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Specifications (86)
-(1515 \\ PAL\ au s-; . CT ENGINEERINGStructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 NOV 07 2017 Structural Calculations CITY OF TIGARD BUILDING DIVISION Polygon at River Terrace c6_c PRo, Single—Family •; 60 ' • , Plan 3410.2B DL—SG �► td) •REGANkTigard, OR FS T G��F Design Criteria: 2015 IBC (2014 ORSC, OSSC) 10/18/2017 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: M it bran dt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 15238_2017.10.I8_RT SF_Suspended Garage_Plan 34 10.2B DL-SG_Structui al CalculaLions.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 S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2015 IBC and currently adopted ORSC and OSSC. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current IBC/ORSC/OSSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/ORSC/OSSC code. 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG Structural Calculations.pdf Page 3 of 50 e I- -I 7 MIN. H--.-DR GABLE END TRUSS MIN. HDR RB.b7 I RB.b2 1i A 11 I 11 1 N' CO I 3 I r � f it 1 1 1, I i 1 i0 maw € I � � 1j I 1 I I TRUSSES AT 24" O. . TYPICAL 1 I 9I0 •I_ ii I aIm)< Li i I� T , I If I L r 122'x30'� -712 a LIAA IACCE5 J 1 x ao I> �11 � I 11— t1 1 I i I t i 1 € PB b6 __, 1 MIN. HDRI 1 GABLE ENLL TRUSS , I 1 I I GABLE END TRUSS r - --r- 1 J RB.b5MIN.,j_HDR I I GABLE ENDITRUSS I L L J 0 Plan 341 OB ROOF FRAMING PLAN 1523812Nf_111,16„K 1 SI_Suspended 6arage_Han 3411105 UL-SS_Structural lt Iatlons.pdt AMERICAN MODERN Page 4 of 50 0 STHD14 STHD14 % ==' n, 11111WS STHD14 ® 9� 4 4X10 HDR HHSR gTH aim tiDLISmoat - -� -,2 2X8 HD 2)28 --IFDR --2-m---- -----. _ 2)2X8 HB t I l~� B.2B. Q • I + I \t; (2) KING STUDS \ .1 x I L - 1 j 1 1 rt iA/ TRIM STUD fi co EACH SDE MIN. m� [I ,. JI ...cv ,,.. ill -/- 3 FIXTJRES ABOVE— 1I l J KA e- t L I d [n Si`cst v•EIm of>-- A �..N * N FIXTU SES ABOV I X W f.,. I N N I- anRIN-G WALE \" _ l ES 334X1B_y,L_ 3Q QQ LSL 3'aXi• FB THIS P6 J -n--;—N A1� -- -_1T_-H- �f��i i kie4e 0 IIS ••., K - - Ilm __________Fa AlA SIDE II 1 B.7 j r--- 1• I B-.� ��rt151 LY x: P6TN DIE 11 I ' I\siSrTAIR / )d 0 �� i /T\ II\\FRAMING/ I� w a / I Ix i = B 9 B.8 v J.I_ 1L '., -S 014. P4 STHD14 �/+ li LSL 134X14_ FB _ ft ti \/ T 2X8 0 16 O.C. f...._._ a .__.....I TOP OF CLOSET \ I r \ T I t siiI.\\ I 1 3 „! Q t'--_ ——r4 ce Z 68 w to E._- o - - ~ J „___._5,y,,ILRI; RFt1Lg a .... 1t .15 � � la) _ _ _T III J af h m RIM'HOARD h 1zSi _ 11 CRICKET8.17 pyo rt 'S 1 4X 0 H " _,_ 2)2X8 HDR__ I ON - , --ST37 is I ID FLOOR olQ co w 18 1q« I I S TO RIM IO2 .. E2I S6.1��M Q 7^• ••.i I I PExTEND HORDmI -"�I � J..a ?-= __ �' t /2 ;, 1 j -� • 1 , ®I ��._. ..8.14 1=�STHRIM D14� t ' STHD14 TRUCTURAL FACISA m STlC FFRAME �`� =�r 8 I I hitgib ThIll I WU WI ••••• (2).X 7� —I I icr ROOF'TRUSSES I0 o 't4 O.C. •h II la i I t L-,111 ____.GABLE E JD TRUSS __.""" j 4X4 POST 4X4 POST MAIN LEVEL SHEARWALLS Plan 34108 UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN 15238_2017 10 18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.pdf Page 5 of 50 6X6 P.T.POST 12 B . ' , , sxe P.r HDR al d0 of V1. 2X F T LEDGER TO 1�D TRUSS 060 HDUB CB 1 g I ST1D1 STHD14 �� u 1 .12 2X10 HDR 4X10 HDR 2 2X10 HDR 4X D HD. ..72 KING SipIri'..B:0.3 TRI STU E HSIEMI o Ise 1a E POS BB. 7 rim= ABO BB 5 50A11.5 DROP BEA ' SYeX1 '.FB a ' 1•' LSL 3 11% iIS ___ DE 1150 FURN DE 1 1 I © P4 Jt B .•.NG LL El STHD14 FOR S --MI SLAB ON GRADE SEE FOUNDATION PLAN(A6) rn eAll W 1' KW■!L 3'Jc11'% 11111•1T11111N1 ' 111111111117 I I CRAWLSPAO: I I PT'OSIS p7NY ALL i BELO LSL _ , rSTRAPSArk , L _J ABODE Kg, MI 7 VZIF IRFIXTJRE STHD14 STHD14 I 1 - ABO IE 1 PONY WALL L J Plan 3410.2B BASEMENT FIRST FLOOR FRAMING 1/4•=1'-0• AMERICAN MODERN 15238_2017 10 18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 6 of 50 20'-10' 4I{Ti 4'-11' I 6'-6Y4 6-6Y4• ?-DYE II I e I TI ' r+, I I 1 :' L_J nI I a'-- -F.III I r-4---1r--I---i r�1 L_J '4;i• Lla _J L®J 314' CONC. SLAB I-1o'-35' I T.G.S. n4 34-0. 1 11'-244 5'-0' 4'-7Y' 13•-2' I I 1 4 ♦--t® I •4 L_J I-9.-53/4.I N Ilk '® -4T.O.S.I •I � r i -� gi ,7 I- • . 2x4 PONY • -1 IIN .i -9'-30,5• WALL 1-10'-1361 I - '® + b 6'-11/5" 1-6'-1115'1 -T3: o In I 1n I 6'-Y fi'-3" 1' 6'-3" _ � 3''6Ya I, I I'- I I-, r+� r CB.2 r*, HDR r4-1 r-f-1 r1. 1 4X � � J - -�- O I U I 1 YH6 U.N U l o l I u I I._+ -_- .- L__J n 1 z n ♦ I ®' BASEMENT ♦ I F FINISHED FLOOR -2'-11 ig —30"X30'X70'FTG. 1-2'-1115"1—r• b 0, W/(3)#4 EA.WAY 1_ - b 6-7}2' 6'-0 6'-3' 4— 2'-7Y2 6.-7). _} _ _ ABU 6X6 OST _ '3+` L3 r+1 r I j T 7BASE IT?P._1 r-I--I CB.1 r'I ♦ -1'-234 2x4'ONY, I }}I n 1 13'' 1 L__J Ll I WALL FU'NACE -t URN1 ® I • .; _i n THI ,f-,--' ___ .1. __�___ ___J 1 I ?, rI 11 c • SID iiiiiiiiiii iiiiiiiiiiiiiiiiiiiiii ////////444,,,,,,,-.3,/7/4,////////4 rJ � B W/WFTG. I-1'-215'H-• i n rFlikil ®-- __ 10'-o L_,. ©DIE `g THD14 0 STHD14 Inill 1 T.O.S. 1 1 ^ 1 I 1STEPPED VERIFY GARAGE SLAB HEIGHT e_fL ._ FOOTING AS 'WITH GRADING PLAN NEEDED PER 24X30 CRAWLSPACE GRADE 3W CONC. SLAB ACCESS HATCH L__I e 7 2x6 PONY WALL 5 T.0 W 1 POST UP I-1'-216'1 __J -1-.3'1- L.Si7//,/ 1/a7a',,,,,,,,/tel/�/AW/N/ ,f/5 //(/.4 m r ® l� r POST UP-1-.481 PQSTALL=maw _ OPERATED A£OIANICALLY VENTILATION SYSTEM T.O.W. gni .i. AT THE CRAW-SPACE I-1'-215.1 $7—POST UP 19.-5)' ink F Iy J POST UP-1---al I-1 3x1$BLOCK OUT 1"6_ '� r ' 0 STEM WALL TYP. 16 II I� • Ark s6.1 11' M'I __ FIRST FINISHED T.O.S. %___TUP I L`_ FLOOR e b STROVE / Q 5111014 r FlXNRE D1 •� ABOVE 0 ' m , 0 1'-10" 16'-3' 1'-'4,41 1--1 6'- _ -J 6'-0)!2• 34'-0' 3W CONC. SLAB a ; SLOPE 3" •-' _7 J THICKENED SLAB L_____ J EDGE TOP OF SLAB 76' Q I I 1 FRAMING CONTRACTOR SHALL VERIFY HOLDOWN LOCATIONS PRIOR TO POURING FOUNDATION. Plan 3410.2B FOUNDATION PLAN AMERICAN MODERN 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.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 ✓� .;;::.' :':mow.;.,: .ff - Description 3210B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.bS 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 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 r „9q, •%;,mow_%il --'_ } l.i' 1J1ln 'z'✓ifiafek.. ,,. 'a2T3.='r"J _ e•HiS"+�OYIZzF, -,.S Rs - i>,. : 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 Deflections 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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:FIoor Framing �% Description 3410BD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 8.3 8.4 8.5 B.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 Fir,No.2 Douglas Fir- Douglas Fir- 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 A..mr 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 r @ 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 L/Defl 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 L/Defl 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 LJDefl Ratio 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 398.5 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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:FIoor Framing Description 3410BD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 8.12 B.13 8.14 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 Level,LSL 1.55E Douglas Fir- Level,LSL 1.55E Level,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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK =- : 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.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 ft 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 Ratio 1,074.5 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.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 Floor Framing Description 341 OBD FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a17 B.18 B.19 B.20 Timber Section VL:5.250x16.000 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 Fir- 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 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 L/Defl 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 L/Defl 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 L/Defl Ratio 243.0 3,668.2 63,514.7 610.6 3,793.9 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 15238_riverterrace_3410.2.ecw:Calculations Description 3410.2 FIRST FLOOR FRAMING (1 OF 2) Timber Member Information BB.1 BB.2 BB.3 BB.4 BB.5 BB.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 Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E iLevel,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 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 N: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 ,,,,.,.a„„, ,.„, , __ .,.._ _,_ W_ @ 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 n%%/i3. x=A'nf.%sl./9, %/9. ,Y '/6fY/ '9d,7�/.. -"/JFsY/kY,: �.?.. %% XF: /i^'..:..a•.;,vi.- �%:2;. Center DL Defl in -0.039 -0.024 -0.000 -0.016 -0.075 -0.013 -0.093 L/Defl 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.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 y. 15238 nverterrace 3410.2.ecw:Calculabons Description 3410.2 FIRST FLOOR FRAMING (2 OF 2) Timber Member Information 88.8 BB.9 Timber Section LVL: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 Level,LSL 1.55E Hem Fur,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 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 @ 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.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_riverterrace_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 l////��9sNN9dS%/./fiX,Yr,`q. 'Yii' X//.M,h/.�... %/%Nd'p/`i•'r:: -.6%/' iz ..,v s4 "o.! __.... `.i !✓ ,,,_• 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 L/Defl 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 15 of 50 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & JoistPage 1 15238_garage floor framing.ecw Calculations Description GARAGE FLOOR FRAMING [Timber Member Information VIISEMON44, 'W.* 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 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 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 �• ..by @ 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 L/Defl 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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_nverterrace 3410.2.ecw:Calculations a;Y :x^r uxx„�t% •• -:' ;K 7•� ..q Y sss ;: ; % ,* ;a%.;"ix: ',..7,4,3am Description FTG Fl 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 % ...m£E tt 1fI, 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 15238_nverterrace_341 o.2.ecArCalculations Description FTG F2 General Information 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 % rSummary 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 18 of 50 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238_garagefloor framinecw:Calculations I I =.,a,.af;;.xi��..r:.w,.._,..,zen.... _.;;;>�✓..ar.,:.Y..%;,w.arrre,.,.,...;v ny,e,.:.�.r? :; aa; ...,,,�;....,_,�.m.,�.�..,,,w�.,.>,,.�. ,;... ,r,,,,;rr>+��..r:r Description TYP GARAGE FTG General Information wedDead 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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.ecv:BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Criteria 1 Soil Data r Footing Strengths& Dimensions Retained Height = 1.50 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 = 1.00 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 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 Stem 1, Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in 11 Axial Live Load = 0.0 lbs Design Summary I Stem Construction 1 Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK Thickness = # 4 8.00 R Soil Pressure @ Heel = 382 psf OK Rebar Size = 3,000 p Rebar Spacing 18.00 Allowable = sf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf fbDesign Data ACI Factored @ Heel = 484 psf /FB+fa/Fa = 0.021 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 Overturning = 6.13 OK Shear Allowable psi= 93.1 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 Force= - 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 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 = 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 20 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 2 1 152382iverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Summa of Overturnin• & Resistin• 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.pdf Page 21 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 1 15238_rwerterrace_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 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 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in It Axial Live Load = 0.0 lbs Design Summary 0 Stem Constructioni. Top Stem zs=3e�e rte:max, 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 Rebarianeszs = 8.00 Soil Pressure @ Heel = 128 psf OK Size = # 4 3,000 Rebar Spacing 18.00 Allowable = 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 Overturning = 2.56 OK Shear Allowable psi= 93.1 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 Datafm psi Added Force Req'd = 0.0 lbs OK 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 = 1,480 150 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 22 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Design Desi n Page 2 1 15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG Summa of Overturnin. &Resistin• Forces &Moments Iii OVERTURNING YyRESISTING 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 23 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=6' NO SOG Criteria Soil Data Footing Strengths& Dimensions 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 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 Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction 1 Top Stem Stern OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,547 psf OK Rebaricaness = 8.00 Soil Pressure @ Heel = 205 psf OK Size = # 4 3,000 Rebar Spacing 16.00 Allowable = 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 psi= 93.1 Overturning = 2.38 OK 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 Datafm psi= Added Force Req'd = 0.0 lbs OK 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 24 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered RetainingWall Design Page 2 g 15238 everterrace 3abd.ecw BASEMENT WALL NO 1 Description CANT RET WALL H=6' NO SOG Summa of Overturnin• & Resistin• 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.pdf Page 25 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=10' NO SOG Criteria 1 Soil Data I Footing Strengths& Dimensions Retained Height = 9.50 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 = 1.33 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 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 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction 1 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 Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK 3,000 psfRebar Spacing8.00 Allowable = Rebar Placed at == Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf 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 Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 26 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Design Desi n Page 2 1 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Summa of Overturnin• &Resistin s 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 27 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall DesignPage 1 15238_riverterrace_3abd.ecw.BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria Soil Data 1 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 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 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,810 psf OK Rebarianeszs = 8.00 Soil Pressure @ Heel = 1,092 psf OK Size = # 5 3,000 Rebar Spacing5.00 Allowable = 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 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 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 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 = 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 28 of 50 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Cantilevered Retaining Wall Design Page 2 1 15238_riverterrace_3abd.eav:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summa of Overturning & Resistin aForces&Moments ryry 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 S1= 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 SM1= Fv*S1 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 SDI= 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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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) IE= 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) C's=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*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if Si>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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3oA= 21.6 21.6 psf Figure 28.6-1 P5308= -.14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 Ps3o o= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 X*KA*Iw*windward/lee : 1.00 1.00 Ps=X*Kzt*I*pe3o= (Eq.28.6-1) PSA = 21.60 21.60 psf (Eq.28.6-1) PsB = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps o= 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 PART: 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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(SS)= 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(SS)= 14.03'' kips kips 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 33 of 50 Design Maps Summary Report "` Design Maps Summary Report User—Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Class D - "Stiff Sail" Risk Category I/II/IIISite Ia 4 I JiB a Fenton .g3F91xi s -A�r ,: 3 - �t41V�t ll 21� ear' iti ��l(� �}SWea{! T , ,,,,,-..- -,-zr'''":,;,. N 0 -,'" ,t - ;:','''.,7,', lath' a 2Ot ltfapQiie�[ a data IH Quer[ USGS—Provided Output S5 = 0.9728 SMS = 1.0808 S°s = 0.7208 S� = 0.423 g SM1 = 0.667 g S°� = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCI Response spectrum l esign Responsespectrum 1.10 o S9 en 3 0,00 ,. 3 e 4£ k4 oli 0.440.12 0 2 uri 00 �� 0..0G 0,11 e 05?e e °'24'3. 4.45 0•C° d. 1. l.x 1.agy 1� 1. �., e 02'.° 11 Period, o'‘'' .6 0. 1°° 1.i. 1. � l.f i. C•t .. Period,T{zac) Period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed cr implied,as to the accuracy of the data contained therein.T is tool is not a substitute for technical subject matter ,knc ledge. 15238_2017.10.18_RT SF_Suspended Gar age_Plan 3410.26 DL-SG_Structural Calculations.pdf Page 34 of 50 http://ehp2-earthquake.wr.usgs.goo/designmaps/us/summary.php?template=minimal&latit... i�j ... Y NI cr vobI Deck .. 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I f ,,t Bedroom 3 art mom.) y> rcuoiNc Wrid-g I 1 7. 1 I II noon ABosr 11P.,df' 1 jM• 9E^fAN,PALE I'+Y. EPOSJ T I K R 1 b �l RI}o 11' i..................... ............._i_ .. ��_ I I ._1_.� iii-or-o. (��1�__a_�r,. Por h I y_ �--- Foca(ABLE(m. i roust Iww st L-B3r2ao. �0'I � i I B7 ' - B:: Pwdr. I , nBwumcff oa 4 L� Roo -1 l;� K'" I 1 ABaB i i ° I i L J I I I I i I r-r 1 v., e-74' L r-r yJ r-#- r-i4V1 r-,•!r-O. [' T--- —__-' n'y iY-r r-r it� - • rte_ }__ ,,-..1 r-r} ,-4i. 'a-9f' 1 m r-r V-nW ,o-r N . Plan 3410.2B UPPER LEVEL PLAN Plan 3410.26 MAIN LEVEL PLAN Plan 3410.2B BASEMENT LEVEL PLAN AMERICAN MODERN AMERICAN MODERN iia-,-o AMERICAN MODERN 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 ROTM Unet Usum 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 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 _' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 -0,00 0.00 0,00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0;_' 0.0 0,0 1,00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Vwind 2.66 EVEQ 3.49 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 36 of 50 SHEET TITLE: LATERAL F-B(front to back) 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= 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. C0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROM Unet Unum OTM RoTM Unet DS„n, Dsum (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 A5 368 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 A7 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 EV„;nd 6.61 EVEQ 6.63 Notes: denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 Usum Usum (sqft) (ft) (ft) (kit) (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 >s'' 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 >0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 > 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 -';'1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 _ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 '' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 ',0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVnd 8.09 EVEQ 5.17 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 ROTM Unet Usum OTM Row Unet Usum Usun, (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 P6TN 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 Bib" 161 3.8 6.8 1.00 0.15 0.41 0.00 0.40 0.00 1.00 1.00 107 P6TN PSTN 108 3.61 1.71 0.62 0.62 3.66 1.27 0.78 0.78 0.78 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 P6TN PSTN 81 2.33 1.26 0.41 0.41 2.36 0.93 0.55 0.55 046 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R6-TN P61N 81 2.33 1.26 0.41 0.41 2.36 0.93 0.55 0.55 0,66 - - 0 0.0 0.0 "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 93a* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1.00 80 P6TN 126-TN 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 Ext B3b* 129 4.0 7.3 1.00 0.15 0.33 0.00 0.32 0.00 1.00 1.00 80 P6TN P6TN 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 EVw;nd 3.53 EVEQ 3.49 Notes: * denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueu,„ OTM RoTM Unet Ue„m Us= (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 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 B4b* 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 3.34 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.64 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 3.68 - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 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 r 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw;nd 8.77 EVEQ 6.63 Notes: " denotes a wall with force transfer 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 LDL Of. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Line U.rn 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 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 2.03 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B 10b* 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 3.44 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 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 ;r 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0_ 0.0 0.0'''1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00_ 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,,;nd 13.25 EVEQ 6.85 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 41 of 50 JOB#: 15238_3410.2 ABD ID: Blab w dl= 150 plf 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 plf v3 w= 108.5 plf feet H total = 2w/h = 1 2w/h = 1 9 Fdrag3 eq= ' F4 e.- 86 feet A 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 UPLIFT -1245 -721 UP sum -1245 -721 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.32 0-4 04 ` Hpier/L1= 0.22 Hpier/L3= 1.07 L total = 27.8 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.pdf Page 42 of 50 JOB#: 15238_3410.2 ABD ID: B2ab w d1= 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 Of ► •H head = A v hdr w= 45.2 plf 1 v Fdrag1 eq= 113 F2 eq= 113 A Fdrag1 w= 3 F2 - 113 H pier= v1 eq = 80.0 plf v3 eq= 80.0 plf 4.0 v1 w= 80.0 plf 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 plf 4.0 EQ Wind v sill w= 45.2 plf feet OTM 4680 4680 R OTM 8927 6613 y v UPLIFT -410 -187 UP sum -410 -187 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.78 4 0-4 0-4 I. Hpier/L1= 1.23 Hpier/L3= 1.23 L total = 11.5 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 ---0- A ►A H head = A v hdr w= 45.5 plf 1 `, Fdragl eq= 143 F2 eq= 143 Fdragl w= ,8 F2 .- 148 H pier= v1 eq = 80.0 plf 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 9 Fdrag3 eq= , F4 e.- 143 feet A Fdrag3 w= 148 F4 w= 148 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq = 44.1 plf 3.0 EQ Wind v sill w= 45.5 plf feet OTM 5760 5940 R OTM 14192 10513 UPLIFT -646 -460 • UP sum -646 -460 H/L Ratios: L1= 4.0 L2= 6.5 L3= 4.0 Htotal/L= 0.62 10-41 0.4 Hpier/L1= 1.25 Hpier/L3= 1.25 L total = 14.5 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 44 of 50 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 -► A H head = A v hdr w= 224.8 plf 1 v Fdrag1 eq= 509 F2 eq= 370 ♦ Fdragl w= 6,1 F2 .- 473 H pier= v1 eq = 268.4 plf v3 eq= 268.4 plf 5.0 v1 w= 343.2 plf v3 w= 343.2 plf feet H total = 2w/h = 1 2w/h = 1 10 • Fdrag3 eq= o• F4 e.- 370 feet • Fdrag3 w= 651 F4 w= 473 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 175.9 plf 4.0 EQ Wind v si//w= 224.8 plf 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 Po-4 OA 0. Hpier/L1= 0.91 Hpier/L3= 1.25 L total = 14.5 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.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 v hdr eq= 78.8 plf •H head = A v hdr w= 100.0 plf 1 v Fdragl eq= 473 F2 eq= 473 A Fdrag1 w= :40 F2 ,- 600 H pier= v1 eq = 268.0 p/f 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= ' F4 e.- 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 • UPLIFT -1249 -463 UP sum -1249 -463 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 0-1 4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 17.0 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.pdf Page 46 of 50 JOB#: 15238_3410.2 ABD ID: B10ab w d1= 350 plf 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 0. •H head = A v hdr w= 152.1 plf 1 u Fdragl eq= 739 F2 eq= 411 A Fdrag1 w= 73 F2 ,- 652 H pier= v1 eq = 260.0 plf v3 eq = 260.0 plf 5.0 vi w= 412.9 plf v3 w= 412.9 plf feet H total = 2w/h = 1 2w/h = 1 8 v 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 plf 2.0 EQ Wind v sill w= 152.1 plf feet OTM 14560 23120 R OTM 56858 42117 v • UPLIFT -2474 -1111 UP sum -2474 -1111 H/L Ratios: L1= 4.5 L2= 12.0 L3= 2.5 Htotal/L= 0.42 41 0-4 0.4 Hpier/L1= 1.11 Hpier/L3= 2.00 L total = 19.0 feet 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.pdf Page 47 of 50 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA (� /' 1r r 98109 Project: F c/U,P. Gct1�Gay Date: (20G)28 -4512 FAX: Client: l'age Number: (206)285-0618 L� TML - GrcA e SLaR Li" Col4C, To itJ, 40.8 1eo`)(2A9 C4/tet)Ctso pc4Doc) VcAQ, 0120 (0.120)( Zo, Goo N) 2J`foc? Vito. C2`100u/Z) s 6Q IS SAY P .sk&atmALi. Tip. AT G ARA 6 E 15238_2017.10.18_RT SF_Suspended Garage_Plan 3410.28 DL-SG_Structural Calculations.pdf Page 48 of 50 Structural Engineers Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base i Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart"' (lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a b,c Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame - (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening ii4 opposite side of sheathing Pony _ wall w height 4 d 0 h _ I Fasten top plate to header Mi 3��x 11-1/4" header with two rows of 16d • t ` steei2headernofallgwed 4 sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or q 2 tb Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max totalHeader to tstrap wall jack-stud per wind design. 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 thick wood structural anel sheathin with t .' height 8d common or galvanized box nails at within 3"o.c. height.ht O emiddle of 3"o.c.24"of l in all framing(studs,blocking,and sills)typ, nailing is required in each panel edge. Min length of panel per table 1Typical portal frame h.,....__ z % 3 04/ construction Min(2)3500 Ib strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king -s i and jack stud).Number of to Min reinforcing of foundation,one#4 bar -e ! jack studs per IRC tables i top and bottom of footing.Lap bars 15"min. 1 i R502.5(1)&(2). I 1 i \\\_\— 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_2017.10.18_RT SF_Suspended Garage_Plan 3410.26 DL-SG_Structural Calculations.pdf Page 49 of 50 180 Nickerson St. CT ENGINEERING Suite 302 '1/ R }(t�7�(�• / [/�� Seattle,WA Project: NC11 e �1 PA- �C wk6t L P 98109 Date: (206)285-4512 �'�/ /' 7--- / FAX: Client: �-rlw 2-505, ,3,z( �v � I+�r +2 Page Number: (206)285-0618 (oQ ) I a-- A . 1°Ivi----A-sVA-6r/z) t+ Q - v / 6-- d:--- -A' A1,5(' / `` X Lb'( i 2- k t ZJ' het 6frR.�--ww-K 77:4R (1'514 f677),$4 oaf- a 7 - P/[41\ Ik-r u -i );ivD- • -n(' - . 1 Ali Mt • of _ & O _,. = 9.56 ,;>„ at., ()Vo,2 4,0) 0. 612 (5 ((. 06 WZ3 LIZ-) (060,1) Cbn i ,5t° C1)(,2)l1ai .,`e .- +4 sF k0)11-, Got` e( = 5I Ccs ?17>, w/(2) i-4- 6[- 4, t3s°e f ru+ -I ) /2,)02 /-3/4-4-- P.,,i >>z. dt¢ ,,\,, 1 N3 &a/D A., Tjf Ae0-1.--) ---- �, ,t — ti 8AC, ��V11 5 - 3 :, 11 -L a= 0.Sod Nl1 a) ,e1.44- ‘,n _ i — 15238_2017.10.18_RT SF Suspended Garage_Plan 3410.2B DL-SG_Structural Calculations.pdf Page 50 of 50 Structural Engineers r4 Roseburg J2 BASEMENT 10-28-15 9:26am A Forest Products Company 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 ill, , . „...,. ,,,,,„„,.,.,.„,„„„,v._,,. .,. ,,,_ _,,..,. / / 14 6 0 9 5 8 m / 2311 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#(242p10) 92#(69p1f) 2 814#(611p10) 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.'4 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 KAMI L HENDERSON EWP MANAGER St1'OAgerie 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 ti Roseburg J1 MAIN 10-28-15 10:27am 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 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 of their respective owners KAMI L HENDERSON EWP 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