017 ORSC).pdf Page 80 of 82 � . r , Title: Job# Dsgnr: ARS Date: 4:21PM. 15 MAR 16 Description: Scope: L Rev: 580010 Pae 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 16041.ecw.Calculations Description CANT RET WALL(10'-1"TO 12'-0") L Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.39 Footing Weight = 1,031.2 2.75 2,835.9 Vertical Loads used for Soil Pressure= 7,302.2 lbs Key Weight = Vert.Component = 1,719.3 5.50 9,456.3 Vertical component of active pressure used for soil pressure Total= 7,052.2 lbs R.M.= 28,907.8 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 81 of 82 . • 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:_ (206)285-4512 FAX: Client: Page Number: (206)285-0618 • 1 . .,.%'> i i ( 4 • 1 S1 i 11____b _Is_ --r 1 _11, i 1 • i 1 • i. , E i 1 1... ...______ _______, 1 .. 1 . 1 1 g ;1 I ---.1) 4._..... _ /` 1 0.,/ ,...„. - _ ,A.) <- (.,4L (z5iis . _\ (4,)(,,) 4 - ,_ i( )%) 4.D7L-6) ,,,,., ,(z.,_ ....„)64,,t _,.:, ,--- ,,,, ..,__ ..) ,q,,, ,\_,_ i,---,.. p V F-- 9-'PTD P')' - elp-, )/2.1 -ft -- _I.t_t)ti7v-pb -- 266. t �2 G MIN, l'e l( W)AI— TYR q_, , v . Y$ 4\ X 151 -.P-=--- (6) cç) q-(4-01-1551 2-(3 -4 1b' S4 (3--/--(1-- ) z- ' c97 br- o - 4/-' 18162_2018.10.04_RT Area 4 Roshak RH's_Lots 57-61_Structural Calculations(2017 ORSC).pdf Page 82 of 82 Structural Engineers •