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MSTzOIq c0320 I1p50L 151RDSNIG r . CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECR #15238 AUG 12019 Structural Calculations ft NflD S ° BUILDING DIVISI+ Polygon at River Terrace Single—Family � iNE7� Plan 4063B W ; 60 10.4,d Tigard, OR I4REcol‘,,, 4FS 2T V Design Criteria: 2017 ORSC (2015 IBC) 08/02/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 1 of 20 CT ENGINEERINGG 180 Nickerson St INC . Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace(Single-Family Homes)—Tigard, OR DESIGN SUMMARY: The proposed project is a single-family home development. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below. The structures are one-story wood-framed. Roof framing is comprised of pre-manufactured pitched chord wood trusses. Floor framing over crawlspace is comprised of pre-manufactured wood I-joists. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 2 of 20 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : ROOF Roofing -asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 3 of 20 0 GABLE END TRUSS ,§11N---6x6 POST 6x6 PUS'. 0 x 0 N -,,,cg .= r GABLE END TRUSS I �+, 0 C- I 1 ❑ f 0 1 I a 0 IrI LJ -4-, J 2 Cl- - S9.0 i 2 x�q N I ROOF TRUSSES AT 24'0.0. TW. N"�m 1 CCI El _ -I n 0 m. N = EO o CO 4 IYJ 0 Axm urns 1 1 I r 1 Arne 1 L ACCESSJ 71 1 0 R1 2 R1 Nx : C j.,1 1 1 4 I 1 9.0 I r GT 1 nn n n n n n ' I 6 �IRB B3 - 20 AOfX2D� MDR HDR HDR _1 1_,—/ #1r1.4mw 41(12 HDR 1 p/ 2 1 1 0 2 0 w d' 1 x to '0 IM o LLI I Io Et IGABLE END TRUSS ,J 0 1 0 x 1 9. L ALL BEAMS/HDRS NOT LABELED ARE ----TABLE END TRUSS J SIM' IN DESIGN TO BEAMS/HDRS 2 D3 WHICH ARE LABELED 6x6 POST 6x6 POST 15238_2018.08.02_RT SF_Plan 4063B_Stru 4 of 3LBations(20ROURS RARING PLAN Page 4 of 20 I/4"=1'0- Title: Job# Dsgnr: Date: 3:07PM, 26 APR 17 Description: Scope: Timber Beam & Joist Page 1 4063abd.ecw:Calculations Description 4063B-ROOF FRAMING Timber Member Information RBB1 RBB2 RBB3 RBB4 Timber Section 2-2x10 4x10 4x12 6x10 Beam Width in 3.000 3.500 3.500 5.500 Beam Depth in 9.250 9.250 11.250 9.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.1 Fb-Basic Allow psi 850.0 900.0 900.0 1,350.0 Fv-Basic Allow psi 150.0 180.0 180.0 170.0 Elastic Modulus ksi 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 5.00 6.00 16.00 13.00 Dead Load #/ft 330.00 330.00 45.00 173.00 Live Load #/ft 550.00 550.00 75.00 288.00 Results Ratio= 0.7174 0.7666 0.5482 0.9099 11 Mmax @ Center in-k 33.00 47.52 46.08 116.86 @ X= ft 2.50 3.00 8.00 6.50 fb:Actual psi 771.4 952.1 624.2 1,412.6 Fb:Allowable psi 1,075.3 1,242.0 1,138.5 1,552.5 Bending OK Bending OK Bending OK Bending OK fir:Actual psi 82.8 91.0 32.5 75.7 Fv:Allowable psi 172.5 207.0 207.0 195.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 990.00 360.00 1,124.50 LL lbs 1,375.00 1,650.00 600.00 1,872.00 Max.DL+LL lbs 2,200.00 2,640.00 960.00 2,996.50 @ Right End DL lbs 825.00 990.00 360.00 1,124.50 LL lbs 1,375.00 1,650.00 600.00 1,872.00 Max.DL+LL lbs 2,200.00 2,640.00 960.00 2,996.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.018 -0.026 -0.100 -0.177 1 L/Defl Ratio 3,325.8 2,763.6 1,922.7 882.3 Center LL Defl in -0.030 -0.043 -0.166 -0.294 L/Defl Ratio 1,995.5 1,658.2 1,153.6 530.0 Center Total Defl in -0.048 -0.069 -0.266 -0.471 Location ft 2.500 3.000 8.000 6.500 L/Defl Ratio 1,247.2 1,036.3 721.0 331.1 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 5 of 20 42'-0" 11-6" 24'-6" t+0" 72.-2%4 4 11'-6y" .8,r4:: 9 -1'-1115 r r____ 6x6 POST ; Sx6i3agR--- ------ W/ABU66 r' ® THICKENEDSLA6 EDGE� W/ABU66 If r POST BASE POST BASE ® 3Nt CONC. T.O.S. m .N EF c 0 \ + • il 1 17Yti 2x2 -2Yi I MR PONYWALL I _ I { 0 "j - - 1-113/41-1-•F 17 r _ iv 6"-63/4" - 6'9W S'-6% - 6'-9Y4' V-53/4" i I I —, —, �, —1 , —�, r - - —h o� I t I FB1 �t � 4x8 HDR 1-14—=-1 i N I I I t I 11—1 Ll • j 1-113/4"I I- I J I I I J ,\` t ,1�1 I II I I I JI ` FIXTURES I I I I I : ABOVE �F I.. I I I 4x4 POST, I I ,(P II - 16 rep.,U.N.O. + _.I_ `®"® ..- I- 9 I I I.. 1.1 I I S6.0 1.1 N 1 1 C i 1 i 4x8 HDR 1.1 I e_A—_—_— —_- Ir II. __ `-'''''''-1,. .. I`__ 17 ® __ ti 1.2..`7.".5/it. I S6.0 1 o z INSTALL SYSTEM TO ALLOW 1 78'S4. .W I tom,\ o� 9 10 1 DEEP FIG.W/ FIXTURES I FINISHED � ADEQUATE DRAINAGE BENEATH / S6.0 1 0,44.BOTT..E.W. ABOVE r -- FLOOR �e SLAB ON GRADE CONDITIONS L i o I 20-6" L 6-2" t6-2" t 6-2 6-10' ♦ m T 1 +I n +' a +' 4x8 HDR +' d _______ 411) X �-# ' I_I III I �I I '-1 -- ~ PB `STHDI4RJ P3 ®I_71�"i STHD74RJ F R FURNAC DEEN E ABOVE I I I Z DERE VERIFY GARAGE SLAB HEIGHT 7 I WITH GRADING PLAN O1 RIGIDLAM LVL I • 4"FREE L‘)/s/ FIXTURES O` CSC' `�� 1%4X117/6 FB 18"x24" I I ABOVE 1 DRAINAGE MATERIAL CRAWL ---KI 11Ys" ACCESS I I OVER COMPACTED FILL ti -I- -I- -� ��LL 4x�HDR 11 'T I mei I ° i 1+. I �'-7—_---_—_. n6.0 0' r q.-_,,- --p ti eLk'-,t' oa ®' 41 III �I 1Jij� IL______JI p 2x4 6'-6y' 6'-6}2" PONYWALL f Ly 2Y"!1_ t 2 90 L --"AEI --' r+, s-1tY. i _' r _ ri fi 1 I STHD14 I p3 STHD14 STHD149 ® p3STHD14 I -5-I I JI T m SAB I •/ o c -2Yi PONY WALL I L _. rX L____ A J N • ALL BEAMS/HDRS NOT LABELED ARE ..-16_, hD,4 S60 12'-104 P3 STHD74 'SIM' IN DESIGN TO SEAMS/HDRS18 e S6 D SLAICKENED B EDGE-1I _ _ WHICH ARE LABELED 6x6 POST V W/MUSS 6x6 POST POST BASE I -815 W/ABU66 16'-3" `2'-1)/4;4 14 7-11V I POST BASE I2,%,.I2,%,. I 15238_2019.00.02_RT SE_F laf 14d83aStructural Calculations(2017 ORSC).pdf 1 �4 j age 6 of 20 4063B FOUNDATION PLAN 1/4-=1'-0" Title: Job# Dsgnr: Date: 3:14PM, 26 APR 17 Description: Scope: Timber Beam & Joist Page 1 4063abd.ecw:Calculation s Description 4063ABD-CRAWLSPACE FRAMING Timber Member Information FB1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No LCenter Span Data Span ft 5.83 Dead Load #/ft 175.00 Live Load #/ft 467.00 Results Ratio= 0.9124 Mmax @ Center in-kI 32.73 @ X= ft 2.91 fb:Actual psi 1,067.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 88.5 Fv:Allowable psi 180.0 Shear OK Reactions111 @ Left End DL lbs 510.12 LL lbs 1,361.30 Max.DL+LL lbs 1,871.43 @ Right End DL lbs 510.12 LL lbs 1,361.30 Max.DL+LL lbs 1,871.43 Deflections Ratio OK Center DL Defl in -0.026 L/Defl Ratio 2,735.2 Center LL Defl in -0.068 L/Defl Ratio 1,025.0 Center Total Defl in -0.094 Location ft 2.915 L/Defl Ratio 745.6 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 7 of 20 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I S004m Baverton o j ( 1G ,,, oMilwaukie 219) ar Lake Oswego (;), NORTH aih(;;1c Q Ping City Dp!har 0 AMERICA ,` :. . T latin rnaPcluestp @2015 MapQpest= data @ e MapQuest USGS-Provided Output S5 = 0.972 g SMS = 1.080 g Soy = 0.720 g Si = 0.423 g SM: = 0.667 g S01 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEK Response Spectrum Design Response Spectrum 4,20 1.10 0.20 0!! 9.72 0.86 4.64 0.77 0.56 A 0,% a Oil a 0.55 , a 4.19 r 0.41 0.32 0,13.- 0.21 0.22 4......16 0.11 0.0e goo 00 0.00 0.24 0.40 0.60 0.1X1 1.00 1.20 1.40 1.20 1.60 200 0.00 0.20 0.40 0.611 0.20 1.00 1.20 1.40 1.60 1,20 2.00 Period,T(soc) Period,T(sec) Although this information is a product of the U.S.Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 8 of 20 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=mini mal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_4063 Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= F„"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 SD,=2/3*SM1 SDi= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Qo= 2.5 N/A Table 12.2-1 14. 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 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 9 of 20 2015 IBC EQUIV. LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 17079_4063 ABD SDs= 0.78 h„ = 10.00 (ft) SD1= 0.50 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.112 ASCE 7-10(EQ 12.8-7) S,= 0.50 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) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.684 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 10.00 10.00 2580 0.025 64.5 645.0 1.00 5.51 5.51 1st 10.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 5.51 0.00 0.00 0.00 0 0.0 0.00 0.00 5.51 0.00 0.00 SUM= 64.5 645.0 1.00 5.51 E=V= 7.71 E/1.4= 5.51 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 10 of 20 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART: CT PROJECT#: 17079_4063 ABD F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 28.00 28.00 ft. Roof Plate Ht.= 10.00 10.00 Roof Mean Ht.= 19.00 19.00 ft. --- Building Width= 42.0 63.0 ft. Basic Wind Speed 3 Sec.Gust= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30 A= 25.7 25.7 psf Figure 28.6-1 Ps3o B= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 Ps3o D= 14.0 14.0 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 = 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 Kr*Iw*windward/lee : 1.00 1.00 ps=A`Kzt*I*Ps3o= (Eq.28.6-1) PSA= 25.70 25.70 psf (Eq.28.6-1) Ps B = 17.60 17.60 psf (Eq.28.6-1) Ps c = 20.40 20.40 psf (Eq.28.6-1) Ps D= 14.00 14.00 psf (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf Ps B and D average= 15.8 15.8 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 46.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 5 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM 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) 28.00 18.0 0 302.4 0 453.6 0 302.4 0 831.6 Roof --- 10.00 10.00 0.0 0 0 0 0 0 0 0 0 12.1 18.1 12.10 12.10 18.14 18.14 #REFI 0.00 0.00 0.00 0.0 0 0 0 0 0 0 0 0 0.0 0.0 0.00 12.10 0.00 18.14 1st 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0.0 0.0 0.00 0.00 0 0.00 0.00 AF= 756 AF= 1134 12.1 18.1 V(F-B)= 12.10 V(S-S)= 18.14 kips kips kips kips 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 11 of 20 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 17079_4063 ABD 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 - 10.00 10.00 0.00 0.00 0.00 0.00 12.10 12.10 18.14 18.14 10.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.10 0.00 18.14 1st 0.00 0.00 0.00 0 0.00 0.00 V(F-B). 0.00 V(S-S)= 0.00 V(F-B)= 12.10 V(S-S)= 18.14 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 10 10 10 12.10 7.26 7.26 18.14 10.89 10.89 0 0 0 0.00 0.00 7.26 0.00 0.00 10.89 1st 0 0 0 0 0 0 V(F-B)= 7.26 V(S-S)= 10.89 kips kips 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 12 of 20 • 42`0" 17-6" 24'-6" 12'-5}2" 11'-6)2" 6" 1 D 0 1, 14'-9" 27'13" 4.-11/2" 5'-0" 4.-9Y2" 4'-6" 3'-6" 3'-6" t t in Patio 9'-1" 6'-6" j I B 1 a 4-6 9-0 SL 4-6 -o SL B 1 b 3-0 4-0 SH 3-0 51-0 SH 3-0 5-0 SH Bic 6-0 0 S00 1•11111M M EGRESS ti Q "I , 'it—;DIRECT VENT �' Master Bedroom in FIREPLACE q liIl � — Q -4 8_372 lo -t 3•-47o" 4-572 1'- I ^ " 1 CS) 1 1. `� in 1. N ( oW I T. i l • 60'x35' 16' \�. p 1 91MR.5SS 1. 1 I I. UD ap I. ENTRY L'.'.'.1 i n NICHE 1....1 b 11 IL _ Maste• ® .1 -- r- e� - Bathroom 172 4/4° 5-0" 974' '^1 a ____t.,.... 11 m 121 h ` ii fin"' IN .- a REF. _ _I to ��/� - 2-4 H TPS ,b. PANTRY 1 W/D av , AlA " b 3'-4" I2'- 2 1,-51 6.-0i. ( �, 22 i [ 9' W.I.C. z-e HCW"I 1.13 Utility (I in N Y Mud r l �12 1-' Den/Bedroom 3 d n w S&P 1-'-r n .o iv o . g_6" 6•-7172" 1 4"x12BWC0 TREAD MAX.RISER 7" ,' (ADD MORE ETSPS AS REQUIRED PER FURNin SITE CONDITION) n.'" 2-6 HCW 0 MRS a "' 5-0 BIPASS 7 3'-11)L2" J_^ c- ® S&P Q , . 8 Wal ,_.t 2-6 HCW 24"TB 1P 1f1 a1 1 In Bath Si .a I Garage " WALL FINISH: le MB ^ 0 5'NB/'''1 rr---'5E- - , 1.-11Y2. ♦,� CEILING FINISH 65"TYPE'X'GWB I z SHOWER FIRE-TAPE ALL OWN 2'-10" 5'-0" In WRAP BEAMS BELOW CEILING LEVEL. \5V4 904 - + INSULATE FLOOR ABOVE. S&P Entry NI 10 1 5-0 BIPASS 45. 1-6 $>- 1-6 oppr 6-0 F N 6-0 F SAFETY n a SAFETY GLAZE GLAZE • M 16-018-0 SOHO 1 I 6.-10" Q B3 B4 :-6M1 2.-9. j 2.-9. •-6Y4• Bedroom 2 Porch EGRESS a 3-a¶0 SN 3 B5 3-061-0 SH B5b I 1 -.,- 0 ❑ D 101 C 10'-23" .t10'-2'. 4'-972" 1 3'-6. k 4'-672" 20'-s)�" 1 6'-772 12'-11" ' 42'-0 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 13 of 20 4063 B FLOOR PLAN SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 17079_4063 ABD Diaph. Level: Roof Panel Height= 10 ft. Seismic V i= 5.51 kips Design Wind F-B V i= 7.26 kips Max aspect= 3.5 Sum Seismic V i= 5.51 kips Sum Wind F-B V i= 7.26 kips Min. Lwall= 2.86 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet sun, OTM ROTM Unet Veum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 910 29.3 31.8 1.00 0.15 2.56 0.00 1.94 0.00 1.00 1.00 66 P6TN P6TN 88 19.43 62.69 -1.51 -1.51 25.60 46.43 -0.73 -0.73 -0.73 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2 638 20.5 23.0 1.00 0.15 1.79 0.00 1.36 0.00 1.00 1.00 66 P6TN P6TN 88 13.62 31.83 -0.92 -0.92 17.95 23.58 -0.28 -0.28 -0.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 427 19.0 20.0 1.00 0.15 1.20 0.00 0.91 0.00 1.00 1.00 48 P6TN P6TN 63 9.12 25.65 -0.90 -0.90 12.01 19.00 -0.38 -0.38 -0.38 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A4 124 5.5 9.5 1.00 0.15 0.35 0.00 0.26 0.00 1.00 1.00 48 P6TN P6TN 63 2.65 3.53 -0.18 -0.18 3.49 2.61 0.18 0.18 0.18 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A5 236 10.5 15.0 1.00 0.15 0.66 0.00 0.50 0.00 1.00 1.00 48 P6TN P6TN 63 5.04 10.63 -0.57 -0.57 6.64 7.88 -0.13 -0.13 -0.13 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A6 163 7.3 11.8 1.00 0.15 0.46 0.00 0.35 0.00 1.00 1.00 48 P6TN P6TN 63 3.48 5.75 -0.34 -0.34 4.59 4.26 0.05 0.05 0.05 - 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 Ext A7 82 3.7 6.7 1.00 0.15 0.23 0.00 0.18 0.00 1.00 0.73 65 P6TN P6TN 63 1.75 1.65 0.03 0.03 2.31 1.22 0.36 0.36 0.36 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2580 95.7 95.7=L eff. 7.26 0.00 5.51 0.00 ;Vwind 7.26 I,VEQ 5.51 Notes: denotes a wall with force transfer 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 14 of 20 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 17079_4063 ABD Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 5.51 kips Design Wind F-B V i= 10.89 kips Max.aspect= 3.5 Sum Seismic V i= 5.51 kips Sum Wind F-B V i= 10.89 kips Min.Lwall= 2.86 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Lino Ueum OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 215 2.7 7.5 1.00 0.15 0.91 0.00 0.46 0.00 1.00 1.00 169 P6 P4 335 4.59 1.36 1.58 1.58 9.07 1.01 3.95 3.95 3:96 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1b* 453 5.7 15.5 1.00 0.15 1.91 0.00 0.97 0.00 1.00 1.00 169 P6 P4 335 9.67 5.96 0.74 0.74 19.11 4.41 2.91 2.91 2:94 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Bic* 364 4.6 12.6 1.00 0.15 1.54 0.00 0.78 0.00 1.00 1.00 170 P6 P4 335 7.77 3.89 0.99 0.99 15.36 2.88 3.19 3.19 349 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int B2 934 16.5 16.5 1.00 0.15 3.94 0.00 1.99 0.00 1.00 1.00 121 P6TN P6 239 19.95 18.38 0.10 0.10 39.41 13.61 1.63 1.63 1.63 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B3 126 2.2 2.2 1.00 0.15 0.53 0.00 0.27 0.00 1.00 0.45 271 P4 P6 238 2.69 0.34 1.51 1.51 5.32 0.25 3.24 3.24 3.24 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B4 126 2.2 2.2 1.00 0.15 0.53 0.00 0.27 0.00 1.00 0.45 271 P4 P6 238 2.69 0.34 1.51 1.51 5.32 0.25 3.24 3.24 3.24 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5a* 181 3.2 6.5 1.00 0.15 0.76 0.00 0.39 0.00 1.00 1.00 120 P6114 P6 238 3.87 1.40 0.97 0.97 7.64 1.04 2.60 2.60 240 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5b* 181 3.2 6.5 1.00 0.15 0.76 0.00 0.39 0.00 1.00 1.00 120 PSTN P6 238 3.87 1.40 0.97 0.97 7.64 1.04 2.60 2.60 260 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2580 40.4 40.4=L eff. 10.89 0.00 5.51 0.00 S,Vwind 10.89 EVEO 5.51 Notes: * denotes a wall with force transfer 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 15 of 20 JOB#: 17079_4063 ABD ID: B1abc w dl= 150 plf V eq 2210.0 pounds V1 eq= 460.7 pounds V3 eq= 970.7 pounds V5 eq= 778.6 pounds V w= 4360.0 pounds V1 w= 908.9 pounds V3 w= 1915.0 pounds V5 w= 1536.1 pounds ► v hdr eq= 68.0 plf ► • H1 head=A v hdr= 134.2 plf H5 head= 1 V Fdragl eq= 134.7 Fdrag2 eq= 283.7 Fdrag5 eq= 298.7 Fdrag6 eq= 239.6 1 A Fdragl w= .7 Fdragl , 559.8 Fdrag5 w= ';9.2 Fdrag w= 472.6 A H1 pier= vi eq= 170.0 plf v3 eq= 170.0 plf v5 eq= 170.0 H5 pier= 5.0 v1 w= 335.4 plf v3 w= 335.4 plf v5 w= 335.4 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 v Fdrag3= •,.7 Fdra•-- 283.7 feet A Fdragl w= 265.6762 Fdragl w= 559.8 Fdrag7eq= •8.7 Fdrag8e.- 239.6 v P6 E.Q. Fdrag7w= 589.2 Fdrag8w= 472.6 A P4 WIND v sill eq= 68.0 plf H1 sill= vsill w= 134.2 plf H5 sill= 4.0 EQ Wind 4.0 feet OTM 22100.0 43600.0 feet R OTM 39887 45155 V UPLIFT -576 -50 v Up Sum -576 -50 H/L Ratios: L1= 2.7 L2= 9.5 L3= 5.7 L4= 10.0 L5= 4.6 Htotal/L= 0.31 41 0-41 1.41 11.41 M Hpier/L1= 1.85 Hpier/L3= 0.88 L total= 32.5 feet Hpier/L5= 1.09 0.95 L reduction 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 16 of 20 i JOB#: 17079_4063 ABD ID: B5ab w dl= 150 plf V eq 780.0 pounds V1 eq = 390.0 pounds V3 eq = 390.0 pounds V w= 1520.0 pounds V1 w= 760.0 pounds V3 w= 760.0 pounds v hdr eq= 60.4 plf -- •H head = A v hdr w= 117.6 plf 1 v Fdrag1 eq= 196 F2 eq= 196 A Fdrag1 w= ;2 F2 .- 382 H pier= v1 eq= 121.5 plf v3 eq = 121.5 plf 6.0 v1 w= 236.8 plf v3 w= 236.8 plf feet H total= 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= :• F4 e•- 196 feet A Fdrag3 w= 382 F4 w= 382 P6TN E.Q. 2w/h = 1 P6 WIND H sill= v sill eq = 60.4 plf 3.0 EQ Wind v sill w= 117.6 plf feet OTM 7800 15200 R OTM 11268 8346 v v UPLIFT -298 589 UP sum -298 589 H/L Ratios: L1= 3.2 1 L2= 6.5 L3= 3.2 Htotal/L= 0.77 Hpier/L1= 1.87 P. Hpier/L3= 1.87 L total = 12.9 feet 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 17 of 20 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) ShearoM(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (d Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening for single or double portal 1 per wind design min 1000 lbf on both sides of opening t • J _ opposite side of sheathing • Pony --- ,?1■I I■ _ wall height �/ i Fasten top plateto header 1 Min.3"x 11-1/4"net header nV'// with two rows of 16d steel header not allowed sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max • panel sheathing total : Header to jack-stud strap per wind design. wall • Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max • thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. . height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each • panel edge. • Min length of panel per table 1 Typical portal frame N ' construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar jack studs per IRC tables top: 0tt0m of footing.Lap bars 15"min. i R502.5(1)&(2). in I i t i t Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 18 of 20 180 Nickerson St. CT ENGINEERING Suite 302 ' 0, n P Seattle,81WA : -77571.13C1 � ,�R� b 98109 Project: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 AsVn Orr=-AS-Vel--60 (t Q r' << rpt "7 6\\,50 p g`` Xlb`` )z" k V1 f01.0000\ bAi2- 'FOL. 1\r0-6)ADIPOz 81504/16 ‘5 LIG (gOZ3)61z) V (00,1) (60) _ , g�\ ,� Cl)(, //at (Le _ � J � 1-7) 66 ,°14- . 4-) _ q;, („5. Kt�, AL -- ) A 5I t s X Ccs , w/(2 0[-= 0, 8,e 'Caulk), /2.,01 /-3/4-4-7i-13 _ BAIL ep�v/Yts ?� 0102f- 01'1 15238_2018.08.02_RT SF Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 19 of 20 Structural Engineers Title: Job# Dsgnr: Date: 3:47PM, 26 APR 17 Description: Scope: Square FootingDesign Page 1 4063abd.ecw:Calculations Description TYP FTG General Informationil Dead Load 1.000 k Footing Dimension 1.500 ft Live Load 2.800 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing11 Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary I Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,813.89 psf Vu:Actual One-Way 2.33 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 17.43 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.53 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.08.02_RT SF_Plan 4063B_Structural Calculations(2017 ORSC).pdf Page 20 of 20 Client: Date: 7/18/2019 Page 1 of 2 EWP Studio Project: Input by: KAMI HENDERSON ,. „.„ Simpson Strong-Tie® E, Component SolutlonsTM Address: Job Name: CALCS Project#: J1 RFPI 20 11.875" - PASSED Level:MAIN Level I I 1 11 11111111 11 1 1 1 1 ' Ill I Illr - , , ' ' I' I 1 T i 11 7/8" o 1 D.Fir 2 D.Fir 3 D7Fir 4 D.Fir 12' 114" 35' } 118" 1i1 3/4" Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16"o.c. Design Method: ASD 1 267 80 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 679 204 0 0 0 Deflection LL: 480 Load Sharing: No 3 662 199 0 0 0 Deflection TL: 360 Deck: 3/4 APA Rated Sturd-l- 259 78 0 0 0 ImportanceNormal FloorOSB Nailed and : Glued Temperature: Temp<=100°F Ceiling: Gypsum 1/2" General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1-D.Fir 3.500" 28% 80/294 374 L_L D+L 2-D.Fir 3.500" 48% 204/733 936 LL_ D+L Analysis Results 3-D.Fir 3.500" 47% 199/721 919 _LL D+L Analysis Actual Location Allowed Capacity Comb. Case 4-D.Fir 3.500" 28% 78/288 365 L_L D+L Neg Moment-1005 ft-lb 12' 3640 ft-lb 0.276(28%) D+L LL_ Pos Moment 925 ft-lb 54 3/4" 3640 ft-lb 0.254(25%) D+L L_L Shear 493 lb 12' 1420 lb 0.348(35%) D+L LL_ LL Defl inch 0.064(L/2214) 511" 0.294(U480) 0.220(22%) L L_L TL Defl inch 0.079(L/1791) 510 3/8" 0.392(L/360) 0.200(20%) D+L L_L ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF PACIFIC LUMBER&TRUSS CO. Notes chemicals 5.Provide lateral support at bearing points to avoid Manufacturer Info , lateral displacement rotation Calculated Structured Dears is responsible only of the Handling&Installation 6.Mb sbffeners for poiandnt Roseburg Forest Products 10515 SW ALLEN BLVDOREGON load as shown Minimum 97005 structural adequacy of this component based on the 1.!Joist flanges must not be cut or drilled point load bearing length>.3.5 inches 4500 Riddle By-pass Rd design criteria and loadings shown It is the 2.Refer to latest copy of the IJoist product information 7.For tar roofs provide proper drainage to prevent Riddle,OR 97469 503-858-9663 responsibility of the customer and/or the contractor to details for framing details,stiffener tables,web hole ponding ensure the component suitability of the intended chart,bridging details,molt-ply fastening details and (541)784-4005 application,and to verify the dimensions and loads, handling/erection details www.roseburg.com Lumber 3.Damaged!Joists must not be used APA:PR-L259,ICC-ES:ESR-1251 Pacifi umber 4.Design assumes top flange to be laterally restrained 1.Dry service conditions,unless noted otherwise by attached sheathing or as specified in engineering & TRUSS 2.IJoist not to be treated with fire retardant or corrosive no, This design is valid until 1/7/2022 EMZZI EWP Studio Version 19.12.001 Powered by iStructii. =1 Client: Date: 7/18/2019 Page 2 of 2 EWP Studio ,,, Simpson Strong-Tie® E Component SolutionsT" Project: Input by: KAMI HENDERSON Address: Job Name: CALCS Project#: J5 RFPI 20 11.875" - PASSED Level:MAIN Level HLiHLHH HI 1 El / .., ,.._ .. ......, f'.' —14-—4--P4P-..''''...,, ,,,.t-, .. .:.-. ,,,,,-„, ' ..----,..-,:-,1: ..77,„, .• ',---.— 4-4,,,,,,‘,,,,,...., ,, 117/8 El / = = 1 D.Fir 2 D.Fir I 9'2" 9'2" t /47( 1 3/4" Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16"o.c. Design Method: ASD 1 244 73 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 244 73 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: 3/4 APA Rated Sturd-l- ImportanceNormal FloorOSB Nailed and : Glued Temperature: Temp<=100°F Ceiling: Gypsum 1/2" General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1 -D.Fir 3.500" 24% 73/244 318 L D+L 2-D.Fir 3.500" 24% 73/244 318 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 657 ft-lb 4'7" 3640 ft-lb 0.181(18%)D+L L Shear 302 lb 2 3/4" 1420 lb 0.213(21%)D+L L LL Defl inch 0.027(L/3815) 4'7" 0.218(L/480) 0.130(13%) L L TL Defl inch 0.036(L/2935) 4'7" 0.290(L/360) 0.120(12%) D+L L ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const. 1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF Notes chemicals 5.Provide lateral support at beanng points to avoid Manufacturer Info PACIFIC LUMBER&TRUSS CO. lateral displacement and rotahon Calculated Structured Designs is responsible only of the Handling&Installation Web sbffeners for point load as shown Minimum Roseburg Forest Products 10515 SWALLEN BLVD,OREGON 4500 Riddle By-pass Rd structural adequacy of thisdrtor7TheonL.tbasietd,:h ttrgee 1.Most flanigr itnust not hoe,:trizitdrpitcjIttct,fltotrttatIon 7 2irit load beanng ength, 5 nches fie roofs prolvide proper'drainage th prevent Riddle,OR 97469 503-858-9663 'ri:bgionsitocil=theendmistergand/or the contractor to 2 ri;r1:7orefl:rdetails,shffener tables,web hole onding ensure the component suitability of the intended chart,bndging details,multi-ply fastening details and b (541)784-4005 applicaton,and to verify the dimensions and loads. handling/erection details www.roseburg.com Lumber 3.Damaged IJoists must not be used APA:PR-L259,ICC-ES:ESR-1251 Pacifi umber mes top flange to be laterally restrained 1.Dry service conchbons,unless noted otherwise 4.Design assuby attached sheathing or as ified in engineenng Z!Joist not to be treated with fire retardant or corrosive nspec otes. This design is valid until 1/7/2022 & TRUSS EWP Studio Version 19.12.001 Powered by iStrucr. =1