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CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 RECEIVED Structural Calculations MAR 2 0 2018 CITY OF TIGARD BUILDING DIVISION Polygon at River Terrace Single—Family ���G:NF,4 6,c, 0,, Plan 3410.2B DL SG ,, 1, qkØeyjg Tigard, OR �4REG6N1(1_\.k.,,,!FS° 22T ,���E � Design Criteria: 2017 ORSC (2015 IBC) 02/05/2018 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 152,i8_2018.02.u5_R1 SF_Suspended Garage_Plan 34i u.eB DL-SG_Structural Calculations(2017 ORSC).pdf Page 1 of 50 CT ENGINEERINGG INC 180 Nickerson St. 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 two-story wood-framed with daylight basements. Roof framing is comprised of pre- manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open- web floor trusses. Main floor and bottom floor framing is comprised of pre-manufactured wood I-joists. Garage floor framing over crawlspace is comprised of sawn lumber 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 51 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 2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 2 of 50 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_3410.2 DL-SG ROOF Roofing 3.5 psf Misc. 0.9 psf 5/8" plywood/OSB 2.2 psf Roof framing 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 2.8 psf NO gypsum concrete 0.0 psf 3/4" plywood/OSB 2.7 psf Floor framing 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 1.7 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.02 05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 3 of 50 e E I MIN. HDRGABLE END TRUSS MIN. HDR ii' ..- RB.b __...._............_.._.....................................1 _...._.....i......................__...... RB b2 ',A1 a 1 I II I jH 1 1 USSES AT 24" 0.4. TYPICAL t I i A''' o •Iv12 Iro 1 N 1 A : , , , , : ,•.••. „ f 1 • I 1 t___...._.._— �� rj22"x30"� , o �I ATTIC I= 1!ACCESS 1 1N • I I I I . • I 1 RB b6 1 MIN. HDR GABLE EN TRUSS 11 GABLEEND (TRUSS , I- T J RB.b5MIN.1 HDR 1 I -_- }_-_--"i. I I GABLE END!7TRUSS I L _I Plan 34108 ROOF FRAMING PLAN 1 5238da_Ilf.t M 151-_buspendeo Garage_Plan 4410.213 UL-J1_Structural c,alcuiatlons(201/UHS(,).par AMERICAN MODERN Page 4 of 50 / P3 8 S1.2 STHD14 STHD1 4 14- 0 0 Du94X10 HDR STHD®® '{� 7 HD126 T2)2X8 HO 41 2)2X8 HD' 2)2X8 HDR ‘ "7 2)2x8 Hg�1-�BR4 1� r � ate, ;11 1 1 c • ;i 1 cc 7 '(~`I1 (2) KING STUDS - j.�1_..._ I1 N/ TRIM SiJJ ... 61 1 11 EACH Si DE :MIN. i N II, I 1 11 ' N Ir`' i;i FIXTJRES ABOVE---f I / ii r ,(fid w 1' ( II ~ -�. I ES 6 Q 1 N OJ X '.i N Es1FIXTURES S X I CV 1 ! : I fag'. N I / r -BEARINTG WALL THIS ,-.+H,-'14-- . ! S 3YXi B, z% ! :c *LSL 3 _;-..FB SIDE F8 f B.? 6 1B y1 I� (' h1 G 1�,.-= i i\si5TTAIR /I1 t iti Ba i ro THIS i' y i 11 �/1 �i1 \�FRAMING/ II'< • I N t`,,� I \ / 1':� C N y� 7277371.677.... \\ J p E.8 € B.ci ■ \-STI ,4 STHD14 \ t_........1 LSC 1314 FB • 2X8 @ 16 0.C. ,0....................v.._............1. TOP OF CLOSET r---, /A\ Ih. 1 a / Sim.\\ I 3 3 .1 14 • . ,.; L' G, I P- I Q O 6 .,, • k -- r ` + 14 11-(�7-717 --7 RIM IIBOA Dm n iz I a CRICKETB.17 „,cE21-1.1d Mj 1 4X 0 Hs• 2)2X8 HDR..._ sa , . i =w til - I ID FLOOR71 I W N 18 � a ru ST37 I' Jj TO RIM s 1 S61 �® 6I EXTEND y' d � �l P CHORD�I L<,"—z -Cc�J+-317 t' F', , . c,r -- €`_,A 1 1 4I B 1� RIM I STHD14! IntSTHD14igalli • sJgill i. 0 TRUCTURAL FACISA STIC FRAME ��' li 10 o • g [I A10 - (2).X8 HOP i a : 2i1 -10 ROOF!TRUSSES I= c • ®2'4" O.C. i, 1m I i 1 1 I 1 L_,I GABLE END TRUSS J 4X4 POST 4X4 POST le MAIN LEVEL SHEARWLLS Plan 34108 UPPER LEVEL FLOOR FRAMING 1/4"=1.-0" AMERICAN MODERN 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 5 of 50 6X6 P . POST \OD _1 .2 ? 1 - \ 6X8 P .HDR X:LA' ®ti O1 ago 1,1 2X FT LEDGER ® TO o D TRUSS goo HDUB '_'THD1'I STHDI STHD14 -JQ'tt��B 1 u .12)2X10 HDR 4X10 HDR 2 2X10 HDR .usz�__._._ . .-.. id 4X 0 HD' (2)KINCIS :`..3 . 4 BBvB.3M1, i V4/TRI 1 STU EACH SI 1E MI z ALT 1 / 6X6 POS POST' BB. 7 [ B3.6 ABOVTBB 5 5hX1 Y.(3]ROP BEAM uu SYX7'�FB 4X8 HD•': L3SL TP/4 B DE DE P6 _TTI I _ I DfURN I _< r.....r I BEARING LL I STHD14 all P4 STHD14 J OPE S AIR SLAB ON GRADE 44 22 SEE FOUNDATION PLAN(A6) 'e ,7 2D m a) _ D4 t M X113b r r I 1 I ,RAWISPACE 1 P7 POSTS PDNY WALL BELOW LSL r _, LSL 3 XL3 AM NW rSTRAPS 19 L _J ABOVE AI 7_ I 1 i NW -rr XURE 0111014STHD14 _ AFlBOTiE m 0 I I LI,---.---_-__ I PONY WALL L J LEVEL SHEAR WLLS Plan 3410.2B BASEMENT AAND FIRST FLOOR FRAMING 1/4'=1'-0' AMERICAN MODERN 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 6 of 50 20'-10" �� 6'-83/4' 6'-83/4" '-0%q 4 VIP I I oma— 1 14-1 aE 1-04114-1 L_J L_J L_J Me CONC. SLAB 1-10'-49" i N T.O.S. 34'-0' 11'-23/4" 5'-0" 4'-7y" 13-2" 't - I-9-549" n © T.O.S. Ilk a 1VP CIP , i vriiriieeror H. .n I ��2x4 PONY o wsr......riiou�mi .n I� WALL I-10'-13/41 ® II - In to 3'-8 Y 6'-3" 6'-3' 6'-3" 6"-3" 3'-8Yq" I r I n{ '1-1 Ii ^t 1r__1 rT1 CB.2—Lr-�1 r+, J1rI-� } 4 :� : _ _ ---"="-H-1 TYPE U.NRO I H 1 i-'N-H—_ ,-4------v __J LTJ ee n I "� !'0-148"I n . U I ® BASEMENT , I F Y FINISHED FLOOR I rn 30"X30"X10"FTG. N 6 7y, 6,-0. MIIIM L_J Me C 6'-7y" ,N IwL J_ _' ABU 606 POST li "� I I r-I-'� r I !BASE I 1 r--, CB.1 I o o 2x4 •ONYJ I N I �A ' I L J I --t—_—_—� �� I WALL L__� --1 _I L_ i -- Li ___ FURNACE I4URN 1 ® ^t-1- I I e n SID PB ���®o�w ''30VE=.-1T __7, _ � -I Y BRG WALL I iia. a .v.�u..ra..ii..Or i.i ie 1 W/FTGMEE { ® ®__ - 3'-5Y21 % 0'-03/4 1 IS 511-014STHD14 i� K ©ThIDE < T.O.S. t FL I I STEPPED VERIFY GARAGE SLAB HEIGHT! m_1-1 FOOTING AS WIN GRADING PLAN III NEEDED PER 24X30 CR6WLSPACE I GRADE 314' CONC. SLABL_J ACCESS HATCH 5 Tr 2x6 PONY WALL D5 N gIn T.O.W. W POST UP t 11 I o ® J r POST UP INSTALL CONTINUOUSLY IV OPERATED MECHANICALLY VENTILATION SYSTEM T.O.W Eark IBM An MI IV � 18' SY2" AT IRE TRANLSPAC£ I POST UP r. irk r 'RPAl3x111 BLOCK OUT T.O.S. ®STEM WALL TYP. n J - e 0 " r 'drk - FIRST FINISHED EMI T.0.5.iiP I .+ I _- FLOOR Q , SS-1214 __ STHD14 .if FIXTURE VP e mar . ® Illar m 1 I --�-- ABOVE Q I II jI I 1'-10" 16'-3" 1_4y2 -I 6'-6" _ - 8'-0Y2 34'-0" I 314' CONC. SLAB Ia a SLOPE 3" I .N Z I THICKENED SLAB EDGE TOP OF SLAB En. 0 FRAMING CONTRACTOR SHALL VERIFY HOLDOWN LOCATIONS PRIOR TO POURING FOUNDATION. Plan 3410.2B FOUNDATION PLAN 1/4'=1'-0" AMERICAN MODERN 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 7 of 50 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14252_Plan-3410.ECW:ROOF FRAMING Description 3210B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x6 2-2x8 2-2x8 2-2x6 2-2x4 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 5.500 7.250 7.250 5.500 3.500 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status I No No No No No No No Center Span Data Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 60.00 60.00 270.00 270.00 60.00 60.00 270.00 Live Load #/ft 100.00 100.00 450.00 450.00 100.00 100.00 450.00 Results Ratio= 0.8084 0.5276 0.9656 0.7094 0.5276 0.8084 0.3153 Mmax @ Center in-k 7.26 10.14 29.77 21.87 10.14 7.26 9.72 @ X= ft 2.75 3.25 2.62 2.25 3.25 2.75 1.50 fb:Actual psi 1,185.3 670.4 1,132.7 832.2 670.4 1,185.3 369.8 Fb:Allowable psi 1,466.3 1,270.8 1,173.0 1,173.0 1,270.8 1,466.3 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 40.8 101.1 82.2 40.8 56.3 44.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs' 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 @ Right End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 LDeflectionS Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.045 -0.037 -0.020 -0.045 -0.089 -0.004 UDefl Ratio 744.5 1,750.2 1,690.7 2,684.8 1,750.2 744.5 9,061.1 Center LL Defl in -0.148 -0.074 -0.062 -0.034 -0.074 -0.148 -0.007 UDefl Ratio 446.7 1,050.1 1,014.4 1,610.9 1,050.1 446.7 5,436.6 Center Total Defl in -0.236 -0.119 -0.099 -0.054 -0.119 -0.236 -0.011 Location ft 2.750 3.250 2.625 2.250 3.250 2.750 1.500 UDefl Ratio 279.2 656.3 634.0 1,006.8 656.3 279.2 3,397.9 15238_2018.02.05 RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 8 of 50 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14252 Plan 3410.ECW Floor Framing Description 341 OBD FLR FRMG 1 OF 3 Timber Member Information B.1 8.2 B.3 5.4 B.5 8.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fr,No.2 Douglas Fir- Douglas Fr- Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft' 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 180.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 180.00 40.00 40.00 440.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft Results Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 41.83 39.70 11.81 177.87 @ X= ft 2.75 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 80.3 54.3 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 207.0 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.018 -0.009 -0.005 -0.039 -0.021 -0.006 -0.115 UDefl Ratio 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defl in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 UDefl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 548.0 Center Total Defl in -0.047 -0.023 -0.014 -0.072 -0.049 -0.013 -0.422 Location ft 2.750 1.750 1.500 3.250 2.750 1.500 7.000 L/Defl Ratio 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 398.5 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 9 of 50 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14252_Plan3410.ECW:FIoorFraming Description 3410BD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Level,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- iLevel,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 900.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 180.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,600.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 1,606.00 688.00 LL lbs 2,327.00 770.00 @ X ft 1.750 9.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 565.00 LL lbs 935.00 @ X ft 0.500 Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 ( Mmax @ Center in-k 15.04 80.19 6.25 47.36 12.72 24.05 207.03 @ X= ft 2.25 4.50 3.10 1.75 2.00 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -37.62 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 658.1 948.9 222.5 420.7 1,810.8 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv:Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max.DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 810.00 1,606.39 960.50 500.00 687.50 1,956.07 LL lbs 810.00 2,160.00 2,326.94 1,583.50 560.00 770.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 1 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 10 of 50 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 2 14252_Plan_3410.ECW:FIoor Framing Description 341 OBD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 UDefl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 UDefl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ftl 2.250 4.500 6.048 1.750 2.000 2.750 8.448 UDefl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Defl in -0.035 Cantilever LL Defl in -0.032 Total Cant.Defl in, -0.067 UDefl Ratio1,074.5 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 11 of 50 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14252_Plan 3410.ECW:FIoor Framing Description 341 OBD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a17 B.18 B.19 B.20 Timber Section [VL5.250x16.000 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fr- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 20.00 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 LL lbs 770.00 @X ft 10.500 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 Results Ratio= 0.8927 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 166.5 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK 1 Reactions @ Left End DL lbs 3,953.17 385.00 60.00 669.37 187.50 LL lbs 6,615.12 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 385.00 60.00 669.37 187.50 LL lbs 5,729.87 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 735.00 160.00 1,785.00 500.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.006 -0.000 -0.094 -0.006 UDefl Ratio 665.9 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.000 6.375 2.500 UDefl Ratio 243.0 3,668.2 63,514.7 610.6 3,793.9 15238_2018.02.05_RT SF Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 12 of 50 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 11:42AM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 „. I 15238 riverterrace 3410.2.ecw:Calculations _ Description 3410.2 FIRST FLOOR FRAMING (1 OF 2) Timber Member Information BB.1 88.2 BB.3 BB.4 BB.5 68.6 BB.7 Timber Section 6x10 4x8 2-2x10 2-2x10 LVL:3.500x11.875 LVL:5.250x11.875 LVL:5.250x11.875 Beam Width in 5.500 3.500 3.000 3.000 3.500 5.250 5.250 Beam Depth in 9.500 7.250 9.250 9.250 11.875 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Level,LSL 1.55E iLevel,LSL 1.55E Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 850.0 850.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 170.0 180.0 150.0 150.0 310.0 310.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,300.0 1,300.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data ,,.c ✓✓.ami ,:- ,MF: rags air s.h,•., -..;;rm.4r.. � ,,z ,.. .........-._, .ae,,a ac :: ,ea. .......:.....v,.. Span ft 6.00 6.75 2.50 6.00 10.00 6.25 13.00 Dead Load #/ft 210.00 90.00 143.00 143.00 251.00 165.00 165.00 Live Load #/ft 560.00 240.00 380.00 380.00 670.00 440.00 440.00 Dead Load #/ft 640.00 265.00 Live Load #/ft 893.00 440.00 Start ft End ft 6.000 6.250 Results Ratio= 0.9683 0.5467 0.1226 0.7060 0.7223 0.2676 0.5346 Mmax @ Center in-k 124.36 22.55 4.90 28.24 138.15 76.76 153.37 @ X= ft 3.00 3.37 1.25 3.00 5.00 3.12 6.50 fb:Actual psi 1,503.2 735.6 114.6 660.1 1,679.4 622.1 1,243.0 Fb:Allowable psi 1,552.5 1,345.5 935.0 935.0 2,325.0 2,325.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 147.6 54.3 13.6 63.1 134.3 67.8 80.2 Fv:Allowable psi 195.5 207.0 150.0 150.0 310.0 310.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions - may @ Left End DL lbs 2,550.00 303.75 178.75 429.00 1,255.00 1,343.75 1,072.50 LL lbs 4,359.00 810.00 475.00 1,140.00 3,350.00 2,750.00 2,860.00 Max.DL+LL lbs 6,909.00 1,113.75 653.75 1,569.00 4,605.00 4,093.75 3,932.50 @ Right End DL lbs 2,550.00 303.75 178.75 429.00 1,255.00 1,343.75 1,072.50 LL lbs 4,359.00 810.00 475.00 1,140.00 3,350.00 2,750.00 2,860.00 Max.DL+LL lbs 6,909.00 1,113.75 653.75 1,569.00 4,605.00 4,093.75 3,932.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.039 -0.024 -0.000 -0.016 -0.075 -0.013 -0.093 UDefl Ratio 1,826.5 3,426.7 61,399.2 4,441.5 1,608.6 5,769.2 1,670.7 Center LL Defl in -0.067 -0.063 -0.001 -0.043 -0.199 -0.027 -0.249 L/Defl Ratio 1,068.5 1,285.0 23,105.5 1,671.4 602.6 2,819.0 626.5 Center Total Defl in -0.107 -0.087 -0.002 -0.059 -0.274 -0.040 -0.342 Location ft 3.000 3.375 1.250 3.000 5.000 3.125 6.500 L/Defl Ratio 674.1 934.6 16,787.9 1,214.4 438.4 1,893.7 455.7 15238_2018.02.05_RT SF Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 13 of 50 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 11:42AM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 15238 riverterrace 3410.2.ecw.Calculabons Description 3410.2 FIRST FLOOR FRAMING (2 OF 2) Timber Member Information �,,: b;, �;- � ,,: yam"�.,�. : �,,:,. ;: � �,�-• ,; � BB.8 BB.9 Timber Section _VL:1.750x11.875 2x8 Beam Width in 1.750 1.500 Beam Depth in 11.875 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 Fv-Basic Allow psi 310.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 Load Duration Factor 1.000 1.000 Member Type Manuf/Pine Sawn Repetitive Status No Repetitive Center Span Data Span ft 3.00 9.00 Dead Load #/ft 45.00 20.00 Live Load #/ft 120.00 53.00 Cantilever Span y Span ft 1.50 Uniform Dead Load #/ft 20.00 Uniform Live Load #/ft 53.00 Results Ratio= 0.0233 0.5667 Mmax @ Center in-k 2.23 8.74 @ X= ft 1.50 4.46 Mmax @ Cantilever in-k 0.00 -0.99 fb:Actual psi 54.2 664.7 Fb:Allowable psi 2,325.0 1,173.0 Bending OK Bending OK fv:Actual psi 6.1 40.8 Fv:Allowable psi 310.0 150.0 Shear OK Shear OK Reactions n •, xxa,,; ara, ;:,muwxcoswr ,:w:aw� .:mmx�r, ; ;s�; :, rr� r. r ;.,,, „.:..,::swr.. w,.z'. @ Left End DL lbs 67.50 87.50 LL lbs 180.00 238.50 Max.DL+LL lbs 247.50 326.00 @ Right End DL lbs 67.50 122.50 LL lbs 180.00 324.62 Max.DL+LL lbs 247.50 447.12 Deflections Ratio OK Deflection OK • Center DL Defl in -0.000 -0.045 L/Defl Ratio 166,158.7 2,426.8 Center LL Defl in -0.001 -0.126 L/Defl Ratio 62,309.5 854.8 Center Total Defl in -0.001 -0.171 Location ft 1.500 4.500 L/Defl Ratio 45,316.0 632.2 Cantilever DL Defl in 0.022 Cantilever LL Defl in 0.059 Total Cant.Defl in 0.081 L/Defl Ratio 444.6 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 14 of 50 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 1:24PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 15238_averterrace 3410.2.ecw:Calculations Description 3410.2 CRAWLSPACE FRAMING Timber Member Information CB.1 CB.2 Timber Section 4x10 4x8 Beam Width in 3.500 3.500 Beam Depth in 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.50 6.25 Dead Load #/ft 180.00 139.00 Live Load #/ft 480.00 370.00 Results Ratio= 0.7760 0.8314 Mmax @ Center in-k 41.83 29.82 @X= ft 3.25 3.12 fb:Actual psi 838.0 972.7 Fb:Allowable psi 1,080.0 1,170.0 Bending OK Bending OK fv:Actual psi 76.3 76.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 585.00 434.37 LL lbs 1,560.00 1,156.25 Max.DL+LL lbs 2,145.00 1,590.62 @ Right End DL lbs 585.00 434.37 LL lbs 1,560.00 1,156.25 Max.DL+LL lbs 2,145.00 1,590.62 Deflections Ratio OK Deflection OK Center DL Defl in -0.020 -0.027 UDefl Ratio 3,985.0 2,795.0 Center LL Defl in -0.052 -0.071 L/Defl Ratio 1,494.4 1,050.0 Center Total Defl in -0.072 -0.098 Location ft 3.250 3.125 L/Defl Ratio 1,086.8 763.3 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 15 of 50 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & Joist Page 1 15238_garage floor framing.ecw:Calculations Description GARAGE FLOOR FRAMING Timber Member Information i. GB1A GB1B GB2A GB2B Timber Section 2-2x12 2-2x12 4x12 4x12 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 11.250 11.250 11.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status Repetitive Repetitive No No Center Span Data it Span ft 6.25 6.25 5.75 5.75 Dead Load #/ft 87.00 87.00 406.00 406.00 Live Load #/ft 53.00 250.00 Point#1 DL lbs LL lbs 3,000.00 3,000.00 @ X ft 3.130 2.880 Results Ratio= 0.1326 0.9903 0.4451 0.9823 -I, SZIONSMft Mmax @ Center in-k 8.20 61.26 32.53 71.80 @X= ft 3.12 3.12 2.87 2.87 fb:Actual psi 129.6 968.0 440.7 972.5 Fb:Allowable psi 977.5 977.5 990.0 990.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.7 75.3 48.9 87.5 Fv:Allowable psi 150.0 150.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions MEE @ Left End DL lbs 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,497.60 718.75 1,497.39 Max.DL+LL lbs 437.50 1,769.47 1,886.00 2,664.64 @ Right End DL lbs 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,502.40 718.75 1,502.61 Max.DL+LL lbs 437.50 1,774.27 1,886.00 2,669.86 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.015 -0.015 UDefl Ratio 11,619.6 11,619.6 4,591.4 4,591.4 Center LL Defl in -0.004 -0.057 -0.009 -0.031 L/Defl Ratio 19,073.7 1,316.3 7,456.4 2,233.1 Center Total Defl in -0.010 -0.063 -0.024 -0.046 Location ft 3.125 3.125 2.875 2.875 L/Defl Ratio 7,220.8 1,182.4 2,841.6 1,502.4 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 16 of 50 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:23PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Square Footing Design Page 1 15238 riverterrace 3410 2 ecw:Calculations ,.--r<;;yviyri.x-a,..«.:r ,' ,;, ,,,- :adr..txr,�,m':•';Y�'. �,'%:.sro?5z�?. '� ;- ;: ,i,.3»c�-. ,.,r�„ds"_. . - Description FTG F1 General Information Dead Load 0.870 k Footing Dimension 1.500 ft Live Load 2.310 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 Reinforcing 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 � Footing OK 1.50ft square x 10.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,538.33 psf Vu:Actual One-Way 1.97 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 511.67 psf Vu:Actual Two-Way 14.73 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.45 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_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 17 of 50 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:51 PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Square Footing Design Page 1 f J �+ 15238_riverterrace_3410.2.ecw:Calculations Description FTG F2 General Information woommwem Dead Load 4.030 k Footing Dimension 2.750 ft Live Load 10.050 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 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 Reinforcing 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 0.594 in2 As Req'd by Analysis 0.0011 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary i Footing OK 2.75ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,986.82 psf Vu:Actual One-Way 28.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 657.89 psf Vu:Actual Two-Way 84.01 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 2.40 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 6.13 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 18 of 50 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238 garage floor framing.ecw:Calculations Description TYP GARAGE FTG General Information Dead Load 2.300 k Footing Dimension 2.000 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 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 Reinforcing 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 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,450.00 psf Vu:Actual One-Way 9.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 700.00 psf Vu:Actual Two-Way 28.67 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.82 k-ft/ft 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 8.30 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.05_RT SF Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 19 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 1 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Criteria Soil Data Footing Strengths&Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 0 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As /o = 0.0014 Heel Active Pressure = 35.0 Toe Width - 0.33 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingllSoil Friction = 0.400 = 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 = 100.0 lbs Axial Load Eccentricity = 0.0 in = 0.0 lbs Design Summary Stem Construction Top Stem yy Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete ThiSoil Pressure @ Toe = 525 psf OK Rebar Sizekness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 6.13 OK Sliding = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Ford - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting Footing Design Results Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: 15238_2018.02.05_RT SF Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 20 of 50 Title: Job# Dsgnr: Date: 3:41PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Design Desi n Page 2 1 15238_dverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 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= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 21 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 1 15238_nverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG Criteria Soil Data 1 Footing Strengths&Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 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 Toe Width = 0.33 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingilSoil Friction = 0.400 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 Stern Axial Dead Load Axial Live Load = 100.0 lbs = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem . -,,,,,,,,4, ..::: Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,266 psf OK Rebar Sizekness = 8.00 Soil Pressure @ Heel = 128 psf OK Rebar = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Shear Allowablesi= 93.1 Overturning = 2.56 OK p Sliding = 2.58(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection ��, , q Modular Ration' = Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: 15238_2018.02.05 RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 22 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 2 I 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG Summa of Overturnin. & Resisting Forces & Moments j OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 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= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 23 of 50 Title: Job# Dsgnr: Date: 3:41PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 1 15238_nverterrace_3abd.ecwBASEMENT WALL NO Description CANT RET WALL H=6'NO SOG Criteria Soil Data 7 Footing Strengths&Dimensions ..:::KY. / •. _ w„wYri,✓/� ,KIN,kH9jx, .%/,fYiy 5„.:'.F SkKlk;neks: g�i%i' 4:,.95Y 'l`/ Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 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 Toe Width = 0.67 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem I Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary ` Stem ConstructionTop Stem - Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 16.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable Overturning = 2.38 OK psi= 93.1 Sliding = 1,81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results "` Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 24 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 2 15238_riverterrace_3abd.ecw:BASEMENT WALL NO 1 Description CANT RET WALL H=6' NO SOG Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 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= 100.0 1.00 100.3 Load @ Stem Above Soil = Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.29 DL-SG_Structural Calculations(2017 ORSC).pdf Page 25 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 1 15238_riverterzace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Criteria Soil Data , Footing Strengths&Dimensions _:.sw�:�xiw��ixiska:+�c;,;c�.�. - ,. �: ;.,.,�,rrw.�:... ;r�W.. ?, ,.•�ry:;: - -.,,. Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 9 P 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 Toe Width = 1.33 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 eel Width = 4.83 Water height over heel = Total Footing Width = 4.83 0.0 ft Soil Density = 110.00 pcf g Footing Thickness = 12.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Alimmt Axial Live Load = 0.0 lbs Design Summary i Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Soil Pressure @ Heel = 744 psf OK Rebar Size = # 5 Allowable = 3,000 psf Rebar Spacing = 8.00 Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf /FB+fa/Fa = 0.806 Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs Psi Solid Grouting = Footing Design Results Special Inspection = Modular Ration' = Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ftp# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 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: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 26 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 2 15238_riverterrace_3abd.ecw:BASEMENT WALL NO 1 Description CANT RET WALL H=10' NO SOG 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 = 2,960.8 3.41 10,106.3 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= 100.0 1.66 166.3 Load @ Stem Above Soil = Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 27 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 1 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria Soil Data t Footing Strengths&Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 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 Toe Width = 1.75 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 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 I' Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in �..,,:,• Axial Live Load = 0.0 lbs Design Summary Stem ConstructionTop Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK ThiRee = 8.00 R Soil Pressure @ Heel = 1,092 psf OK Rebar r Sizize = # 5 Allowable = 3,000 Rebar Spacing = 5.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 WaOverturning -ll Stability erturninRatios Shear Allowable psi= 93.1 9 3.19 OK Sliding = 1.50(Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Pm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 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: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: 15238_2018.02.05 RT SF Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 28 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered RetainingWall Di Page 2 Design 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning &Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 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= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 15238 2018.02.05_RT SF Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 29 of 50 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3410.2 ABD 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= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S,= 0.50 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMI= Fs,"Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.50 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 SDC, = 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 no= 3.0 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_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 30 of 50 2015 IBC EQUIV.LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3410.2 ABD Sips= 0.78 h„ = 29.58 (ft) SDI= 0.50 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.254 ASCE 7-10(EQ 12.8-7) Si= 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=SDI/(T*(R/IE)) (for T<TL) 0.303 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDi*TO/(T2*(R/IE)) (for T>T3 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 St)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>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) C = DIAPHR. Story Elevation Height AREA DL w, w, *h;k w„ *h„k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 29.58 29.58 1400 0.020 28 828.2 0.46 3.49 3.49 2nd 9.08 20.50 20.50 1460 - 0.025 36.5 748.3 0.42 3.15 6.63 1st 11.33 9.17 9.17 960 0.025 24 220.1 0.12 0.93 7.56 Bsmt 9.17 0.00 SUM= 88.5 1796.6 1.00 7.56 E=V= 10.58 E/1.4= 7.56 15238 2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 31 of 50 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART: CT PROJECT#: 15238_3410.2 ABD F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 29.58 29.58 Roof Mean Ht.= 31.29 31.29 ft. --- --- Building Width= 34.0 46.3 ft. Basic Wind Speed 3 sec Gush= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30A= 21.6 21.6 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3oc= 17.2 17.2 psf Figure 28.6-1 Ps3o o= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 K:c= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 \*Kzt*Iw*windward/lee : 1.00 1.00 Ps =A*Kzt*I*Ps3o= (Eq.28.6-1) Ps A = 21.60 21.60 psf (Eq.28.6-1) Ps B = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps D= 11.80 11.80 psf (Eq.28.6-1) Ps A and c average= 19.4 19.4 psf Ps B and D average= 13.3 13.3 psf a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 32.65 MAIN WIND-ASCE 7-10 CHAPTER 28 PARTS 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) 33.00 3.4 0 46.51 0 69.77 0 46.51 0 111.7 Roof --- 29.58 29.58 4.5 61.74 0 92.62 0 61.74 0 148.2 0 4.3 5.9 4.44 4.44 5.89 5.89 2nd 9.08 20.50 20.50 10.2 138.8 0 208.2 0 138.8 0 333.2 0 5.6 7.6 6.58 11.02 8.73 14.62 1st 11.33 9.17 9.17 10.3 139.4 0 209.1 0 139.4 0 334.7 0 5.6 7.6 6.61 17.62 8.77 23.39 Bsmt 9.17 0.00 AF= 966.1 AF= 1314 15.5 21.0 V(F-B). 17.62 V(S-S). 23.39 kips kips kips kips 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 32 of 50 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3410.2 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 --- 29.58 29.58 0.00 0.00 0.00 0.00 4.44 4.44 5.89 5.89 2nd 9.08 20.50 20.50 0.00 0.00 0.00 0.00 6.58 11.02 8.73 14.62 1st 11.33 9.17 9.17 0.00 0.00 0.00 0.00 6.61 17.62 8.77 23.39 Bsmt 9.17 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 17.62 V(S-S)= 23.39 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 9.08 18.5 18.5 4.44 2.66 2.66 5.89 3.53 3.53 2nd 11.33 10.5 10.5 6.58 3.95 6.61 8.73 5.24 8.77 1st 9.17 0 0 6.61 3.96 10.57 8.77 5.26 14.03 Bsmt 0 0 V(F-B)= 10.57 V(S-S)= 14.03 kips kips 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 33 of 50 Design Maps Summary Report ZIJSGS 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 2rru i g p/,,., I5000m avertUKl ‘. 94 -N iiwa ukie is?1ni ..., .,,: . and Lake Oswegta ," 7 .. latin r a uest„ F __...:02015 M pQu t;� data , ,,,,„„w C M pQI€s USGS-Provided Output Ss = 0.972 g Sr.'s = 1.080 g SDS = 0.720 g Si = 0.423 g SMI = 0.667 g SDI = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEill Response Spectrum Design Response Spectrum 0.Se 110 00 O.SS 0."4 0.77 0.SC IN se - a 040 tat < p_32 0 33 0 24 0 22 0.1S on sot 0 00--__.. .__. _._. ._ ...... - 0 000. 04 0.20 0.40 0.50 0.20 1 1.20 1.40 1.55 Leo 200 0.00 020 00.40 0.60 0.25 1.c 5 1.25 1.45 1 55 1 20 2_-20 Period, T(sac) Period, T(oec) " FY 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_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 34 of 50 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 1 U I J Deck f Patm 4 xr, I -,,4 .-04" t f T o f �P e I n T + I I x I f - r i .r B1a 1 p�y� a�Ba BIb D,LD DI nP B B•1 5x,1, ..... _ ,— I 6 e P EGRESS I W.-....., . __ °5._6. J o onL.. i L OMR sux;�' x eS3;yk/ ki e� • �r xe Ur ,xo�° ri t Oo Kitchen.� L. 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FLOOR b s, • � t BEEP AN B2a 1 r — R ( I r .y :._. - .... ... — D --`— ( /i e Porth noxa ABOVE rw 83rD f Bab ,� B � 1,..7_,„,, 'B . P vdr ROCK ABD�E I i i m i I i i i I i i i i i11 1i E i i i _ 1 a i 6-s 1 s-9 °-x�• i �_. i ,xn� x-�:•�x-B•ix_a% i L- E-�- _k J 6 B6�: l x B r- x D-, �s Plan 3410.28 UPPER LEVEL PLAN Plan 3410.2B MAIN LEVEL PLAN Plan 3410.2B BASEMENT LEVEL PLAN AMERICAN 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 35 of 50 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3410.2 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.49 kips Design Wind F-B V i= 2.66 kips Max.aspect= 3.5 Sum Seismic V i= 3.49 kips Sum Wind F-B V i= 2.66 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rom Unet OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 700 35.0 36.3 1.00 0.15 1.33 0.00 1.74 0.00 1.00 1.00 50 P6TN P6TN 38 15.68 85.64 -2.04 -2.04 11.98 63.44 -1.50 -1.50 -1.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 259 10.0 12.0 1.00 0.15 0.49 0.00 0.64 0.00 1.00 1.00 64 P6TN P6TN 49 5.80 8.10 -0.25 -0.25 4.43 6.00 -0.17 -0.17 -0.17 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 441 17.0 19.5 1.00 0.15 0.84 0.00 1.10 0.00 1.00 1.00 65 P6TN P6TN 49 9.88 22.38 -0.77 -0.77 7.55 16.58 -0.55 -0.55 -0.55 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 - - 0 0.0 0.0 s<« 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 62.0 62.0=L eff. 2.66 0.00 3.49 0.00 EVw;ld 2.66 EVEQ 3.49 Notes: denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 36 of 50 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3410.2 ABD I Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 3.15 kips Design Wind F-B V i= 3.95 kips Max.aspect= 3.5 Sum Seismic V i= 6.63 kips Sum Wind F-B V i= 6.61 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 Rornn Unet Us„n, OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A4 605 23.0 25.5 1.00 0.25 1.64 0.83 1.30 1.08 1.00 1.00 104 P6TN P6TN 107 23.85 65.98 -1.89 -1.89 24.66 48.88 -1.08 -1.08 -1.08 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A5368 14.0 16.5 1.00 0.25 0.99 0.50 0.79 0.66 1.00 1.00 104 P6TN P6TN 107 14.54 25.99 -0.86 -0.86 14.95 19.25 -0.32 -0.32 -0.32 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 212 10.0 12.5 1.00 0.25 0.57 0.58 0.46 0.76 1.00 1.00 122 P6TN P6TN 115 12.17 14.06 -0.20 -0.20 11.53 10.42 0.12 0.12 0.12 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 Ext Al 127 6.0 8.5 1.00 0.25 0.34 0.35 0.27 0.45 1.00 1.00 121 P6TN P6TN 116 7.24 5.74 0.28 0.28 6.93 4.25 0.50 0.50 0.50 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A8 148 7.0 9.5 1.00 0.25 0.40 0.40 0.32 0.53 1.00 1.00 121 P6TN P6TN 114 8.49 7.48 0.16 0.16 8.00 5.54 0.39 0.39 0.39 - 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 - 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0:0 '' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 _1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ;,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 60.0 60.0=L eff. 3.95 2.66 3.15 3.48 1.00 V�,,d 6.61 1;V50 6.63 Notes: denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 37 of 50 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3410.2 ABD Diaph.Level: 1st Panel Height= 8 ft. Seismic V I= 0.93 kips Design Wind F-B V i= 3.96 kips Max.aspect= 3.5 Sum Seismic V i= 7.56 kips Sum Wind F-B V i= 10.57 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Us„m Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A9 480 23.0 23.0 1.00 0.35 1.98 1.49 0.46 1.45 1.00 1.00 83 P6TN P6TN 151 15.30 83.32 -3.05 -3.05 27.78 61.72 -1.52 -1.52 -1.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A10 480 34.0 34.0 1.00 0.35 1.98 2.64 0.46 2.79 1.00 1.00 96 P6TN P6TN 136 26.02 182.07 -4.68 -4.68 36.98 134.87 -2.94 -2.94 -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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.D 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0` 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 960 57.0 57.0 =L eff. 3.96 4.13 0.93 4.24 EVmnd 8.09 ZVEQ 5.17 Notes: denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.23 DL-SG_Structural Calculations(2017 ORSC).pdf Page 38 of 50 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3410.2 ABD Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.49 kips Design Wind F-B V i= 3.53 kips Max.aspect= 3.5 Sum Seismic V i= 3.49 kips Sum Wind F-B V i= 3.53 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. 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 Roan Unet Usum OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 773 18.0 23.5 1.00 0.15 1.95 0.00 1.92 0.00 1.00 1.00 107 PSTN PSTN 108 17.32 28.55 -0.65 -0.65 17.56 21.15 -0.21 -0.21 -0-24 - 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 B1b* 161 3.8 6.8 1.00 0.15 0.41 0.00 0.40 0.00 1.00 1.00 107 PSTN P611+f 108 3.61 1.71 0.62 0.62 3.66 1.27 0.78 0.78 0,713 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B2a* 104 3.3 5.8 1.00 0.15 0.26 0.00 0.26 0.00 1.00 1.00 80 P§TN PSTN 81 2.33 1.26 0.41 0.41 2.36 0.93 0.55 0.55 0,55 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B2b* 104 3.3 5.8 1.00 0.15 0.26 0.00 0.26 0.00 1.00 1.00 80 RUN PSTN 81 2.33 1.26 0.41 0.41 2.36 0.93 0.55 0.55 445 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B3a* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1.00 80 P6T14 P6T-N 81 2.89 1.96 0.28 0.28 2.93 1.45 0.44 0.44 044 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 63b* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1.00 80 PSTN 126T1.4 81 2.89 1.96 0.28 0.28 2.93 1.45 0.44 0.44 0,44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 36.3 36.3 =L eff. 3.53 0.00 3.49 0.00 EVwind 3.53 EV EQ 3.49 Notes: * denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 39 of 50 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3410.2 ABD Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 3.15 kips Design Wind F-B V i= 5.24 kips Max.aspect= 3.5 Sum Seismic V i= 6.63 kips Sum Wind F-B V i= 8.77 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. Wall ID T.A. Lwall LDL eff. C D w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Lk., OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B4a* 277 5.5 8.0 1.00 >0.25 0.99 0.90 0.60 0.88 1.00 1.00 269 P4 P4 344 14.77 4.95 2.03 2.03 18.94 3.67 3.16 3.16 346 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bob* 201 4.0 7.8 1.00 0.25 0.72 0.65 0.43 0.64 1.00 1.00 268 P4 P4 343 10.73 3.49 2.17 2.17 13.71 2.58 3.34 3.34 344 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 126 2.5 9.8 1.00 0.25 0.45 0.40 0.27 0.40 1.00 1.00 269 P4 P4 341 6.72 2.74 2.17 2.17 8.52 2.03 3.54 3.54 354 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 126 2.5 8.5 1.00 0.25 0.45 0.40 0.27 0.40 1.00 1.00 269 P4 P4 341 6.72 2.39 2.36 2.36 8.52 1.77 3.68 3.68 368 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B6 730 14.5 14.5 1.00 0.25 2.62 0.42 1.57 0.46 1.00 1.00 140 P6TN P6 210 20.34 23.65 -0.24 -0.24 30.39 17.52 0.93 0.93 0.93 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B7 0 2.0 2.0 1,00 0.25 0.00 0.38 0.00 0.35 1.00 0.40 438 P3 P6 190 3.50 0.45 2.29 2.29 3.80 0.33 2.60 2.60 2.60 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 Ext B8 0 2.5 2.5 1.00 0.25 0.00 0.38 0.00 0.35 1.00 0.50 280 P4 P6 152 3.50 0.70 1.53 1.53 3.80 0.52 1.79 1.79 1.79 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 33.5 33.5=L eff. 5.24 3.53 3.15 3.48 EVMnd 8.77 EVE0 6.63 Notes: * denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 40 of 50 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3410.2 ABD Diaph.Level: 1st Panel Height= 8 ft. Seismic V i= 0.93 kips Design Wind F-B V i= 5.26 kips Max.aspect= 3.5 Sum Seismic V i= 7.56 kips Sum Wind F-B V i= 14.03 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B9 182 9.3 12.3 1.00 0.35 1.00 2.82 0.18 2.21 1.00 1.00 258 P4 P4 413 19.08 17.85 0.14 0.14 30.54 13.22 2.02 2.02 2.02 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B10a* 89 4.5 13.5 1.00 0.35 0.49 1.37 0.09 1.08 1.00 1.00 259 P4 P4 413 9.33 9.57 -0.06 -0.06 14.86 7.09 2.03 2.03 203 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B10b* 49 2.5 8.5 1.00 0.35 0.27 0.76 0.05 0.60 1.00 1.00 259 P4 P4 411 5.18 3.35 1.00 1.00 8.23 2.48 3.14 3.14 344 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B11** 367 19.5 19.5 1.00 0.35 2.01 3.04 0.35 2.03 1.00 1.00 122 P6TN P6 259 19.07 59.89 -2.17 -2.17 40.41 44.36 -0.21 -0.21 -0.21 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 Ext B12** 273 14.5 14.5 1.00 0.35 1.50 0.00 0.26 0.00 1.00 1.00 18 P6TN P6TN 103 2.11 33.11 -2.24 -2.24 11.97 24.53 -0.91 -0.91 -0.91 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '=1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 960 50.3 50.3=L eff. 5.26 7.99 0.93 5.92 V,,,,nd 13.25 EVEQ 6.85 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 41 of 50 JOB#: 15238_3410.2 ABD ID: Blab w dl= 150 p/f V eq 2320.0 pounds V1 eq = 1920.0 pounds V3 eq = 400.0 pounds V w= 2360.0 pounds V1 w= 1953.1 pounds V3 w= 406.9 pounds -_•,. v hdr eq= 83.6 plf ► •H head = A v hdr w= 85.0 plf 1 v Fdragl eq= 415 F2 eq= 86 • Fdragl w= , .2 F2 •- 88 H pier= v1 eq= 106.7 p/f v3 eq = 106.7 plf 4.0 v1 w= 108.5 p/f v3 w= 108.5 p/f feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= 4 F4 et- 86 feet • Fdrag3 w= 422 F4 w= 88 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq = 83.6 plf 4.0 EQ Wind v sill w= 85.0 plf feet OTM 20880 21240 R OTM 51979 38503 y y UPLIFT -1245 -721 UP sum -1245 -721 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L = 0.32 ►--t 104 Hpier/L1= 0.22 Hpier/L3= 1.07 L total = 27.8 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 42 of 50 JOB#: 15238_3410.2 ABD ID: B2ab w dl= 150 plf V eq 520.0 pounds V1 eq = 260.0 pounds V3 eq = 260.0 pounds V w= 520.0 pounds V1 w= 260.0 pounds V3 w= 260.0 pounds ► ► v hdr eq= 45.2 plf A H head = A v hdr w= 45.2 plf 1 V Fdragl eq= 113 F2 eq= 113 A Fdrag1 w= 3 F2 . - 113 H pier= vi eq = 80.0 plf v3 eq = 80.0 plf 4.0 v1 w= 80.0 p/f v3 w= 80.0 plf feet H total = 2w/h = 1 2w/h = 1 9 • Fdrag3 eq= F4 e.-- 113 feet A Fdrag3 w= 113 F4 w= 113 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 45.2 p/f 4.0 EQ Wind v sill w= 45.2 p/f feet OTM 4680 4680 R OTM 8927 6613 • • UPLIFT -410 -187 UP sum -410 -187 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.78 11 10-1 1 p. Hpier/L1= 1.23 Hpier/L3= 1.23 L total = 11.5 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 43 of 50 JOB#: 15238_3410.2 ABD ID: B3ab w dl= 150 plf V eq 640.0 pounds V1 eq = 320.0 pounds V3 eq = 320.0 pounds V w= 660.0 pounds V1 w= 330.0 pounds V3 w= 330.0 pounds —_•. ► v hdr eq= 44.1 plf A H head = A v hdr w= 45.5 plf 1 y Fdragl eq= 143 F2 eq= 143 Fdrag1 w= •8 F2 . - 148 H pier= v1 eq= 80.0 p/f v3 eq = 80.0 plf 5.0 v1 w= 82.5 plf v3 w= 82.5 plf feet H total = 2w/h = 1 2w/h = 1 9Fdrag3 eq= , F4 et- 143 feet A Fdrag3 w= 148 F4 w= 148 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v si//eq= 44.1 p/f 3.0 EQ Wind v sill w= 45.5 plf feet OTM 5760 5940 R OTM 14192 10513 v v UPLIFT -646 -460 UP sum -646 -460 H/L Ratios: L1= 4.0 L2= 6.5 L3= 4.0 Htotal/L = 0.62 0-4 Hpier/L1= 1.25 Hpier/L3= 1.25 L total = 14.5 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 44 of 50 I JOB#: 15238_3410.2 ABD ID: B4ab w dl= 250 plf V eq 2550.0 pounds V1 eq = 1476.3 pounds V3 eq = 1073.7 pounds V w= 3260.0 pounds V1 w= 1887.4 pounds V3 w= 1372.6 pounds ♦ v hdr eq= 175.9 plf ► H head = A v hdr w= 224.8 plf 1 v Fdrag1 eq= 509 F2 eq= 370 Fdrag1 w= :•1 F2 , - 473 H pier= v1 eq = 268.4 p/f v3 eq = 268.4 plf 5.0 vi w= 343.2 plf v3 w= 343.2 plf feet H total = 2w/h = 1 2w/h = 1 10 ir Fdrag3 eq= :• F4 e.-- 370 feet A Fdrag3 w= 651 F4 w= 473 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 175.9 p/f 4.0 EQ Wind v sill w= 224.8 p/f feet OTM 25500 32600 R OTM 23653 17521 • . UPLIFT 142 1155 UP sum 142 1155 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L = 0.69 4 0-4 0.4 Hpier/L1= 0.91 Hpier/L3= 1.25 L total = 14.5 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 45 of 50 JOB#: 15238_3410.2 ABD ID: B5ab w dl= 250 plf V eq 1340.0 pounds V1 eq = 670.0 pounds V3 eq = 670.0 pounds V w= 1700.0 pounds V1 w= 850.0 pounds V3 w= 850.0 pounds —_0,. — _I, v hdr eq= 78.8 plf A H head = A v hdr w= 100.0 plf 1 " Fdrag1 eq= 473 F2 eq= 473 A Fdrag1 w= :90 F2 .- 600 H pier= v1 eq= 268.0 plf v3 eq= 268.0 plf 5.0 v1 w= 340.0 plf v3 w= 340.0 plf feet H total = 2w/h = 1 2w/h = 1 10 . Fdrag3 eq= 4 F4 et- 473 feet A Fdrag3 w= 600 F4 w= 600 P4 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 78.8 plf 4.0 EQ Wind v sill w= 100.0 plf feet OTM 13400 17000 R OTM 32513 24083 • v UPLIFT -1249 -463 UP sum -1249 -463 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L = 0.59 4 0-4 0.4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 17.0 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 46 of 50 JOB#: 15238 3410.2 ABD ID: B10ab w dl= 350 p/f V eq 1820.0 pounds V1 eq = 1170.0 pounds V3 eq = 650.0 pounds V w= 2890.0 pounds V1 w= 1857.9 pounds V3 w= 1032.1 pounds v hdr eq= 95.8 plf ► H head = A v hdr w= 152.1 p/f 1 v Fdragl eq= 739 F2 eq= 411 A Fdragl w= 73 F2 . - 652 H pier= v1 eq = 260.0 p/f v3 eq = 260.0 plf 5.0 vl w= 412.9 p/f v3 w= 412.9 plf feet H total = 2w/h = 1 2w/h = 1 8 • Fdrag3 eq= 7.• F4 e.- 411 feet A Fdrag3 w= 1173 F4 w= 652 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 95.8 pif 2.0 EQ Wind v sill w= 152.1 p/f feet OTM 14560 23120 R OTM 56858 42117 • • UPLIFT -2474 -1111 UP sum -2474 -1111 H/L Ratios: L1= 4.5 L2= 12.0 L3= 2.5 Htotal/L = 0.42 4 0—t 10.4 Hpier/L1= 1.11 Hpier/L3= 2.00 L total = 19.0 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 47 of 50 180 Nickerson St. CT ENGINEERING Suite 302 p I N C. Seattle,WA 98109 Project: j'F -JU,P. G�niaetJ Date: (206) (206)28$-4512 FAX: Client: l'age Number: (206)285-0618 Lr3 'NW L — GFGe Stag Lik ToPI'ir4 b Jugs WMa ' 1 .&)(a ') CLI/rat)Clsa pc.4' ) z.,c.*014, AAA. z 0.1210 W��,2 0.12.0( Z0, 60c,04) ' 2/`top `100 f 2 N U6, , C Z� to /� Stay PL/ at(yawn 10' T11). A-r GAILA6E 15238_2018.02.05_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations(2017 ORSC).pdf Page 48 of 50 Structural Engineers 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) Shear(en(Ibf) 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'-101/2" 10 {a�1001 EQ(1444 WIND) Foundation for Wind or Seismic Loading403,`,'" -c (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 nota 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 woll panels) Header to jack-stud strap 2'to 18'rough width of opening / per wind design min 1000 lbf for single or double portal �', on both sides of opening t a` o o: opposite side of sheathing Pony wall !} height I l: •1 I g1- /Fasten top plate to header • 3 Min..'3"x 11-1/4 net header I % with two rows of 16d �1` steel header not allowed M sinker nails at 3"o.c.typ .N --Fasten sheathing to header with8dcommon or c, s �• -Min.3/8"wood structural r 12' galvanized box nails at 3"grid pattern as shown ', j panel sheathing max total \\—Header to jack-stud strap per wind design. 1. 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 I �•,• within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. I"I f height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. y . j nailing is required in each \ panel edge. i. 0. Min length of panel per table 1 \ ......____ Typical portal frame -- \ construction Min(2)3500 lb strap-type L \ �" p-type hold-downs (embedded into concrete and nailed into framing) b,,, Min double 2x4 post(king and jack stud).Number of 1 ." Min reinforcing of foundation,one#4 bar • jack studs per IRC tables i i top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). , ii , 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_2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG Structural Calculations(2017 ORSC).pdf Page 49 of 50 180 Nickerson St. CT ENGINEERING Suite 302 - -1,0-Floc, }.� - �'1 R �,I�j�Nf�C. ��/ Seattle,WA t/v I LNC e �1 kil'N'� kik u..- fo 98109 Project: Date: (206)285-4512 Client: ✓ed--- 2.3e2,4-31,3,2 ( ()SSC– 031g5167..5i1-) 1 P FAX: age Number: (206)285-0618 620 duo . P n-=-A-s-Vel-q/L) A---Tr ::-, < ® Q _______v / 6- J1, 1c Ct g -. -7' 115(1 / • g``•. X 16`` 12" k Z`( 6ARs-4 — Fr(2- ?)07T)/(4I� �( )� (D N.� rtlu -r-V5- f /-ime L ,B V�i/1, , of _ (j0,2 _ ,�1-(. p.c6�;Y, �; L�)(0,2)(60� - 0,3612 ‘5 (3 0,�� ) \ V = (6n 2 (ori - ,�g�� Yv z (1)(,2 &art13�Z J � (e .— F Aep)1-- Go`I ) c{ _ S a xCcs ?G, 1/3((2 :,,_e:;- 01= ©, 6vu U r 12,r)(Z t3/-9=J-4 /t1 = 112. q4-4.-- .,;\,., 1 N U b) i., ,i 8 Au, eovii06-s - ..;y,.. pail-- -a__ Aep-)-1, .-._ cl'' A--___ ,1-,5 - – V,\ 15238 2018.02.05_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations(2017 ORSC).pdf Page 50 of 50 Structural Engineers Roseburg 10:27aJ1 MAIN m 10-28-15 W. A Forest Products Compam 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13 8.1 Materials Database 1534 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 18 3 0 (21 18 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368p1f) 177#(110p1f) 2 589#(368p1f) 177#(110p1f) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 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 3519.'# 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" L/816 9.12' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks at their respective owners KAM I L H EN DERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,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 J2 BASEMENT 10-28-15 N Roseburg 9:26am Forest Products Cowan,. 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 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 / / / 14 6 0 9 5 8 9 O 131 23 11 8 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" 415# -- 2 14' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 1059# -- 3 23'11.500" Wall DFL Plate(625psi) 3.500" 1.750" 262# -48# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 323#(242p1f) 92#(69p1f) 2 814#(611p1f) 244#(183p1f) 3 222#(167p1f) 40#(30p1f) Design spans 14' 3.375" 9' 2.875" 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 1241.'# 2820.'# 43% 5.93' Odd Spans D+L Negative Moment 1364.'# 2820.'# 48% 14.5' Total Load D+L Shear 590.# 1220.# 48% 14.49' Total Load D+L End Reaction 415.# 1151.# 36% 0' Odd Spans D+L Int.Reaction 1059.# 1775.# 59% 14.5' Total Load D+L TL Deflection 0.2130" 0.7141" L/804 6.65' Odd Spans D+L LL Deflection 0.1696" 0.3570" L/999+ 6.65' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON Strong-Tie MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS ""Passing is defined as when the member,floor joist,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