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Specifications (17)
170 132.4) sit' 4,4 mune /tsri-o1 ,-oo - f 17 y £ ico �r.� .e rrs«z 'Pt -57 h 171 lS?J.G Sc,, l tc:,e (ST�.o/G.oQu?2 72 I;L3o Sk/ /h•4rr)-«,c AlSTAo(G - acii RECEIVED (73 13.t.•tL sw r/y:,c Ats7)-otc.-r}a4tg CT ENGINEERING �L 1 2��6 Structural Engineers -, 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. CITY OF 1 GpRD 208 285 4512 (V) 208.285.0618 (F) BUILDING DIVISION #16043 Structural Calculations r OFFICEccrY River Terrace 60 ' � � y Lots 170-174 u �d 4 ,,,,REG,N, ,,c,�(Row Houses) 9 � �/e5 T. �G���` Tigard, OR 06/16/2016 Design Criteria: 2012 IBC (2014 ORSC, OSSC) 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, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 orh 7 '` PY Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 1bU43_2U1b.Ub.1b_htiver I errace(Lots 110-1 ia)_Gaiculanons.pot Image 1 of 82 CT • ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace—Lots 170-174 (Row Houses)-Tigard,OR DESIGN SUMMARY: The proposed project is to be alley-loaded row houses that are comprised of E7 exterior units and K7 interior units. The row house structures are three-story wood-framed. 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 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. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 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: 2012 IBC and currently adopted ORSC and OSSC. 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 current IBC 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 IBC code. 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 2 of 82 I SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 16043-River Terrace-Lots 170-174 (Row Houses) ROOF Roofing-ashphalt 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 3 of 82 0 ROOF BELOW 0 ri19'-1" rf ' 3-7V2 3'-0" " 9'-1Y2 3'-4" I ♦ I O 4'-674 4.-614." 1•-4 " II T I .1.--A. ........... 1.-1EGRESS :.:. 7 5=0:OBL.:- I::....:.::::::::::::::::,!‘......,;—"'"""S TV NICHE z WALL BELOW::: AT +36 z A.F.F I I I ® Master Bedroor r 1 RAISED'CEILING I y z a 049.43W Q z ' m _ `ABV UPPER F F I n 27 = N v I....27Ir.:. 4 3 .113/4 -3 •5 5Y4 :I RADON I I REDUCTION i SYSTEM 3 I(� i SSH. _ r Q Linen I - o "' N `" . 5' SHOWS" , 4Nlair 2-6 3 y ^� .WI IN STUDS 2x4 AT 2a"TD', n tt ^Y iSHENF � 5. M Bath 0 I — e.; LOCATE PLUMBING o �♦ ®+ II ROUGH-IN ACCOUNTING 1 In o .- iiiiiiiiii ® 0°P\ �' FOR (2) LAYERS GWB I �— ♦ AT PARTY WALL RADON !a DRYER 0 v6 WALL 1 REDUCTION - A a I o ® o 4 SYSTEM N m I 5' TUB,i SEE SHL oP. ilw.s.ER v, Q & I U4 FOR STAIR I SHOWS^' DETAILS ♦ ♦ 3�-7Y2` -4 HCW Bath :" 3 /j i 24"TB I 7Y2 1 -9 .::iy,c30"I i ATT1C I • •`r'' LOW:WALL �ACCESSI S & P C.' AT+42 W/ l it .F--� 1±IbbD CAP �_ - 6-0 BIPASS 7 " D4 IVP I T ...:•i:-is.:6'c17.:•:•i:•:;�i•::i1.:5Y2. -5 2 TYP. z 43•.N Tech Rm. GT") I n • RAISE♦J_:CEILING:i:i9i?ii:i:( M z .........6:40......A7-:-:,...:.:.-.:::.:.:.:.:.:.:. meI co 0 ,AIV.:UPPKERp FF Bedroom 2 ........................... Vir 0 2-6 4 SH z EGRESS •I `I o = 5-0 4-6 SL - N N I 1. I N 3'-3" ,I. 3'-10" ,, 5'-0" 1 5-0"• II 1 7-1" 10'-O" 2'-o- 1t I. 19.-1" t UNIT E-7(D) UPPER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 4 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11.4" ABOVE LOWER FINISHED FLOOR. e 1 19'-1" 21-532 2.'-2" 13/4 8" '. r I ODF ABOVE o a GUARDRAIL AT +42" 0 o ABV. DECK SURFACE Deck D6 IIL o Ov 2 4'-5" } 4'-83 " 6'-4" �( F I rFLOOR r 20A 1 u' {FLOOR I D6 ow LL '.' -2=9-5I---O-SH- -I=Y6=9,f-OVER--- a ..--• I SA TY r AZING 6-0 6 0 SGD - 1 O L tl , f SII m Al- m --,,__________i___ ___ � ' I , � M -N 1 2x6 WALL W7 R-21 BATT INSUL. a N' FACTORY-BUILT DIRECT-VENTUPTHRU GAS FIREPLACE '1. VENT LOW Q i I=1i 4 ill TILE HEARTH •,ril' (OPTIONAL) i ro INSUL. FLOOR JOISTS AND ROOF RAFTERS v N - 1 AT F/P ENCLOSURE I 1 u i\I Living INSULATE FLOOR OVER I • `- RADON M II a UNHEATED SPACES 0 i REDUCTION 17)/2" 3'-10" 3'-432 3'-8" 2'-8" -�* SYSTEM a © f �i " o * S & P 1 N N .-7.,_ > i r DN I N Li- N < I 0 I .• i op Q r I 1. 1 i LOW .LL AT o b M n F +42" '.F.F. 1 i '1 N 1 j O i Ki chen IoW >1 le IN iRADON 1 I I s REDUCTION [___ SEE SH T. 1 SYSTEM I0 U4 FOR STAIR , " TCP I DETAILS /r �MN 1 . 1 5. 1.117. I 2'-8" II, Ct�II 18 , , CONTINUE PARTY WALL- 1 NQ D4 GWB THROUGH FURRING N-� -- -Jo. 3 TYPICAL i n �_ © e� © DinJFam SIM. y PW•r. INSULATE FLOOR OVER ID C12 = •*' UNHEATED SPACES 2.D7 + r-1 y--"-IsiFLOOR BELOW1--r-17 2-• 30F 0 I I -0 1-6 F OVER �a N -J L-J 5-0 4-6 SL N I • ® e I m I I I I I r 31-3" 21-2" s r 51-0" 51-0" I 5-5" r1-8"f 10-0" 2,-0" .1 19-1" f - - 16043_2016.06.16 RiverTerrar JS'1II7f 7Zlh" n)rd+ MIDDLE FLOOR PLAN Page 5 of 82 1/4"=1'-0" FRENCH REVIVAL SEE SHEET U9 FOR PATIO CONDITION WHERE • ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ya" ABOVE LOWER FINISHED FLOOR. 1 –: 0 1 19'-1" ' 11'-4-}" i 14" • z O 1_I i1 Z 4 _ 1.1 C POST CC w '' i a 1 s : ( 1 a - -Ma hr T` _. u occulA " FIREPLACE ABOVE R3 OCCUP DIRECT VENT GAS 1 WATER HEATER I = DOORS SHALL BE -------------I— ---- SELF-CLOSING N L- = 20-MIN. RATED ^ DIRECT VENT GAS :'S.P �J FURNACE = FURN. °Aar' 1 RADON v REDUCTION SYSTEM e 4-3Y2 1 ..C",' – I INSULATE S--rf, UNDER STAIRS In ® I I I AND LANDING I I 1 4'-1" I I 31-9Y2 LJ INSULATE WALL o I T - - PER DETAIL 4/01 lo Q RADON - WHERE ADJACENT M REDUCTION �� TO HEATED SPACE—I W SYSTEM-`.� SEE SHT. \ Garage m U4 FOR STAIR �f 17, DETAILS \ 1 3,_D- 9y' (161 ' ' WOOD TREAD, MAX. RISER 8- m 1.911 �5� ♦ / (ADD OR REMOVE STEPS AS �♦ REQUIRED PER SITE CONDITION) 0 __Sw z _ UP ^4n`�"2it, Entry d Ark T 2 L- 'if) - N ry N n I . • iZl 1 ♦ I4911 $ • _ _ rn1 I a�WI— }9k 2-BY2 i 3_03/2 ^-1Y2- 4" ` ?I's: 1 1 0" 2 _ I ® D1 In' n 16-0 7-0 S• D '-` Porch -� �-` rn , , ., 1 Ell I I "♦ mJ... •,_ 1 l _,1 1110. 417 1 AT L--- _r__ T._ STEPS FLOOR ABOVE UP By• BY" 0 e i-4i/ 8-D :\4.1.-7" '-Ofi-WI 4'-0" i-OY2�'-0. 12'-4" 20'-5" 16043_2016.06.16_River Terrace(I L N-17. (E(M1Z1 () LOWER FLOOR PLAN Page 6 of 82 1/4"=1'-0" FRENCH REVIVAL 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit E7(D) Step# 2012 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.= 0 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/desionmaps/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 Skis= 1.08 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s 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 00= 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor flo= 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 7 of 82 SHEET TITLE: CT PROJECT#: Unit E7(D) SDs= 0.70 h„ = 25.92(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S1= 0.41 k= 1'ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(TZ*(R/IE)) (for T>T L) 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 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sgft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 25.92 25.92 693 0.030' 20.79 538.8 0.49 2.36 2.36 3rd(uppr) 8.08 17.83' 17.83 693 0.030 20.79 370.8 0.34 1.62 3.98 2nd(main)', 8.92 8.92' 8.92 693 0.030' 20.79 185.4 0.17 0.81 4.79 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.79 E=V= 6.70 E/1.4= 4.79 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 8 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE CT PROJECT#: Unit E7(D) 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 cues= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable Ps3oA= 16.1 16,1:psf Figure 6-2 Ps30B= 11.0 11.0 psf Figure 6-2 Ps3o c= 12.9 > 12.9,psf Figure 6-2 Ps30 D= 8.9 8,9 psf Figure 6-2 N= 1.00 1,00 Figure 6-2 Ka= 1,00 1,00 Section 6.5.7 windward/lee= 1.00 0,61'(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) N*Krt a iw a windward/lee : 1.00 0.61 Ps=N*Kzt e l*Peso= (Eq.6-1) PsA= 16.10 9.82 psf (Eq.6-1) PSB = 11.00 6.71 psf (Eq.6-1) Ps c= 12.90 7.87 psf (Eq.6-1) Ps D= 8.90 5.43 psf (Eq.6-1) Ps A end 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 1.001.00 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 8,1.4.1 Vi(N-S) V(N-S) Vi(E-V\/) 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 9 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE CT PROJECT#: Unit E7(D) 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 0.000.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00', 0.00 0.00' 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 8.32 V(SS)= 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(SS)= 9.93 kips kips 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 10 of 82 Design Maps Summary Report rims Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N,_122..7714.91:W Site Soil Classification Site Class D "Stff So Risk Category I/II/III I B averton t 1< ter. riV•T77,11%„..-::::::INiiiRkL41:1,1341:561- ,i,,..ws:4--',16,Mign.,i4 , griN -'�,"%:- '� Y a. zc ' ;W i�l `.r fir, � / Pte, - � -• i �� 5 Ay � �r, � ¢ t„ �_ �� +. a d'...,:. s r a s t w- j. Filit IL.a k yg r rt atgillilntttllrnRtiq ar s $� � :w4-4,---$.n:!: m m /' ; l .xr Cyt•, �� 'S��" 1� 3 _ ^q• k l T r atltlt USGS—Provided Output Ss = 0.9729 Sas = 1.080g SDs = 0.720g Sl = 0.4239 S„1 = 0.6679 S°� = 0.4459 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. cas MCIr Response Spectrum Design gn espo l e pectrum 1.10 0.40.. 99 9.72 9.54 o. 3 a.0 972 944 r#t4 a.zs• stW ,22 4:34. • 0 2 #'.IC 0119,90 9al 0.44 0.20 #. 4.6D t6 1. 1. 1.# 1.00 L00 t144 4>20 0.4* 0. 4. 3 1. i. 244 1.00 Lao 2.00 PN'ldw T( } 1P' +s lw I{ ;i 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. Page 11 of 82 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... MUMS Design Maps Detailed Report 2012 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 2012 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 With 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 < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: M/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 12 of 82 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at Short Period Ss 50.25 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 Si <_ 0.10 Si = 0.20 Si = 0.30 Si = 0.40 Si >- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and Si = 0.423 g, F.= 1.577 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 13 of 82 Equation (16-37): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (16-38): SMl = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): SDS = % SMS = % x 0.667 = 0.445 g 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 14 of 82 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV SDs < 0.167g A A A 0.167g 5 SDs < 0.33g B B C 0.33g 5 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 IorII III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g5SDI D D D For Risk Category= I and SDI = 0.445 g,Seismic Design Category= D Note: When Sl 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- Fig1613p3p1(2).pdf 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 15 of 82 SHEET TITLE: LATERAL F•B,(front to back) CT PROJECT#: Unit E7(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= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 236 kips Sum Wind F-BVI= 338 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 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 eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RQTM U,,.t Usum OTM Row Unet U..m U.,,m 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.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 0.66 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 6,3a 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 0.31) 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00' 0,00' 0.00 0.00 0.00 0.00 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 0.63 C C.3c 146.6 111.7 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 0.62 693 44.3 44.3 =L eff. 3.38 0.00 2.36 0.00 EV„„a 3.38 EVEQ 2.36 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 16 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(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 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.98 kips Sum Wind F-B V I= 5.79 kips Min,Lwall= 2.57 ft. per SDPWS-08 Table4.3.3.5 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 vi Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A 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 r,Vmod 5.79 EVE0 3.98 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 17 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit E7(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 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.79 kips Sum Wind F-B V I= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 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 off. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Ueurn OTM Ram Unet Usum Veum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 0 0.0 0.0 1.00 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 Alb 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 8.1a 144.4 5,0 5.0 1.00 0,00' 0.53 0.50 0.17 0.34 1.00 1.00 101 P6TN P6 206 4.56 0.00 1.05 2.27 9.26 0.00 2.14 4.29 4.29 B B.1b 202.1 7,0 7.0 1,00 0.00' 0.74 0.70 0.24 0.47 1.00 1.00 101 P6TN P6 206 6.38 0.00 1.01 1.01 12.96 0.00 2.05 2.05 2.05 - - 0 0,0 0.0 1,00; 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.la 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.lb 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 4 0.0 0.0 1.004 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00+ 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 : 0.0 0.0 1.004 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00: 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 Q0 0,0 1.001 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.001 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 } 0.0 0,0 1.00' 0.00,; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 + 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 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 EVwna 8.32 EVEp 4.79 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 18 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.36 kips Sum Wind F-BVI= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 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 en. Co w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RorM U„ei U,, OTM RoTM U„e U,m U,,,,, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) P (p11) (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=L eff. 4.04 0.00 2.36 0.00 EV„;,a 4.04 EVEQ 2.36 Notes: * denotes a wall under a discontinuity "* denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 19 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.98 kips Sum Wind F-B V I= 6.92 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 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. HD Wall ID T.A. LwaII Logy eS, C 0 w dl V level V abv.V level V abv, 2w/h v i Type Type v i OTM ROrM Unei Usum OTM RorM U„ec U,,,,,,, U.um (s9ft) (ft) (ft) (klt) (kip) (kilo) (kip) (kip) p (Plt) (pit) (kip-ft) (kip-ft) (kip) (ki0) (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 l 56.83 3.0 3,0 1.004 0.20 0,24 1.01 0,13 0.59 1.00 0.67 361 P3 P4 415 6.50 0.81 2.44 4.11 11.21 0.60 4.55 7.76 7.76 0 0.0 0.0 1.00 i 0.00 0.00 0.00 0.00 0.00 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 4.28 + 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 i 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 1.001 0.001 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0 1,00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 1.00' 0,00 0.00 0.00 0.00 0,00 1.00 0.00 0•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.001 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00' 0,00 0.00 0.00 0.00 0.00 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 0.0 100' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.001 0.00' 0.00 0.00 0.00 0.00 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=Leff. 2.87 4.04 1.62 2.36 2;V„,„d 6.92 LIVEQ 3.98 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 20 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit E7(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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.79 kips Sum Wind F-B V I= 9.93 kips Min.Lwall= 2.29 ft. per SDPWS-08 HD Table 4.3.3.5 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 1-0L off C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM UnetUsu,, OTM RoTM Unet U,um U.,,m (soft) (ft) (ft) (klf) (kiP) (kiP) (kiP) (kiP) P (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) t I.2a 74.69 5.8 10.7 1.00 0.27 0.40 1.64 0.11 0.95 1.00 1.00 183-P6-P4- 354 8.44 7.45 0.19 4.30 16.26 5.52 2.11 9.87 -97.87-- CONCRETE RETAINING WALL t----1.2L 38.97 3,0 8.0 1.00 0.27 0.21 0.85 0.06 0.49 1.00 075 245 P4P4 354 4.40 2.92 0.64 4.75 8.48 2.16 2.71 10.47 441:47- 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=Leff. 3.02 6.92 0.81 3.98 2;V,„„d 9.93 >2VEo 4.79 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 21 of 82 JOB#: Unit E7(D) 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 plf •H head= A v hdr w= 288.6 plf 1 V Fdragl eq= 187 F2 eq= 234 • Fdragl 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 T Fdrag3 eq= : F4 e•- 234 feet A 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 Of feet OTM 10599 18184 R OTM 3308 2450 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 A Hpier/L1= 2.50 Hpier/L3= 2.00 L total= 7.0 feet 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 22 of 82 JOB#: Unit E7(D) ID: 4.2a&4.2b ALT w dl= 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 plf •H head= A v hdr w= 426.6 plf 1 v Fdragl eq= 273 F2 eq= 342 A Fdragl w= - 4 F2 . 593 H pier= vi 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 . 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 plf 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 Hpier/L1= 1.50 Hpier/L3= 1.20 L total= 7.0 feet 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 23 of 82 JOB#: Unit E7(D) ID: 4.1a&4.1bALT ' w d1= 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 --0,- • ►•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 Of v3 eq= 225.4 Of 5.0 v1 w= 428.1 plf v3 w= 428.1 plf feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= 4 F4 e.- 380 feet A 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 I. v 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 o• .4 ,4 ► Hpier/L1= 1.30 O. Hpier/L3= 1.11 L total= 13.3 feet 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 24 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 ASSEMBLIES'''' ;: Seismic(SDC C-k).:,.: ::.•': •Wind(SDC A-B). Nomipal ; 0 IS at -. Hold-down j: i;;;,4-it • .Hold-down? Model No Width Height Atlowable ;Allowable; Uplift et Allowable Allo4vable Uplift$t (In) • (In) Shag(lbs) '.Shear(in):'. Shear'Ciba) :Shear(lbs) She• ar ON Shear(I,b). 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'12x75 12 85,5,• ;`2520 0,32 9920 2770 ! 035 10905'"'"'• f SWSB103418 ,, 85:5::' 5380 0.34. 14215 6910 0:37 15616 SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 •-. : SWSB 18x8 18 93.25 6150 0.37 14840 5665 0.40 16325 .,..;'1.::V'.': SWSB 24x8 24 93.25 i 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12,-,....:41,. 105.25- 1580 " 043 95470 1780 r. 0*• ',:•!-.::1,10709'.'1::.:,-1,': -SWSB18x9 18 10525` ` 3810 '- 043 13770 :,,."..:...•4180-!-':••• 051 ^.- 15105 SyVSBs24x9 24 10525 , 7510. 042 21280 8590 ' 947::,-;,i, -•;,23405 . . SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 i 5150 0.29 20800 5200 0.30 21000 SWSB 12x7 5' 12 ` 85 5 '; 1200 031 9450 ': 13h0 0 36 i 10390 ` SWSB18x7 5 i' 18' 86f.:" 1 2625 ' .6.33.':.' 13870 2885 ` 0 40 :1646':'". m SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 c? 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 j2 y! ,,105 25 790 043 .1..4 :.'6.0:7.0:`i:•;,,-:7;::,: 890 : r 0:98 ;',..', (1.6t,0(4. ;!: SWSB 18x9 18 10525` s' 1905 t (j:41.; ,:,;' 13770 d 2090 0 5" 15105_!,: SWSB 24x9 s 24 10525 3905 4 .r. 0 42 21250 }_: 4295" ,047 S} 23405 For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 pif=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. 8Panels 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. 16043_2016.06.16_River Terrace(Lots 170-174)_Caicuiations.pdf Page 25 of 82 Lk NW 4x12 HDR N U UB4 O N �N HUC41 o ___()1kx20"kcVL FB m 6HUC416 n n p —1-, I L xO " UP 4:1° MP o UP TO B3� o LI re .x M.BED DN TO t I _ .a. DING A` N N I r-- u u u u u u I j 2x RAFTERS I �� FLOOR GIRDER I ®24" O.C.�!` Nil H I _ I L-- 11 1 � 20" OPEN WEB JOISTS 0 19.2" O.C. I 6 o �_ S9.2xi TYP. DSC5 II 20 AT BLDG. FLOOR GIRDER - DRAG TRUSS PER 18/S9.0 S9.0 STEP o Ir 11I •TYP. 2x6 AT ( IIj • ISI I I ®AT BLDG. 16" O.C. I I,I I�! I • STEP J- �• . t 1X"x20"LVL FBri ii =I�(2) 2X10 I STAIR FRMG. I DN TO 2x6 LEDGER, kir U LEDGER '� (3)2x6 FB KITCHEN — TYP. U.N.O. 11 AT LANDING I 1 O� / �, o [ iPro hp, II ' FFIAMGR UP TO \_i I{i RAISED BATH-J III PLATE 1` II II I I o LANDING/POWDER r EXTENT OF I AT +1-234" L�RAISED FLR. I ABV. MIDDLE F.F. • I RAISED FLOOR = iVia"LVL FR I (DOT FILL) ,, SEE BELOW /� GT ABOVE .... ..1;.. I / 2x61 6 LEDGER I 4 DN TO 6X6 %jjt '', DINING HUM H ® UP TO Si' I 1 UB2 UPPER FLOOR UNIT E-7(D) FRAMING PLAN 1/4"=1'•0" FRENCH REVIVAL 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 26 of 82 1 1l I UB5 -I (2)2x10 FB Q-M 11111111M1111,::: i %IP 0 .*:. -, OVER-FRAMING PLAN C i I TO MATCH HT. i _ i OF RAISED FLR. f . I RAISED FLOOR AT +144'1' I L l :t: fPPER FLOOR WALLS 2x10 ® i6" . I 2x6 LEDGER (• 44.75" STEP k UB MIImmo 1 Alh • UNIT E-7(D) RAISED UPPER FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 27 of 82 SEE SHEET U9 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ys" ABOVE LOWER FINISHED FLOOR. • I 1 18 POST ABOVE S9. I. POST ABOVE \ 6x6 P.T. POST W/ ACE6 CAP, TYP. PT. 6fl2I-DR TO MB6 `° a® BLNDL-D STUDS I -/AE OVE P.T 2xE LEDGER GT 1 GT um 3J4"K934" BIG SEAM FB I ,.. 1 r ®z GT ABOVE o aN U I s ...m I TYP. re UI . IWIm rn, AT BLDG. - up VW STEP % INN= 3FB)c49V. BIG 3EAM I 17TYR GT ABOVE ©TATY BLDG. • Ala, H2.5 TO BEAM MB4 • STEP ��L"�.._._=.4, x . . ._,, I. 'OO LEDGER 0, 6xPO.T GT A3OVE li m'''': 10 1311x974" RIGICLAM LVL =B IIa) m - �'� 4x PD' FRpM +7'-0'LANDING F.F. AT RF.F. .,IABOVE LOWER F.F. 2 o, ‘ I T01+8'- " ABV. L3W FF. 2x6 AT 16" O.C. ,,aI ix I FROG. y 13'41'(9h" RIGICLAM LVL -B m STAIR .. i ERVIING "�� I w� A • mi t \ • o BUNDLED / \ ` mi STUDS ABV. 1 ,/ \ IyJ I ,� 4' 6x6 I M84 ,I� I ION )11 BE 4 HD2 a a a RAISED FLOOR �} c m! m m ml I (DOT FILL) 0 U IU U 01 SEE LEFT m m83 m r—ill .,,-;4.. :f.',I ....: el 1' x9)1 $n 11 B SIM. 1I I GT ABOVE ® . 3 "x9 eta M83 ;:EA `FB` L " O34" CASCADE S. HD 2 NEV 16:- HUC48 " 4x8 HDR 1 x9 RIG DLAN LVL FB UCO 1.81/9 BUNDLED STUD 512 9.9.3 L HUGQ 1.81/9 FOR HEADER ABOVE MIDNI1� t��s.pdf FRAMING FLOOR 16043_2016.06.16_RiverTerr 1 O�I PLAN Page 28 of 82 1/4"=1'_O" FRENCH REVIVAL • • (2)2x10 FB TOP ® +10'-1Y4" r�\7 (3) 2x +Y," PLWD. UNDER (2) 2X10 EDGE OF TJI 1I :PONY WALL SUBFLOOR I 1475" `TO RAISED BENEATH ; FRAMING PLAN T0P+1OF'cad ® OW # � vuL FLOOR WALLS I$''P© PLATE +8'-i" 111 , ,1s_ 2x10 LEDGER HOE FROMOWN ABSTOVE i ( TOP ® +10'-tY." AP FROM ABO®: __ (� INIM PLATE +8'-1" UNIT E-7(D) RAISED MIDDLE FLOOR FRAMING PLAN /4"=1'-0" POWDER ROOM AND STAIR LANDING 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.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 FE h s :6iw`..,•'r ��/:... 3 /5/ - 9i / 4 $#' ": .1§ M 693 Lic.#:KW-06002997 Licensee.c.t.engineering Description : Upper Floor Beams �m g T1 U B 1 '00d \ / \ 15' j la a � /". '44; c;'y�.^��� // 'E W%! F'$ c., 7,ASCEI� tiii 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 150.0psi 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 Unit Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary o?"a TON 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 .>_....0 Load Comb: +D+L+H A A Max fv/FvRatio= 0.452: 1 fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3S a 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 >1,7 + QC BES# Ft (gl U B2 tea.. lad s per2(1,.15 NDS, 20 , 2Qt�1 SCE 7-4* 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=2.0 ft Unit Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary Wee'NM 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 - �' .� :z_-.• ..� .- •.. •„ Load Comb: +D+L+H Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E 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 :$ $ * Beam De 1J3 UB3wek - BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0psi 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 Unit Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary off,;.:,-,,%NO Max fb/Fb Ratio = 0.082: 1 ' fb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi ....... ,} Load Comb: +D+0.750L+0.750S+H to 0 Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0ft,410 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.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 fi Lic.#:KW-06002997 Licensee:c.t.engineering W°041 14am jr iUB4 44/1, 4 ,a - . 4 �, . ,,,IBS wr07=AS BEAM Size: 4x12,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=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D(0.0720 S(010) fb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi . Load Comb: +p+g+H • _...: _. ____....... �_____...._. �.. ..„ • Max fv/FvRatio= 0.313: 1 fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 ft, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493>180 Wood Balm D UB5 k \' �. ,, ,.-,,.._.. /.. calcul , r 200 ., b....�. 2OO1 col,At;, .=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=6.50 ft Design Summary D 0.09750 0260 Max fb/Fb Ratio = 0.165. 1 :::: fb:Actual: 153.55 psi at 1.750 ft in Span#1 - Fb:Allowable: 931.44 psi ate,, Load Comb: +D+L+H • • Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 Vy'. . . eam3Desgn 636 �' <\ �'% 3 r''','''' %' Ions per „ DS.ISC" .. `CBc XOfl 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unit Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary i Max fb/Fb Ratio = 0.199. 1 fb:Actual: 202.13 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi ,,,•,r, 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 3.08,2-2x8 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 I6043_2016.06.16_River Terrace(Lots 170-174)_Calculations.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 U g� ,- ; , r a 't1r 1 A sl ..: t',� of °K Gam, �3 t1 st3 s Lic.#: KW 06002997 Licensee:c.t.engineering Description : Main Floor Beams M-130a [ ri MBI �.. %/ /rG c ons ® 1 2OO CaC gi E $ BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unit Load: D=0.0150, L=0.040 k/ft,Trib=20.0 ft Design Summary D 0.30 L 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 • Max fv/FvRatio= 0.455: 1 A A fv:Actual: 68.28 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 8,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.016 in Left Support 0.45 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.20 Live Load Defl Ratio 3041 >360 Total Defl Ratio 2212 >180 ltli, B1 esigl#�y ,MB2 tcubbons p,r 2005 itis,IBC coos,CBC71007 ASCE-7-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.50 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.913: 1 &6°01, ' ig.ta fb:Actual: 848.86 psi at 1.400 ft in Span#1 f M Fb:Allowable: 929.74 psi Load Comb: +D+L+H � ... . • Max fv/FvRatio= 0.803: 1 A A 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) 2 L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.71 1.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 1.22 Live Load Defl Ratio 1638>360 Total Defl Ratio 1189>180 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 32 of 82 C T E N G I N E E R I N G } Eckerson St. Su'lfc 302 INC, Seattle,WA RIVER TERRACE 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 MB3 kr) = ( o/ z) C o o t. 2 SiSP) 4- 4•a (tot VSpS) ( ' S f 1 T PSS, �•7 #ytzr 2 • 16043_2016.06.16 River Terrace(Lots 170-174) Calculations.pdf Page 33 of 82 Structural Engineers CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 -cg' , 1a '6,,:.:2)2 ,sr 1 eS1 f s ,, ! f Lic.#: KW-06002997 Licensee:c.t.engineering W� Beam Da g11 . MB4 � %, %'+ ) or#s'per2005, S)BC IO I -f_� ,4ASCEr '5', / 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-Prll 2;900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 D(0150 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 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E 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 Be 7gI'1 i3(.: . 7z/-' „�' \ M66 W,' \ ort ' 5NDIBC2OW'C13CA"l A.SC -05 BEAM Size: 6x12,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 875 psi Fc-Pill 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990; 1 D(006750)L(0180) fb:Actual: 689.04 psi at 7.500 ft in Span#1 Fb:Allowable: 695.89 psi Load Comb: +D+L+H • �_.. _ .. �............. �,.._; �...� � • Max fv/FvRatio= 0.283: 1 A fv:Actual: 38.45 psi at 0.000 ft in Span#1 15.0 ft, 6x12 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 I6043_ 2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 34 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Multiple Simple Beam , cALa k Lic.#: KW-06002997 Licensee:c.t.engineering dim Design MB9 � ,�� 7 i . gi, .. ...:. ... . ..: Calculations per 20115 t+[ ��a � .. ,,,y..: „ BEAM Size: 3.5x9.5,Timberstrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 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 � �l50 L 0 20 ib:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr SWEH Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Defl Ratio 650 >180 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 35 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Designn Page 1 _(c)1983-2003 ENERCALC Engineering Software �+ 16041.ecw:Calwlations Description CANT RET WALL(0 TO 4'-0") Criteria II Soil Data I Footing Strengths&Dimensions M 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 i Stem Construction Top Stem Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,213 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 422 psf OK Rebar = # 5 2,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,531 psf fb/FB+fa/Fa = 0.068 ACI Factored @ Heel = 533 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 9.7 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 4.9 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Dales 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 36 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 _User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 37 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev. 580010 Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(4'-1"TO 6'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width _ 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary i Stem Construction I Top Stem Stem OK Total Bearing Load = 2,326 lbs Design height ft= 0.00 ...resultant ecc. = 2.79 in Wall Material Above"Ht" = Concrete ThicSoil Pressure @ Toe = 1,449 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 412 psf OK Rebar = # 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 ft4= 1,649.9 Footing Shear @ Heel = 16.1 psi OK Moment Allowable = 6,234.5 Allowable = 93.1 psi Shear Actual psi= 12.1 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.27 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 739.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results w 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 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 38 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 1 (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-it 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 39 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 560010 Page 1 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Design Desi n _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(6'-l"TO 8'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions M 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 FootingIiSoil Friction = 0.300 _ Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 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 = 3,589 lbs Design height ft= 0.00 ...resultant ecc. = 3.19 in Wall Material Above"Ht" = Concrete ThiSoil Pressure @ Toe = 1,492 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 558 psf OK Rebar = # 5 2,000 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,676 psf fb/FB+fa/Fa = 0.510 ACI Factored @ Heel = 627 psf Total Force @ Section lbs= 1,673.4 Footing Shear @ Toe = 10.5 psi OK Moment....Actual ft-#= 4,183.6 Footing Shear @ Heel = 30.6 psi OK Moment Allowable = 8,206.3 Allowable = 93.1 psi Shear Actual psi= 22.5 Wall Stability Ratios Overturning = 2.36 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,264.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft4 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 40 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003Cantilevered Retaining Wall Design Page 2 II (c)1983-2003ENERCALC 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 RM.= 8,451.6 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 41 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev 580010 Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(8'-1"TO 10'-0") Criteria I Soil Data ll Footing Strengths&Dimensions I Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf Pc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft 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 psflft Heel Width = 2.50 Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary I Stem Construction 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 ThicSoil Pressure @ Toe = 1,578 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 714 psf OK Rebar = # 5 2,000 Rebar Spacing 9.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 17.6 psi OK Moment....Actual ft4= 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 I'm 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-# Pc 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©2325 in,#7@ 31.50 in,#8©41.50 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 42 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(8'-1"TO 10'-0") Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 43 of 82 Title: Job# Dsgnr: ARS Date: 4:21 PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 1 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(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 FootingIiSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in 0.00 in for passive pressure = 0.00 in Key Depth = Key Distance from Toe0.00 ft L Cover @ Top = 3.00 in @ Btm.= 3.00 in I Axial Load Applied to Stem \ Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in \ Axial Live Load = 250.0 lbs Design Summary Stem Construction I Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"Ht" = Concrete ThSoil Pressure Toe = 1,835psf OK Rebarianeszs = 8.00 @ Size = # 5 Soil Pressure @ Heel = 821 psf OK Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,983 psf fb/FB+fa/Fa = 0.969 ACI Factored @ Heel = 887 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK Moment....Actual ft-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 Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 820 12,356 ft-# Concrete Data Mu: Design = 4,856 12,356 ft-it 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 44 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 II (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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 45 of 82 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: Date:• (206)28S-4512 MX: Client: Page Number: (206)285-0618 "iliP F13,s e _b a.., 4 ` �1 1W. 1x5 ___,AL.,_---- .P ___ . / i i ( a E f I -! t i" 1) - _i__, 1 , , , ,.------1----\ 1 F1....,,, _., ,_ .. , 41 ) L... .. iv- .(..,__,. .....-- J w .e (r4k (z5r4s) • _ 'lam : (4.)(2r ) • 4- Z( ),ZJ( 1- � 4--(2 (k�C ) ,_ )qfc) ?\___7 15-7,& pCF-- 9-PI0 9') 16'' -- (t-z-tY7-9- -- 26,6 0 1/1/ 6 MIN. IV W TZ°'P v . 06645 6' x 15i -p-= �z ( ( -) ,1-C 12(331 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 46 of 82 Structural Engineers 0 ROOF BELOW 0 15'-4" 1-8" 9'-8" 10Y2� 2'-5" 4EXTENT OF t 1-HR EXT. 4'-10" 4'® ♦Iy WALL. PER 1 DETAIL 3/01 Al" I 6-0 5-0 SL —r—— Ie ....,_ 1 0, , _ . 1 Bedroom 2 a a a Y 1 hI to m O FIREPLACE VENT • : I I 2-1y" 8-432 1'-841 =I , N‘ 5 SH. • f I N _I = Iia IFa L,v ,S,3_�1 24"1B::tha BIFOLD II 3 o �+ 2z3 '1 1 '^ I 14CCE , o� -I:® --li In 8" r I IIW y I SHOWER I. .L �m ` - M. Bath -- 30 TB '-4 HCW = I LOW WALL 4'-10Y4" 3'-64 . 42" A.F.F. N I i� N SEE SHT. 17 UB FOR Co TPC ' STAIR ® " €11DETAILS • RADON REDUCTION SYSTEM SYSTEM 8.-4- 3-5) 2 1 D , : II 1,,,-, I tom: Master Bedroom RAISED CEILING ABV:UPPER F.F ... r , t, EXTENT OF _IA 5-0 4-t6 SI ``%1 e 1-HR EXT. I EORES WALL. PER DETAIL 3/01 I • 4-11' k y 4- • 8 1 1-8^, 9-8" ,1-7, 2.-5- } UNIT K-7(D) UPPER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 47 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11."ABOVE LOWER FINISHED FLOOR. - - 0 { 15-4" 11'-104 4 •-1- I i. ROOF ABOVE; -� GUARDRAIL AT+42' c 6 ABV. DECK SURFACE I o O F L 1'-7" 4-3' 4-3' 4' 5 3' 1 1 T Deck o 8 I I Ir9 FLOOR;ABOVE, L-6p-��SN I 0 w 11-6,115-)SH 6-016-10 SGD SAFETY GI4A'HG I a 'rte — —mac cmc f— 0 I Living m lar I t • I I D1 TILE HEARTH I (OPTIONAL)�. O I FACTORY-BUIL I DIRECT VENT GAS . I a B FIREPLACE 6. INSULATE FLOOR OVER — I UNHEATED SPACE —11—...- 7 I I IQ I I I -01 3-6 I N I �,r ® [ I • ILOW WALL o I �� m I 42" A.F.F. N I Dining .. I CONANUE LOW WALL J 36"ABV. ..--- , — I GWMTMRIWALL NOSING ,N G Aft I FURRING TYP. a I 2'-8' RADON n SEE SHT. " 1 MITIGATION US FOR STAIR VENT STACK I DETAILS 1 I I I OPEN RAIL 0/PONY WALL: I TOP OF WALL +22" ABV. LANDI I I .- UPo TOP OF RAIL +42" ABV. LANDIS n li I I o 4—p e..... I�-4 I O I : 1-n D41 I . 4OI © I dQ V+ 2'- " •'-6 ,, 3-11l I! f: I I of INSULATE FLOOR OVER II 11 o I " UNHEATED SPACE I I FLOOR BELOW 45,1 I I OW i I .oma ''••-•...._ J__ � -;==.-- == , _a_c ..+ EXTENT OFT. ® 5-0 4 i6 SL 1-HR EXT. I WALL. PER DETAIL 3/01 I I0 SIM. I i 4'-10" 4'-10" 1•-1l 1 2-2 11•-Et 9._8• 4•_0• fl 15-4" UNIT K-7(D) MIDDLE FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 48 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ys' ABOVE LOWER FINISHED FLOOR. J <21\11 t 15'-4 t 0�4 I `-1 1 DECK ABOVE 1� - I ` il I o �► � - --�---{e o CE COMMON WALL I j o U I I O off Y 17:: I I d I I 'I 1• _- m e j sT DIRECT VENT GAS WATER HEATER I I e AND FURNACE DOORS SHALL BE I SELF-CLOSING 20-MIN. RATED oil I Garage _ ■W I I U OCCUP CY o /I• ,�� t1 e j ®, j -0 MPL. FURN. I I INSUL I I _ IR3 OCCUP. I ;, _ - b Meth FURR DOWN I oi ' j FOR DUCT RUN-T.-6" n I -INSULATE WALL PER DETAIL 4411 � j I WHERE ADJACENT �; I TO HEATED SPACE RADON REDUCTION I I SYSTEM • SEE SH T. I 'l U8 FOR STAIR I DETAILS I 11" -0 I WOOD TREAD, MAX. U 16 11 • RISER 8" (REMOVE o y D5 PERS SITESCONDIIIRED TION. .1 � I MAX 1 TREAD) I'' �4t1P I j 3' I e o= Ij 8-• -0 SOHD n I • TEIMR-aRRE-T` ' I 1 I N I II -_I RODFJABOVE j \ 5.-3Y2 i 4'-8 2 10. 2.-1"i 2•-5. I 1 1 Porch I J \ 1 III 9-6. .,i 5•-4- 1 UNIT K—7(D) LOWER FLOOR PLAN 1/4'=1'-O" FRENCH REVIVAL 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 49 of 82 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Unit 1(7(D) Step# 2012 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. = 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.77 W http://earthquake.usqs.qov/desionmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.5.3(2) Table 11.4-2 SMS=Fa*SS SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SMS= 0.67 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SDS=2/3*SM1 SD1= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = 0 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 n0= 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 O0= 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 50 of 82 SHEET TITLE: CT PROJECT#: Unit K7(D) SDs= 0.70 h„ = 25.92(ft) SD,= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) S,= 0.41 k= 1'ASCE 7-10(Section 12.8.3) Ti.= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/le) 0.107 W ASCE 7-10(EQ 12.8-2) Cs=SD,I(1-`(R/IE)) (for T<TO 0.292 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>T0 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.107 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cyx = 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 - 25.921 25.92 598 0.030' 17.94 464.9 0.49 2.03 2.03 3rd(uppr)` 8.08 17:83' 17.83 598 0.0301 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 0:00'1 SUM= 53.8 944.8 1.00 4.13 E=V= 5.78 E/1.4= 4.13 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 51 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(D) F-B S-S ASCE IBC Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. --- Building Wdth= 19.0 40.0 ft. Basic Wind Speed 3Soc.au.1= 110 110 mph Fig. 26.5-1Athru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps30 A= 24.1 24.1'--.psf Figure 28.6-1 Ps3os= 3.9 3.9 psf Figure 28.6-1 Psmo c= 17.4 17.4 psf Figure 28.6-1 Pam D= 4.0 4.0 psf Figure 28.6-1 A= 1;00 1.00'. Figure 28.6-1 Ks,= 1,00 1.00Section 26.8 windwardAee= 1.00 0.00(Exposed to wind load on front,back and one side-apply max of leeward or windward forces) *Kn"Iw"windward/lee: 1.00 0.00 Ps=A*Kzt`I•P.so= (Eq.28.6-1) PsA= 24.10 0.00 psf (Eq.28.6-1) Pa a= 3.90 0.00 psf (Eq.28.6-1) Psc= 17.40 0.00 psf (Eq.28.6-1) PSD= 4.00 0.00 psf (Eq.28.6-1) PsA.ndc.verwe 20.8 0.0 psf Ps B.nd D 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) 1.00s 1.00 i 1.00: 1.00 10 psf min. 16 psi min. DIAPHR. Story Elevation Height AA Ag Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 52 of 82 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE CT PROJECT#: Unit K7(D) 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 0.000.00 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(SS)= 0.00 kips kips 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 53 of 82 Design Maps Summary Report lime Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ` .,-,7-..:77:777--;::::.,t14,;:::,',:, .-w ..t -<s F i�iww .d.;;w art ''' '''':•••::,i-,•- - t= t ` ," �A> on x, � • zr/ 4 m/ £�: �< � s ins : ". . X c, .• / ,, g � T -� .xis „,,-.,:.,„:•i..,.4„;..,„,.,,,,.,..,%.,,,:.1.4,,,,,,,:„,„7„,,'' -c ,� i ��6'f ,.r�� lam. _ 1 g.y�,gs � • c=� Y � � ��°�'�'�4':: ��fib. �� k .01,:g-:;44,:-; , ke{ s qo i y�Cit}Y�,. .a� � n €, �, t ,,, ,,,,, ,,, ,,, £ _ .' ® est. USGS-Provided Output S5 = 0.9729 SMS = 1.0809 Ste = 0.720g Sl = 0.4239 S„� = 0.6679 Sol = 0.445g 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 NEI-IRP”building code reference document. NICER Respatlt»e spectrum Design iginRes. ons pet rum 0 1.1,0 4. 3S 0.22 tt1" ' O.tt 0.72 O,ala 0,24 'r O22 1g 0:31 0, crA 0,00 6. 0.469 4. C0 0-4" 1.i 1-2° i.i0 1.3x1 1. 0£ 0,2e0_s6 0. 0 0.. LOO 1. 0 2,4D i.c0 L O 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. 16043_2016.06.16_River Terrace(Lots 170 174)_Calculations.pdf Page 54 of 82 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... LEGS Design Maps Detailed Report 2012 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 2012 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)(17 Ss = 0.972 g From Figure 1613.3.1(2)E23 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 NC„ 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 Su < 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 55 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 S5 For Site Class = D and S5= 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 S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 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 S1 For Site Class = D and Si = 0.423 g, F,,= 1.577 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 56 of 82 Equation (16-37): SMS = Ss = 1.111 x 0.972 = 1.080 g Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.080 = 0.720 g Equation (16-40): Spy = % SMl = % X 0.667 = 0.445 g 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 57 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 5 SDs < 0.50g C C D 0.50g <_ SD, 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 IorII III IV SD1 < 0.067g A A A 0.067g <_ S, < 0.133g B B C 0.133g <_ Sr,l < 0.20g C C D 0.20g 5 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 - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 58 of 82 SHEET TITLE: LATERAL FB(front to back) CT PROJECT#: Unit K7(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.03 kips Design Wind F-B V I= 4.04 kips Max.aspect= 3,5SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V i= 4.04 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 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 ativ. V level V abv. 2w/h v i Type Type v i OTM Ram Unet U,um OTM Row Unet U,um U.em HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a' 108 10.8 10.8 1.00 0,15' 0.73 0.00 0.37 0.00 1.00 1.00 34 P6TN P6TN 68 2.94 7.80 -0.48 -0.48 5.83 5.78 0.01 0.01 0.01 A A.3b 82.92 8.3 8.3 1.00 0.15' 0.56 0.00 0.28 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 8.3c' 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 598 54.3 54.3 =L eff. 4.04 0.00 2.03 0.00 EV„md 4.04 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 59 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(D) 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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V I= 5.59 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 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 OR. C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rom UU:u„, OTM Row U..t U.,,m U... 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 1 8.0 8.0 1,00f 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00' 0.00 0.00 0.00 0.00 0.00 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 i 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 1 305.1 25.0 25.0 1.00 0.15 0.73 2.02 0.66 1.02 1.00 1.00 67 P6TN PSTN 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 00 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00; 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,,„„d 5.58 EVEQ 3.43 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 60 of 82 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: Unit K7(D) 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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V i= 7.21 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 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 Logy eff 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 Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (Of) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 97,99 ' 9.8 9.8 1.00 0.15 0.22 0.49 0.10 0,30 1.00 1.00 41 P6TN P6TN 73 3.60 6.42 -0.31 -1.07 6.45 4.75 0.19 0.41 0.41 A A.lb 0 0,0 0.0 1.00 0.15 0.00 0.00 0.00 0,00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.39 0.00 0.00 0.00 0.52 0.62 A A.1 c 211.1 21.0 21.0 1.00 0.15 0.48 1.06 0.21 0.66 1.00 1.00 41 P6TN P6TN 74 7.77 29.77 -1.08 -2.17 13.89 22.05 -0.40 -0.43 -0.43 - - 0 6,0 6.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 1.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a 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 0.67 B B.1b 137.3 11.3 11.3 1.00 0.15 0.31 0,94 0.14 0.57 1.00 1.00 63 P6TN P6TN 111 6.36 8.54 -0.21 -0.21 11.27 6.33 0.47 0.47 0.47 B B.1c 122 10.0 10.0 1.00 0.00 0.28 0.83 0.12 0.51 1.00 1.00 63 P6TN P6TN 111 5.65 0.00 0.61 -0.51 10.02 0.00 1.07 0.80 0.80 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 r 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 710.8 69.7 69.7 =Leff. 1.63 4.30 0.70 2.63 xind 5.92 E,VEa 3.33 Notes: " denotes a wall under a discontinuity denotes a wall with force transfer denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174) Calculations.pdf Page 61 of 82 SHEET TITLE: LATERAL S-S(side to side), CT PROJECT#: Unit K7(D) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.03 kips Design Wind Fa V I= 0.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.03 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Line OTM ROTM Une Uwm U.,,. HD (sqft) (ft) (ft) (kif) (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 EV„;,,d 0.00 EVEQ 2.03 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043 2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 62 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(D) 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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 3.43 kips Sum Wind F-B V i= 0.00 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 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 Logy ere. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Une1 Us,m OTM RoTM Unet Us„m Ueum (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.a 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - 0.0 0.0 1.00x0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 2,V,„„d 0.00 LIVEQ 3.43 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer "' denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174) Calculations.pdf Page 63 of 82 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: Unit K7(D) 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 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.13 kips Sum Wind F-B V I= 0.00 kips Min.Lwall= 2.29 ft. per SDPWS-08 HD Table 4.3.3.5 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 eft C p w dl V level V abv.V level V abv. 2w/ft vi Type Type v i OTM RoTM Unet Uwn, OTM ROTM Unet U.um U,om (sqft) (ft) (H) (kit) (kip) (kip) (kip) (kip) p (PIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 1 1.2e 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -9$9- CONCRETE RETAINING WALL 1'- 1::',1;1 ._2b 124.5 5.5 9.5 1.00` 0.20' 0.00 0.00 0.12 1.67 1.30 1.00 423,23 0 18.63 4.70 2.88 10.42 0.00 3.48 -0.72 -1.23 40.43- 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 4 D0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SIMPSON SWSB 12x8 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 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 l 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 4 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV wind 0.00 EVEQ 4.13 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 64 of 82 JOB#: Unit K7(D) ID: 4.1a&4.1b w dl= 150 plf V eq 2673.4 pounds V1 eq= 1689.4 pounds V3 eq= 984.1 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds ► v hdr eq= 236.0 plf -10- AH head= A v hdr w= 0.0 plf 1 : Fdragl eq= 746 F2 eq= 434 Fdragl w= . F2 . 0 H pier= v1 eq= 422.3 plf v3 eq= 453.2 plf 5.0 vl w= 0.0 plf v3 w= 0.0 plf feet H total= 2w/h= 1 2w/h= 0.932 9 . 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 • r 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 Hpier/L1= 1.25 Hpier/L3= 2.15 L total= 11.3 feet 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 65 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(SDC A-B). Hold-down Hold-down Model`No NWidlh l. Height AUowebla Alplowabla.,. Uplift at �Allow(ble- AIUI Drift* upliftse, ..!/-.:'•:;:: (In)„_ Shear(Iba) ..Shsar(lnp. ho ar(Ibs) 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(:.••;• •0•:••.85.5:: .. ....'...':'2520 0,32 9920 j 27.9v.,::•,,i: 0.35 10905•.: a r. SW5818x7 6 !. 10::::i',.. 0.6::' 5380 ' 0.34;_ 14215 6910 0:37 15616 ' 4r' '6 SWSB 12x8 12 93.25 2310 0.35 9915 2540 0.39 10905 -;,o,..: SWSB 18x8 18 93.25 5150 0.37 14840 5665 0.40 18325 .1.4"' SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB;12x9 12 " 4 105.25,,, , 1580 ` 043 9670 1780,r 048 ,.:,,,$.:,.!,,.,)670.0..,,,,.....i,;.. .iSWS018x9 18 0525`. ' 3810 043 13770 1:::,,,..':;41-.0g,,:':. 051 `. 1510511 w S $B;24x9 24 10525 7@10 842 21280 : 6690, :r Or47 1 ;23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 'i, i"' • SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 I 5150 0.29 20800 5200 0.30 21000 SWSB 112x7 5 12 =` 855H 1200 ::1...!"(1:34,:;;',.. 9450 1' 1320 '0 38 10390 s' SWSB:18x7$ ' 18 ,85 5' 2625 `r.. 033 13870 2885 0 40 15245 0.' SWSB 12x8 m 12 93.25 1100 0.35 9445 1210 0.42 10390 . "•"�'`•'iSWSB 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 3. S1 VSB"12x9 '}2 s 105 25, 790 0439570` x i= 890 ' 048 10780 t SWS8$8x9 ;•-,..,:„4'..:-.10',;:,,,,•-•:::,;.,:100k.:: rr 1905r r 043 137;70 a' 2090 0sl c 15105 $::;1, SWSB 24x9 s 2d' 105 25. I 3905 ti. �,., 0 42Z,4•:'.'4.00-;;i:..... 4295" ` 0 47 2$405 ' For Si:1 inch=25.4 mm,1 lb.=4.45 N,1 pif=14.6 N/rn. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-inch and 18-inch panels 93.25 Inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No Increase for duration of load is allowed. 'Panels may be trimmed to a minimum height of 74'%Inches.For panels trimmed to a height less than 78 inches,use allowable shear values shown for 78 Inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,interpolate between nearest ' SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 66 of 82 I -I 4x12 4x12 HDR B vl. oN 0 14 0 HUC416 59.0 HU4416 2 13'"x20" K FB _ 1 J411:„.. ." i BED T<' U 4 1 a-- DN TO - I G LI G ,it, u LI - FLOOR G.T. I' 6 T1P. j S9.0 I 20� S90ATBSTEP II j 20" OPEN '4EB JOISTS e 19.2" O.C. IeT1P. I I IAT BDG. , I Ij e STEP .1© I FLOOR GIRDER p., I 1F- -�=11 ,1 HIT420 6 1 Al II 11 I 1 I AT BLDG 20 I II I \I +-+" BATHO I 111$ I STE' S9-9 I II J I 'STAING TYP. , I L=_ = 1--11 TL = ill \ i AT BDG. r --moi 1 STEP e I d,1 �I 1/ !I I • _JI 11 1I Am I I 'N • y DINING ' I II I ,1 I z I 1 I I F0.—UP TO 4 1 I i ; M. BATH -.11� / I1. 13':x20" EV__ -� LVL FB II I ► Ii II I 11 I I' jI Ii I Qo I Ij I Ho` Ij Ij I :14" - (2)135"x20" LVL FB UPPER FLOOR UNIT K-7(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 67 of 82 SEE SHEET U10 FOR PATIO CONDITION WHERE ELEVATION OF FINISHED GRADE AT REAR ELEVATION IS GREATER THAN 6'-11Ya" ABOVE LOWER FINISHED FLOOR. J • 18 S9. POST ABOVE e POST ABOVE 6x6 P.T. POSiW/ '® Li P T. 4x14 HDP ACE6 POST CAP � IN OU 0 TIP. BEARING a STUDS ABV. ' I \ 112x8UP.T.I EDL 4 Y m • T- ' 0 0 I O TYP. I 2 I ®z 11 AT BLDG. O I N 59. STEP EL-4- 0 TYP. Ice 12 I ©AT BLDG. I59.0 . I '® STEP GT ABOVE '. 0. MS5 O7G�BI' GT ABOVE © 315 x101 CA••CAD S. HOP I©� 1 mik1 I TYP.4ID II 1 II AT BLDG. 11I n . STE" S9. I 1I I I i TYP.Iv I ,�I; , II � A 1rz414' I AT BLDG.© I AIGIDLAM LVU I STEP 91 W/J51t) I 1 I I I I I I1 I I I I I II I II I 1 I 1 I MB4 I 1 I I I 1 I 1 a -t 3110 CAS,ADE S. HDR I 1 1 PS] ,1 / 1 I I I AB vq it I 'STAIR 11 IIIFRAMINGI I �,,., DI 0:1 w 1 I I µ� W II SII HU410 I I 34;i6: x916 1 I iw k ,'1:1 i ;0.„F : 6 ] ] Le,I�. I IL J II1".a 1 14.11 I 0 I I I i I— "z " ASC DE .u_L. D V ' BI CONT. TO POST AT BUNDLED STUDS 9$" RIGIDLAM L 1-, 4 8 HDR A ADJACENT UNIT I FOR HDR ABV. I i - ® It --- -- 1 4x4 W/AC4 TRUSSES Al PORCH ROOF 24" O.C. SYMMETRICAL ABOUT THIS UNE MAIN FLOOR UNIT K-7(D) FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 68 of 82 Project Title: CT Engineering 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 „„ - ,,a ,44,,,-,,h , r 1... €.' s ' se - Pry Lic.#:KW-06002997 .: ,. �. „L"---ee 1 Licensee.c.t.engineering Description : Upper Floor Beams .'ai111.. ign i UB1 /% i/ i *.,\. i • t Y i tlD ' f1�3 .IBC O�tsc €c „ BEAM Size: 4x10,Sawn, Fully Unbrace.d Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary 4Ro �(�VAT 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 _._. w ._.._.. . . ... � :...-: Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 it.4x12 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 0.0520 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 Page 69 of 82 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 �P u. r ,,4f a -,.,f,' s0.;r / '• Ea' Lic.#: KW-06002997 Licensee.c.t.engineering Description Main Floor Beams m k $ $ B Cies MB1 ' \ 7Ne4tWil, ations BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-PrIl 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=13.0 ft Design Summary 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 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 9.2-2x8 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 ood�eam ign M B2 •,',,,, . j alct ns icer SSSS NDS HBc 2°0!4,c.,BC 2407;ASCE 7-45. 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-Pr!! 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.a0 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 •Er Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H �. , ....w.� • Max fv/FvRatio= 0.164: 1 A A 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 E H Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619>180 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 70 of 82 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 • ul ti fl ... j,,. -42,14-:,,..,<... *a - - :yiv;:+u � , .„ii �,, ,ii.... '5, � � c„� / j € �' .1t :# , aa E7� 3 ;: Lic.#: KW-06002997 Licensee:c.t.engineering 4-0 W ..,-;''',t. . �.. �. iir�.... ;:.. � ilia**per�ZflOS Nes,1'Wax*, �, X007,ASCE 7-3i5 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pill 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965. 1D 0.180 L 0.480 fb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Load Comb Allowable: 2D+L 2�psi 40. • Max fv/FvRatio= 0.559: 1 A A 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 eeedam© aloe : MB5 , /y ,,...,:.. ., %,.,,.'1,:_,_1('',.. .. 1 ...� i,CatcuiaUtt y 2 5 . ,,C 2OO6;' 7�i' ASCE 7453 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Desiqn Summary Max fb/Fb Ratio = 0.746. 1 D(0.120 L(0.320) fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi p ' ' Load Comb: +D+L+H Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Defl Ratio 480 >360 Total Defl Ratio 343 >180 • *fl Beam design %MB6 va,, . z: ,;OT*'';.. v rte.. ,. ,. pai ! $per,, ;' „lam-*Ise ea ' t7,A , ` BEAM Size 4x12,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 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943. 1D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi • � Load Comb: +D+L+H 0 Max fv/FvRatio= 0.351: 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158>360 Total Defl Ratio 842 >180 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 71 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(0 TO 4'-0") Criteria i Soil Data I Footing Strengths&Dimensions M 1 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 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem li Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in -k Axial Live Load = 250.0 lbs Design Summary 0 [Stem Construction ` Top Stem \ Stem OK Total Bearing Load = 1,635 lbs Design height ft= 0.00 ...resultant ecc. = 1.93 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,213 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 422 psf OK Rebar = # 5 2,000 Rebar Spacing 16.00 Allowable = 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-it= 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 0 114 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 72 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(0 TO 4'-0") LSummary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 73 of 82 Title: Job# Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 Page 1 User.KW-0602997,Ver5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design (c)1983.2003 ENERCALC Engineering Software 16041.ecw:Calculations Description CANT RET WALL(4'-1"TO 6'-0") Criteria 0 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 Footing IlSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in 0.00 in for passive pressure = 0.00 in Key Depth Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ii Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 0 Stem Construction III 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 ThSoil Pressure @ Toe = 1,449 psf OK Rebarianeszs = 8.00 Soil Pressure©Heel = 412 psf OK Size = # 5 2,000 Rebar Spacing16.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,685 psf fb/FB+fa/Fa = 0.265 ACI Factored @ Heel = 479 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 4.0 psi OK Moment....Actual ft4= 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 Results ` Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,685 479 psf Equiv.Solid Thick. = Mu':Upward = 762 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 105 1,000 ft-# Concrete Data Mu: Design = 657 1,000 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 4.02 16.08 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 74 of 82 Title: Job* Dsgnr: ARS Date: 4:20PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User:118 02997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 75 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(6'-1"TO 8'-0") Criteria I Soil Data I Footing Strengths&Dimensions M 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 FootingiiSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key th = 0.00 in for passive pressure = 0.00 in Key D Deppth 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 il Stem Construction 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 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 Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,676 627 psf Equiv.Solid Thick. = Mu':Upward = 1,717 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 236 2,945 ft-# Concrete Data Mu: Design = 1,480 2,945 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 10.46 30.58 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4©17.00 in,#5©26.25 in,#6@ 37.00 in,#7©48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 76 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 77 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 -Rev. 580010 Page 1 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") Criteria I Soil Data I Footing Strengths&Dimensions I Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft 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 FootingIiSoil Friction = 0.300 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ` Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in \ Axial Live Load = 250.0 lbs Design Summary 0 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 ThSoil Pressure @ Toe = 1,578 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 714 psf OK Rebar = # 5 2,000 Rebar Spacing 9.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,733 psf fb/FB+fa/Fa = 0.791 ACI Factored @ Heel = 784 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 17.6 psi OK Moment....Actual ft4= 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 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 ft4 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 78 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 16041.eow:Calculations Description CANT RET WALL(8'-1"TO 10'-0") • L Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 1,915.8 3.58 6,865.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.33 350.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.42 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure= 5,156.9 lbs Key Weight = Vert.Component = 1,166.0 4.50 5,247.2 Vertical component of active pressure used for soil pressure Total= 4,906.9 lbs R.M.= 16,314.4 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 79 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 58001KW-0602997, W-06 Page 1 1 Us19.3-2-03 ENERCALC Engineering gCantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 16041.ecw:Calwlations Description CANT RET WALL(10'-1"TO 12'-0") Criteria 0 Soil Data I Footing Strengths&Dimensions I Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 2.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Heel Width _ 3.00 Water height over heel = 0.0 ft Total Footing Width = 5.50 Soil Density = 110.00 pcf g Footing Thickness = 15.00 in FootingiiSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 1 Axial Dead Load = 150.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 250.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 7,302 lbs Design height ft= 0.00 ...resultant ecc. = 4.20 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,835 psf OK Thickness = 8.00 Soil Pressure @ Heel = 821 psf OK Rebar Size = # 5 Rebar Spacing = 6.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable g ACI Factored @ Toe = 1,983 psf Design Data ACI Factored @ Heel = 887 psf ib/FB+fa/Fa = 0.969 Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 17.5 psi OK MomentActual ft4= 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 Pm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,983 887 psf Equiv.Solid Thick. = Mu':Upward = 5,677 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 820 12,356 ft-It Concrete Data Mu: Design = 4,856 12,356 ft4 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 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 80 of 82 Title: Job# Dsgnr: ARS Date: 4:21PM, 15 MAR 16 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 560010 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Desi n _(c)1983-2003 ENERCALC Engineering Software 9 16041.ecw:Calwlations Description CANT RET WALL(10'-1"TO 12'-0") Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel = 2,951.7 4.33 12,790.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 150.0 2.83 425.0 Load @ Stem Above Soil= Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.83 3,400.0 Total = 2,844.8 O.T.M. = 12,090.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.39 Footing Weight = 1,031.2 2.75 2,835.9 Vertical Loads used for Soil Pressure= 7,302.2 lbs Key Weight = Vert.Component = 1,719.3 5.50 9,456.3 Vertical component of active pressure used for soil pressure Total= 7,052.2 lbs R.M.= 28,907.8 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.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 i-FIP res (PLa/AAKLITm.., • i i ( . i i 1 I - \ i i _ii :. 1 . 0 ..44L,),"- L 13------q- 1 rn -..-... .,.1 . ! i 1 1B i_ �1 � lid iii •• )(Z5rg) . 4- 1()4 ( 4 4-0 k,)& 7) g 911)0 )b-I --- (1-t-ziY74-po -- 206 Oc ty 1/1/ MiN. del r W -- TYR a N, v . M145 6` X t 51 --P (-,-)( k-c) Z4 - - (4-0-1~ --- 2-(394 tib' S4 .,.> -157- = 'CCP b� 16043_2016.06.16_River Terrace(Lots 170-174)_Calculations.pdf Page 82 of 82 Structural Engineers J6 MAIN 1-25-16 Roseburg 2:28pm C A Fore t Products Company 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 0' 0.00" 0 100 Live Point(PLF) Top 0' 0.00" 50 34 Roof z, e ,'i'-, *c V*10;ft,,,e `e; s sr ,74-;:i 42.; ,;',:,i' :`..`,g-;.,:a" ,,,::-1trh : 2 0 0 10 6 0 14 3 0 O m 0 2690 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 2' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 678# -- 2 12' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1030# -- 3 26' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Roof Dead 1 369#(277p1f) 82#(62p1f) 309#(232p1f) 2 832#(624p1f) -16#(-12p1f) 199#(149p1f) 3 322#(242plf) 2#(2plf) 95#(72p1f) Design spans 2' 0.000"(left cant) 10' 6.000" 14' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1255.'# 2820.'# 44% 20.22' Odd Spans D+L Negative Moment 1302.'# 2820.'# 46% 12.5' Adjacent 2 D+L Shear 579.# 1220.# 47% 12.5' Adjacent 2 D+L Cant.Shear,Lt 317.# 1220.# 25% 1.99' Total Load D+L End Reaction 418.# 1151.# 36% 26.75' Odd Spans D+L Int.Reaction 1030.# 1775.# 58% 12.5' Adjacent 2 D+L TL Deflection 0.2140" 0.7016" L/786 20.22' Odd Spans D+L LL Deflection 0.1661" 0.3508" L/999+ 20.22' Odd Spans L TL Defl.,Lt. 0.0489" 2L/980 0' Odd Spans D+L LL Defl.,Lt. -0.0334" 20999+ 0' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow==115% Roof=125% Wind=160% Left cantilever allowable shear is for joist only SIMPSON All product names are trademarks of their respecfive owners KAMI L HENDERSON EWP MANAGER StrongTfe Copyright(C)2015 by Simpson St ong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Padang is defined as when the member,fioorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required tar approval.This design assumes product installation according to the manufacturer's spedficafions. 503-858-9663 Roseburg J7 1-25-16 2:26pm Forrest Products C'amparw 1 of 1 CS Beam 2015.7.0.1 kmBeamEngine 4.13.10.1 Materials Database 1543 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 11 00 1460 2560 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 312# -15# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1103# -- 3 25' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 418# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 257#(192p1f) 55#(42p1f) 2 849#(637p1f) 255#(191p1f) 3 327#(245p1f) 91#(68p1f) Design spans 10' 9.375" 14' 3.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1254.'# 2820.W 44% 19.57' Even Spans D+L Negative Moment 1441.'# 2820.'# 51% 11' Total Load D+L Shear 596.# 1220.# 48% 11' Total Load D+L End Reaction 418.# 1151.# 36% 25.5' Even Spans D+L Int.Reaction 1103.# 1775.# 62% 11' Total Load D+L TL Deflection 0.2167" 0.7141" L/790 18.85' Even Spans D+L LL Deflection 0.1753" 0.3570" L/977 18.85' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All p oduct names are ademarks of their respec ive owners KAMI L HENDERSON EWP MANAGER .StrongTle Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defned as when the member,fioorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663