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Specifications (20) "A 5 r�� t.-ocJizc RECEIVED / 36741 ,-,co " 2`/ MAR 2 3 2016 Structural Engineers CT ENGINEERING CITY p 80 Nickerson Street Suite 302 Seattle. WA 98109 INC. CITY OF TIGHRO 208.285.4512 (V) 206.265.0618 (F) BUILDING DIVISION #13124 Structural Calculations Single Family Decks Oregon Design Criteria: 2012 IBC (2014 ORSC, 2014 OSSC) ASCE 7-10 Eo PRo F.°NGINF44�1 � • • ` $REc' Nk 04/07/15 Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA `` INC. /vly. 98109 Project; l''lsy✓ lltg Date: / (206)285-4512 PAX: Client: Page Number: (206)285-0618 Oe'fvO /d ie9P # ,2 e41/ao(trn472/1'.. 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Project: "V". 4Ar//� s // Date:: AZ/p' 98109 (206)285-4512 FAX: Page Number: (206)285-0618 /rte 'eV-4 ,' )L su et• rz.��. /ay ate4 s10 n t-4 s�d�S r3 f r"4111/04-e:�zr'Z ,I flay vl�v5 5,, 3ai , VI !, �2" ' "sxvr� �4�2x'5L to - Zoo /110eic/l UoC. 2-0 s gr P9,r3 Ar- S'a', & N1= 6I-2.." */ "i'-Z%* top's = 9/410 44 7 1111 ~211 ' 644.11 - • T= °11040 40 2 l Z33 .'• U) 1;172 t 000# dot. 5:z w(/) Z,c • • • Structural Engineers RECEIVED CT ENGINEERING 2016 Structural Engineers MAR 2 3 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #13124 Structural Calculations Single Family Decks Oregon Design Criteria: 2012 IBC (2014 ORSC, 2014 OSSC) ASCE 7-10 .<<:e N60 W • j� �d �REG,iNA 67 leS 22 ,\ �� 04/07/15 Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 180 Nickerson St. CT ENGINEERING Suite 302 ` �+ I N C. Seattle,WA �i�i'T' 4/1 J11i OWle= /g/51.. 98109 Project: Date: 7 (206)285-4512 VAX: Client: Page Number: (206)285-0618 Vier o;tVOW?"7'Z^ set' a&.14/44b2 y LDI .4//V6 /CO'Uit Li)?1,6 zve—te- z.ave'//Z- /46 OS$4. 2410 :Gsldtlil✓G' x5_ "r- Polk) • G dti=61-0 /z asP) 0.3v)= d196I= !14.= *7d(g,) tie v .5200 7 •Pr olz = 7°6 a)Z . /as ,P 14r W= Cali t 2-) Litottz0sa). 3/ ', e �: /7/6,4 /0"56;k4/0110/4 M 3/Z( ) _ /r'ly,v. 3/y(2,.e4..• poser/or 2 •`�l y Dfi 4)43 4-.09 59 I5s/'G L = /d k/61 a' /L �°��-}e o///= Z// 14 g///lot /3, 1/ter : > Ga 6i2t >z) /6)14-t 5e- s (z) ,t-r /6,''d- l/. 13e-Atom 417,049 eat-011/o 41-ive22) 41-47 (k r 41-1.40 04-f.,oe?!4t' />. twosG/Ii/1 'l • aegat Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 ]�, I N C. / Seattle,WA . i Pro ect: �°dZY441°04/40", 5Pe//0Date: /Z It 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 /2007,,t/✓G:. RRii--/NG 4a '6 A3i e77hyLS. Ave . ,,s'sff c4127 2O s /r014 'eV-4 "Wt-- 4-,4 ,gz fsU GO- r2-Ari..i/ �. y Gnus s/s"0 G146, Sr2014/s & i �'lmi✓vo/r Jzr'L il. if I • 2GG,V( && 5'' em*1y,, - 7 . �1�� !, te)Mtw, eNtol/ z..0.),2_,,,,, , fiottei5- 2-dr' ' #oeivr UrL 2.2 "/gT l'op13 Ar" Sr o, G. - /. Ziv.* G.ev✓/YLptt..b, /+1= 62'7 11 t/i'1*ZA. zoo' = 9/40 ifer in/ 711//Ir211 ._ 5g r1 2 , - z 17,3 •'- W 017Z a- = IOW 441 ,c o 5, z.. . wlt) ZX • • • Structural Engineers RECEIVED CT ENGINEERING Structural Engineers MAR 2 3 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0818 (F) CITY OF TIGARD BUILDING DIVISION 15238 Structural Calculations River Terrace �c5) PRO, ' Plan 5D c;c �GINF �� F, ; 60 � : Daylight Basement 4d � �iNA, Tigard, OR REG `; � 22PleS � ' 19� Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 5 also includes Plan 4015) The proposed project is to be single-family homes. 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 a daylight basement. Roof framing is primarily with pre- manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over the lower floor area is primarily with pre-manufactured wood joists. Floor framing over the crawlspace is primarily with pre-manufactured wood joists.The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: CT PROJECT# CT#DEAD LOAD: Plan 4015.2SUMMARY Elevation D ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0'psf (1)5/8"gypsum ceiling 2.8'psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR finish 4.0 psf NO gypsum concrete 0.0;psf 3/4"plywood(O.S.B.) 2.7'psf joist at 12" 2.5'psf Insulatiofloorn 1.0 psf (1) 1/2"gypsum ceiling 2.2'psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF r 2x8 H a- 2x8 HCR 2xB HER 2x8 HE R 2x8 I-11- : 1' . e --e ■---1 — _ — . •B.1 O RB.2 RB.3 RB.4 RB.5 III. .: ,, 1 to x c co = 1a co :n 1 w N I 1 I N co1 MIIIIIIM 111111111511111 MOM=MEM 11111111111111811111111111= T� t 1 . 3 _ T- 1 re w = CCI CT 1 _ U U H N W R7- O tV ____.___ co W �> co co D I- F LL O r 7 59.ip .,....................„.., ...:::::::::::K:::::::::::::::::::::::::::::::::::::.,..:::::•.:::::::::::::::::::: 41 = Pi I N .......... ..... sr N 1 (2)2x8 HDR O �'. -10 ,. , HDR /1Fah d4 ®:—== --©®— -.:.// r (2)2x: HDR RB. 0 PLAN 5D DL ®PLAN 5D#DAYLIGHT 181/4" = 1,_oRoof Framing Plan 19 P6 T 1.Ta 1.Tb 1.Tc _>n< ' OII rf---1 --L.1.-- 1 1 H H J II -'(74 U r d. I F . (: 1____ r W N I 1 1111 I P - h 1 T :-A—j N ni = LI K„......_ 1 11_3 1111 E . ,, ___________, ,t_..„ f F Ta 4.Tb , n 41:10 eill 11 4.Te 4.T AM / P6 ell 5D DAYLIGHT PLAN 5D D®PLAN FloorShearPlan 1/4"=1 0" CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) Allh el a 41110® MST60\ CIO MST60 MST60 I I.Ma 4x10 HDR 1.Mb 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.M. B.1 f B.2 3 _ E.4 B.3 c_- ❑ 4) ---q 001 41 r F-47/— / e 1 t. c "E3Z c i -D I -1 'U I --, r ----�i j --- iv _...1V__ of oC _ 1 1 N QO 1I 1 1 :s7.„: 1 j. 3.5x 14 I3IG p • FB 3. BEAM FB 3.V...99 HDR i ++--- -- ---- P-1.7.::: --"Tr-- : tr---L . – t I ---1 I' ) -�,.. IJ� I II v g I ------ 4x1DHDR 4. 1HDRmai► cl .II = 3�C , \STAIR / J Al 1 T R HD14 o iI I STWh -----' +\ FRAMIN a N1F ---1I`-SIHC ST-1D14 \ / NI•1 -= — 4 F i I P4 it \ / Fr I 11 \/ 1j I / \ P4-1 / \ I i // \\ STHD14 SiHD14 I _ 3.5 BIG BIAfl43=B ) B.14 _ 5.5x18 h8 HDR _- - r -.i�.s.sr�r. .,rsi �� 1 i i 16 '' -------- 2 } it - _ __N • 1 I4 F — ----- r I /o/ CC ❑h I — —-------—� — ------- ----T---- T�------- ax0 rii E _i18 m aP S6.1 ir ❑ c N. e 18 14 ='2x8 DR =o S6.1 3S9.0 .5'x14"B G BEAM RI� n' 5.5(16-5GLB HORB,_I5i1limmicommimmair.617.•dmI iaiiillEN 1Ci &�r 3.5x14 BIG 1 1111 •)2x8 HDR(2)2x8 HDR 2)2x8 HDR 41110 STHD14 MONO TRUSSES i STHD14 i —. _ 1 @ 24"0.C. 1 9 11 iii lit - STHD14 4.M" 2x FRAMING I - — -— —. 2x LEDGER a STHD14 @240.C. - ------------ -'1g- ----.-_ y 4.Mc & 4.Md not used this elevation 5 3 450 S9.1 D5.4 PLAN 5D DL Ci) PLAN 5D DAYLIGHT Main Floor Shear/Top Floor Framing 1/4"=1'0" CT# 14189 2015.08.18 1/4" = l'-0" (11x17) r i 1 6x6 POST PT 6x6 POST __ _— BB.S /-_--__.__�_ 4��iii999 __4_ J FT 6x8 HDR 113h 0 0 Ch 2x LEDGER P4' 1 aco 1 coII I x to I =T=T TB�T3T- =A�_4 _- RF 3 BBC HDR 4x101-IDR 4x10 HbR 4xff-HbR 4STC HER r, C 'r C 0 p0 C -N -m C �@ 1 I 1— c....g, 0 1-1 Q CO 1- CO0 0 a -_-- B .6 -' '1 1 i i cr - `IL' �Sum S1 - ' ' I i -T--C--r- - LSL 3.5x11.875 FB -- II I JSTAIRCRAMING i i i I ��`c.t' I y�I 4x6 POST Ii 3 =moi i i �— I I --r-��` 14 II.FURN h i �l -- t WH L J r 1 r I ' " L 4, of 1 r r , MF 41 I STHD14 STHD14 F 1 I 1 1 4J 1�\ 1 18 / k _r I I 1 mIU 11 7/8"TJI F1010.14 JOISTS Io @19.2"O.C. 1 I 1 x' 1I I vl IICO I I i II 7 I' S6.0 I 'R 113 I I• I i s 0 56.0 11 .. W PLAN 5D DAYLIGHT PLANe5Dn FIDr.Framing O1/4"=1'-0" CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) 5 /" T-6 1/4' T-6 1/4" 4'-11" 43/g" 24"x24"x12"FTG T W/(3)#4 E.W. 24"x24"x12"FIG 1 I i -�--- I ! W/(3)#4 E.W. I 1 I 1 N a I_ 1_, ,_1_, Ti I I I VP 1 I I I I ' 0 --'--- II ® I ®-i-.-.-.--t--- .t--_ 1 I I I 1 I -- , O N a 40,-0" <o 2'-113/4" 12'-0" 4'-0" 4'-10" 16'-21/4" -10'-5/8"I 1 T.O.S. 1 B 31/2"CONC.SLAB b ,__ -9'-6 5/8" a T.O.S. 14 lehall STHD1 STHD14 �,-.- i_ Ii�E,�i lam: L STHD14 t -T-3 7/8' 9'-1 5/8" m 7-3 7/8" NO t'lr UP -4-11 1/4" -4'-11 1/4" a izi 4"CONC.SLAB ACk OVER 10 MIL. co tilF VAPOR BARRIER m -9'-1 5/8" -2'-11 1/4" INSTALL SYSTEM TO ALLOW -2-11 1/4" Ian ADEQUATE DRAINAGE BENEATH SLAB ON GRADE CONDITIONS. RADON 8/D1 EXHAUST iCti PIPE 13'-2 1/2" 11'-7 1/4" 15-2 1/4" IllEIEMPIELI I MN 401£ �..I - -- -} m t ,� idoirk m W A AI I% 1 N eh gUir Vg Atk _S`-THD14 3" Ur ® -3'-87/8" co Ur l .l 1 1 �4L A11111=11111 �� alibi ..4__ - - - - - __ J I WHAI STHD14 ® STHD14 i I * 1 I I CRAWLSPACE - .I A P4 T.O.S. CP 1 AGCESS HATCH . r: ___ 30'x2fl xtfl FFG I m I WAY. I 20,-6" -y.'.'. . ..8'.-.2 3/4 11•.-X3.1(4 .__ t MATCH 1 I��-MATCH IJOIST DEPTH' L STH914 I ABOVE PONY WALL. I..i C. 31191 , PONY WALL INSTALL CONTINOUSLY 1 kr18 1 I OPERATED MECHANICAL I $6.0 VENTILATION SYSTEM 31/2"CONC.SLAB AT THE CRAW L SPACE i ro SLAB SLOPES 3 1/2" f. N-147"3"1 FROM BACK TO APRON i. VERIFY GARAGE SLAB HEIGHT I ; WITH GRADING PLAN I 1. -if PONY -- 16 I N - An m � E , rj�1 I I • --E- momMIM _ -I 2z4 NW7!!1.�� 1!!!" I' -0'-5" 1 1 N PONY I L 441 •10 JI, r T.O.S. 1 WALL 1 - • I. STHD14 STHD14 I _ -1'-61/2" 31/2"CONC.SLAB� I � - .-. __._ �._._.J1 0 0 a I SLOPED DOWN 1 ��"+� Ur 1 1/4 :12 1 ,. _ ii, _ _ ..mil .:•.�L STHD14imm. STHD14 MMIIIIMMIIIIIIIIW WM PLAN 5D DAYLIGH 111 . dation Plan® O 1/4"=1'-0" I .t:. '� ' = -, ix SIM. b CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 . M :. '-,vii.;r , r ,':-t - -,..;„,4,,,','z '�. Tag lin 6MAR2014,1 -A A. fri ea ,',� .. , ... ! x; ......7 hry,, .��„ /.- OP � ez�.. `, ;ytg8266Af:?- J � � 1 e� Lic.#: KW-06002997 Licensee .t.engineering Description : 4015.2.D 2nd floor wall Headers WOOd 1 m D; 4 11 Typical Partial/Non Bearm Header(6 clear span max., 6'trib max 44. ''' '!47. ��rw . #"' f 2 4DS,I 0t2 C 13� BEAM\Size: 2 2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Desiqn Summary D 0.0750 S 0.1250 Max fb/Fb Ratio = 0.476; 1 �.�� . fb:Actual: 482.28 psi at 3.250 ft in Span#1 �b Fb:Allowable: 1,013.55 psi p ._..... �.d..��• Load Comb: +D+S+H do Max fv/FvRatio= 0.245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n, 2-2x6 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Defl Ratio 1913 >360 Total Defl Ratio 1196>180 w©©d ea ¶ ign Typical Full-width Bearing Header 4 clear span max 23'Tnb Max) ..a. �i " .. •;,,.,,,, r-a, .. `... la**t3$r+� hIt35,I�G 2012,SBc 2G1$y�As#:Ie.V-10:. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Design Summary •0.3450 S 05750 Max fb/Fb Ratio = 0.934• 1 =___ fb: Fb AAllowable: 1,015.94 psi si at 2.125 ft in Span#1 a z r Load Comb: +D+S+H II 411 Max fv/FvRatio= 0.647: 1 A A fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load Defl Ratio 1488>360 Total Defl Ratio 930>180 Wood Beat Desig 'i Header RB.5•D Ca1cuta �r�12 NE IOC 201 fi � ...: ,Vie �.. � ', '' � ` � 2012,, BC 2I1�3,jAsC. 710 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point: D=0.990, S=1.50 k @ 0.670 ft Design Summary s,.. Max fb/Fb Ratio = 0.628. 1 •0 0750 S 0.1250 fb:Actual: 639.02 psi at 0.669 ft in Span#1 =___, Fb:Allowable: 1,017.44 psi Load Comb: +D+S+H Max fv/FvRatio= 0.938: 1 A A fv:Actual: 140.63 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.008 in Downward Total 0.012 in Left Support 0.85 1.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.34 0.54 Live Load Defl Ratio 4381 >360 Total Defl Ratio 2655 >180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,11:28AM /'�/ i � i 514 § , ; „. 1 Lic.#: KW-06002997 Licensee:c.t.engineering Desch•tion : 4015.2.D Top Floor Framing tal ^ BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.990, S=1.650 k @ 2.670 ft Design Summary D(0 0, S 0 57 *) Max fb/Fb Ratio = 0.795; 1 • D 0.04g.iy +oi fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H • • Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 n,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.024 in Downward Total 0.038 in Left Support 1.05 0.87 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.60 0.87 1.84 Live Load Dell Ratio 2120>360 Total Defl Ratio 1333 >180 i }fi{� 4,f; 2 1 atil�nt> e" :Q#3 ilkS g, - BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pr!! 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft Design Summary • • est'.' s0 aro s,,o) Max fb/Fb Ratio = 0.792; 1 • D(a1s u fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psi Load Comb: +D+0.750L+0.750S+H • Max fv/FvRatio= 0.615: 1 A A N:Actual: 187.53 psi at 5.763 ft in Span#1 s.so n 3.125x9 Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.189 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 654 >360 Total Defl Ratio 412 >180 d � t1 �e� t1 �B 3 �: n/9 e '20'l2,C € 4§13 A E ,.w�'�' •:`1.,i9% raj �..: .�... U -�\� ,.. ,, � / �/, � ,ice �, ��/ � `.. % ,. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,1128AM MUitz6 Si ,0 ^-°'l 1 E •, € , 4 or p 3 Lic.#:KW-06002997 .��" thlC=,,, ,.. 0 23 1€= :n Licensee:c.t.engineering Design Summary o� Max fb/Fb Ratio = 0.681; 1 * 'Dal '' 5:°' fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H • • Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4250 n,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 /6:1,6 6 `[Desi 6 B 4 • �/ NM ,,, ii \ .. ...... /, I ,... .. ? l 11,2,CIBC i9 10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Rem 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.578• 1 __ fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi �..� Load Comb: +D+0.750[+0.750S+H 0 0 Max fv/FvRatio= 0.401: 1 A A iv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.25011 4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 6Total Defl Ratio 1632 >180 y6 6 i'' B 5 (Typ) ,� ` .. ° U 2412 D IBC�;..', _ �;,,,; . ... �• ... ,,... �aic I�ttfgt�"Pet' S� 2t � c2��C7,1 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary :m.wr2t..5.04,411111111111111111111 Max fb/Fb Ratio = 0.109. 1 =. fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi Load Comb: +D+S+H 0 0 Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.750 n,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147>360 Total Defl Ratio 9430 >180 4 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014,1126AM ,y int a, i; 4 0 I' �: ( . : aw a €6 "'1 v,: * a ,;, L1e ` -,/� :• * w Y Lic.#: KW-06002997 Licensee .t.engineering w. . , CDS .nB6 rfie, l•. .\ Per -13, • 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.520. 1 < • �o a ¢.. fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi Load Comb: +D+S+H 0 0 Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 6.oft,2-2e8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843 >360 Total Defl Ratio 908 >180 IN. . 4 ea -est Z B 7 - .. �'., ~. "' _ �t`a1ci ,, -a� '2N' ..203 =G2O13,:;:.r. E7=.y1. 4 , BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary ,,... �i 1Norv,Novvr.mamminot� Max fb/Fb Ratio = 0.292; 1 -�""'�" fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi - �� - - �• Load Comb: +D+S+H 0 0 Max fv/FvRatio= 0.195: 1 A A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.50 n,2-20 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio 4369 >360 Total Defl Ratio 2152 >180 `Beale B s i// ,✓., 1. . y7; ,. ,,,,3!,,,,,e.` go:12/Novecolz,9,13C 20 ASCE'T10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 4 11 28AM mid • .' / �' 3cge i1 "1 Lic.#: KW-06002997 Licensee:c.t.engineering � A {�►. « t e e3 B g / CA .:\ isgien2: 201 ,ASCI- BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Desiqn Summary ,02213 L 0.590 Max fb/Fb Ratio = 0.277 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H fb Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 R,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745>360 Total Dell Ratio 5633>180 NV v+alairtf i• B 10 �; x s~ " ak;t tons 2012 S,t3N2011 d', BG 21913,ASCE-10: BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary 0 0.2213 L 0390 Max fb/Fb Ratio = 0.372 1 fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H Max fv/FvRatio= 0.295: 1 A A fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 8.0 fl,1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877 >180 tfx> ; m digit B.11 \\: r 204tips 201 G8e3.'AsGE BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary 0 0.2213 L 0590 Max fb/Fb Ratio = 0.198. 1 �� fb:Actual: 431.05 psi at 2.250 ft in Span#1 ,r Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H . • Max fv/FvRatio= 0.175: 1 fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.5018 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 6120>360 Total Defl Ratio 4451 >180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 PrintedMAR112 6 2014, SA Lic.#: KW-06002997 Licensee c.t.engineering sffinitiesi.o.,.;. B.11 vr' ' • ...ri 2 tf�1612, � A£ Mg410' BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=14.0 ft Design Summary D 0.210 L 0.560 Max fb/Fb Ratio = 0.736; 1 fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 Fb:Allowable: 2,379.75 psi Load Comb: +D+L+H .'. _.. . Max fv/FvRatio= 0.504: 1 A A fv:Actual: 133.60 psi at 0.000 ft in Span#1 6.0 it 3.125x9 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 2.24 Live Load Defl Ratio 632>360 Total Defl Ratio 459>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014.12:05PM ,1,2310; Lic.#: KW-06002997 Licensee .:c. t.engineering Description : 4015.2.D Top Floor Framing, Cont. . . Be ` DesigrW B.13 ii �lcu ttiotns'ur«r 2p E2 lB 301 2 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary' Max fb/Fb Ratio = 0.422 1 _�,1�x„muirzwie �� fb:Actual: 962.10 psi at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H Max fv/FvRatio= 0.310: 1 fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.504 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Defl Ratio 1306>360 Total Defl Ratio 1055>180 Wood Beam Desig B 14 Y :,' '� `F Calcu F 11 1DSSI,. « '1,CB ' 13 ASC. �1O BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634; 1 0 0.180 L 0.480 fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 Fb:Allowable: 2,313.03 psi Load Comb: +D+L+H Max fv/FvRatio= 0.350: 1 20.250 ft, 5.125x18 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596>360 Total Defl Ratio 433>180 Wood!Beim Design: B15 Calculai i per21214D1S 2012,de#4013 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.264. 1 LP 1 fb:Actual: 268.39 psi at 1.500 ft in Span#1 ,' Fb:Allowable: 1,017.19 psi , Load Comb: +D+L+H • • Max fv/FvRatio= 0.216: 1 A A fv:Actual: 32.43 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 it,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Defl Ratio 6403 >360 Total Defl Ratio 4657 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014,1205PM ta- �. 1 61 ;44r:l t'.. ' k•ear - &-;10 'i',0`�%ffif!ti -11,:iiir sof, ,iiiimi.:',„ op ,/,':4,r 3 €w' SING 4i ,>r ,y ✓ w Lic.#:KW-06002997 Licensee:c.t.engineering W ' r igte B16V, ��'�, °,,,, % `\\ c» r 244111DS,Iltei012,C ,2013 E7 `. I BEAM Size: 5.125x16.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 9.50 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,9.50 to 16.50 ft,Trib=22.0 ft Point: D=2.295, S=3.825 k @ 9.50 ft Design Summary 00... �' D 0.330 S 0.550 Max fb/Fb Ratio = 0.887; 1 D(o.030)S(o.050) fb:Actual: 2,412.56 psi at 9.515 ft in Span#1 + o(p.1a2 L(o ) Fb:Allowable: 2,718.98 psi +D+0.750L+0.7505+H Load Comb: Max fv/FvRatio= 0.538: 1 • A fv:Actual: 163.82 psi at 15.180 ft in Span#1 16.50 ft, 5.125x16.5 Fv:Allowable: 304.75 psi Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.476 in Downward Total 0.720 in Left Support 2.84 3.14 2.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.40 3.14 5.37 Live Load Defl Ratio 416>360 Total Defl Ratio 275>180 Nth Bea e i 13711 r % i ., lciulal q '4012N BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=4.0 ft Design Summary o 0.060 S 0.10 Max fb/Fb Ratio = 0.272; 1 fb:Actual: 276.24 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi Load Comb: +D+S+H = 0 Max fv/FvRatio= 0.159: 1 A fv:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50+r,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.017 in Downward Total 0.027 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 3949>360 Total Defl Ratio 2468 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed'6 MAR 2014,11 34AM , i. Si i6 Be 1 r . s '*:•''','N. / W t b'„/. .1,1,--,/,, ,..11,:,;;-__ .,,.0 .,r,,.,,, :t 9 -20 t_ -. X41 / Lic.#: KW-06002997 Licensee:c.t.engineering Descri•tion : 4015.2.D Middle Floor Framing . Beam t�esi•gn." B6 1 rr' ', ££' '1` % ^'' •et /. 241F'�2 '2° 01013'ASCE e, BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary 4 b° L041tv1' Max fb/Fb Ratio = 0.388; 1 fb:Actual: 417.98 psi at 2.125 ft in Span#1 Fb:Allowable: 1,076.59 psi Load Comb: +D+L+H 0 Max fv/FvRatio= 0.270: 1 A A fv:Actual: 48.52 psi at 3.485 ft in Span#1 Fv:Allowable: 180.00 psi 4.250 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.011 in Downward Total 0.015 in Left Support 0.45 1.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.19 Live Load Defl Ratio 4557 >360 Total Defl Ratio 3314>180 *toad Bee r esig BB 2 /,j i 4 /ir cu r201 :NDS Cai 2012,CB 3,ASCE t0 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Mil 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary 4fPs° ),46°414, Max fb/Fb Ratio = 0.775. 1 fb:Actual: 833.08 psi at 3.000 ft in Span#1 Fb:Allowable: 1,075.07 psi Load Comb: +D+L+H Max fv/FvRatio= 0.444: 1 A A fv:Actual: 79.91 psi at 5.240 ft in Span#1 Fv:Allowable: 180.00 psi 6.0 a 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.044 in Downward Total 0.061 in Left Support 0.63 1.68 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.63 1.68 Live Load Defl Ratio 1619>360 Total Dell Ratio 1178>180 Wood B4 Desgn',: BB.3 ,/ t 12NDS,iBC201 CBC2013, B710 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Mil 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D 0.1538 L 0.410 Max fb/Fb Ratio = 0.319• 1 ��. ....... fb:Actual: 343.09 psi at 2.250 ft in Span#1 Fb:Allowable: 1,076.38 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.215: 1 A A fv:Actual: 38.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Defl Ratio 5244>360 Total Defl Ratio 3814>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014,11.34AM r` ;� ,r ,;,p550,-,,,12,---10,,,,;:q-+: a p x . ,, } 04 ;3�• 1 §4 m Lic.#: KW-06002997 Licensee:c.t.engineering W. WaldE fl rBB4 2140 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary .0.1538 L 0.410 Max fb/Fb Ratio = 0.319; 1 "__: fb:Actual: 343.09 psi at 2.250 ft in Span#1 Fb:Allowable: 1,076.38 psi Load Comb: +D+L+H o • Max fv/FvRatio= 0.215: 1 A A N:Actual: 38.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.500,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Defl Ratio 5244 >360 Total Defl Ratio 3814>180 B.5 . . ° alII . , 3E G , IX1 io , BEAM Size: 6x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary D 0.0750 L 0.20 Max fb/Fb Ratio = 0.624; 1 fb:Actual: 544.50 psi at 4.125 ft in Span#1 Fb:Allowable: 873.27 psi .. Load Comb: +D+L+H Max fv/FvRatio= 0.207: 1 A A N:Actual: 35.20 psi at 0.000 ft in Span#1 8.250 ft, 6x8 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.083 in Downward Total 0.115 in Left Support 0.31 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.31 0.83 Live Load Defl Ratio 1187>360 Total Defl Ratio 863 >180 . . Bei ig BB 6 1\ , `\ 02N12 ND BG .§ z 8C ,SLS'�T4O BEAM Size: 3.5x11.875,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Pill 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point D=0.9160, L=2.440 k @ 1.250 ft Design Summary °..^ °_ Max fb/Fb Ratio = 0.591; 1 D 0.1425 L 0.380 fb:Actual: 1,345.70 psi at 4.373 ft in Span#1 =1111-/W /NINIIII /M/1/M11 - Fb:Allowable: 2,278.55 psi Load Comb: +D+L+H � ,' .,... ....,_ Max fv/FvRatio= 0.599: 1 • A fv:Actual: 185.68 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.330 ft, 3.5x11.875 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.175 in Downward Total 0.241 in Left Support 1.54 4.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 2.26 Live Load Defl Ratio 706 >360 Total Defl Ratio 513>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014 11 i '.4211k. NO}11441 +gt51T1 a .-. ....,.,E ,.., ✓ ih! r3 Lic.#:KW-06002997 Licensee c.t.engineering Description : 4015.2.D Crawispace Framing ood am D eng CB 1 lops, er 2012 Mtn IBC 2012,CB X13;A C 10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary 0 0.1425 L 0.380 Max fb/Fb Ratio = 0.823: 1 fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi .r •.. � w .: ., � .,. Load Comb: +D+L+H Max fv/FvRatio= 0.403: 1 A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s w E U Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222 >360 Total Defl Ratio 888>180 /(2)2(8 HDR (2)2x8 HDR (2; 2x8 HDR (2)2x8 H]R (2; 2x8 HDR k 8....NM 111111111111MB 14111110 IIIIRE11011111M.OM 6111011111 11111•1141 RB. 1 RB.; RB.3 RB.4 RB.5I i 1 E\ /co I .; — (ki al \ ' I ./ E .N - - - iI J / #14189 PLAN 5 2014.09.09 REVISE WINDOWS AT REAR ELEVATION l L Ec/ST NOTE: p ^� F�'A ELEVATION"A"SHOWN. (0 ^) ,i 2�0 ELEVATION"CD HAS IDENTICAL SPANS AND LOADS. O 73 _• 0 ELEVATION"B"HAS IDENTICAL SPANS BUT ROOF FRAMING IS PARALLEL TO -i N s Z / \ WALL AND THUS HAS MUCH LOWER ROOF LOADING. , o O 8 ALL BEAMS AT ALL ELEVATION WILL BE SAME. Ali S1.2 S12 <��1� i (P43 41110 s �'.0 6X10 (OR) STHD14 E. GLB 3.5X9 HDR HDR 3.5x9 GLB HDR 4x10 HDR 4x10 HDR 4x10 HDR ii B• ri B.2 B 3 ,-- B. 4 B. 5 II / \ ( a II I I 2 I` --11 \- /20 I N I I N ,. -1 1 1 v N I / :U 1 1 �1 -- 1 i ,� U1 I--L_____-may-- ----� -� I LL H or 1 � c l-------T V: r 0 j cn I I 0 m cn m mm zz 0 0 Title: Job# Dsgnr:TRE Date: 11:14AM, 9 SEP 14 Description: Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 Description Plan 5 2014.09.09 Roof FRMG Revised rear windows Timber Member Information RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 RB.17 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 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 Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,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 4.50 2.50 3.50 4.50 3.50 2.50 4.50 Dead Load #/ft 60.00 360.00 360.00 360.00 60.00 315.00 315.00 Live Load #/ft 100.00 600.00 600.00 600.00 100.00 525.00 525.00 Dead Load #/ft 300.00 Live Load #/ft 500.00 Start ft 0.500 End ft Point#1 DL lbs 1,320.00 LL lbs 2,200.00 @X ft 0.500 ` Results Ratio= 0.1576 0.2919 0.5722 0.9459 0.9409 0.2555 0.8277 Mmax @ Center in-k 4.86 9.00 17.64 29.16 29.01 7.87 25.51 @ X= ft 2.25 1.25 1.75 2.25 1.26 1.25 2.25 fb:Actual psi 184.9 342.4 671.2 1,109.5 1,103.7 299.6 970.8 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 18.3 43.0 76.0 109.6 108.7 37.7 95.9 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 • Reactions111 @ Left End DL lbs 135.00 450.00 630.00 810.00 1,622.14 393.75 708.75 LL lbs 225.00 750.00 1,050.00 1,350.00 2,703.57 656.25 1,181.25 Max.DL+LL lbs 360.00 1,200.00 1,680.00 2,160.00 4,325.71 1,050.00 1,890.00 @ Right End DL lbs 135.00 450.00 630.00 810.00 807.86 393.75 708.75 LL lbs 225.00 750.00 1,050.00 1,350.00 1,346.43 656.25 1,181.25 Max.DL+LL lbs 360.00 1,200.00 1,680.00 2,160.00 2,154.29 1,050.00 1,890.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK I Center DL Defl in -0.004 -0.003 -0.010 -0.027 -0.016 -0.002 -0.023 UDefl Ratio 12,081.4 11,743.2 4,279.6 2,013.6 2,571.5 13,420.8 2,301.2 Center LL Defl in -0.007 -0.004 -0.016 -0.045 -0.027 -0.004 -0.039 UDefl Ratio 7,248.9 7,045.9 2,567.7 1,208.1 1,542.9 8,052.5 1,380.7 Center Total Defl in -0.012 -0.007 -0.026 -0.072 -0.044 -0.006 -0.063 Location ft 2.250 1.250 1.750 2.250 1.652 1.250 2.250 UDefl Ratio 4,530.5 4,403.7 1,604.8 755.1 964.3 5,032.8 863.0 Title: Job# Dsgnr:TRE Date: 11:14AM, 9 SEP 14 Description: Scope: SFR Rev: 580006 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _ II (c)1983-2003 ENERCALC Engineering Software 14051Page 5 Description Plan 5 2014.09.09 FLR FRMG Revised rear windows _Timber Member Information 11 B1 B2 B3 B4 B5 Timber Section 6x10 3.125x9 4x10 4x10 4x10 Beam Width in 5.500 3.125 3.500 3.500 3.500 Beam Depth in 9.500 9.000 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fr,24F- Douglas Fr- Douglas Fr- Douglas Fr- Larch,No.2 V4 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 2,400.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,800.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn GluLam Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data 1 Span ft 4.50 6.50 3.50 5.50 3.50 Dead Load #/ft 150.00 150.00 220.00 220.00 120.00 Live Load #/ft 400.00 400.00 320.00 320.00 320.00 Dead Load #/ft 460.00 460.00 460.00 460.00 Live Load #/ft 600.00 600.00 600.00 600.00 Start ft 1.750 3.000 End ft 4.500 0.500 3.500 Point#1 DL lbs 1,320.00 630.00 630.00 808.00 LL lbs 2,200.00 1,050.00 1,050.00 1,346.00 @ X ft 1.750 0.750 0.500 3.000 Point#2 DL lbs 810.00 LL lbs 1,350.00 @ X ft 0.500 Point#3 DL lbs 810.00 LL lbs 1,350.00 @ X ft 5.000 Point#4 DL lbs 1,622.00 LL lbs 2,704.00 @ X ft 5.000 Results Ratio= 0.9311 0.8763 0.3232 0.9054 0.2738 Mmax @ Center in-k 79.72 102.03 20.04 56.12 16.97 e @ X= ft 1.76 3.25 1.01 3.19 2.53 fb:Actual psi 963.7 2,418.6 401.4 1,124.5 340.0 Fb:Allowable psi 1,035.0 2,760.0 1,242.0 1,242.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 110.6 216.6 43.0 60.7 36.0 Fv:Allowable psi 207.0 276.0 207.0 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,530.69 1,982.50 1,093.57 2,135.18 341.86 LL lbs 2,748.61 3,250.00 1,663.57 3,430.36 773.71 Max.DL+LL lbs 4,279.30 5,232.50 2,757.14 5,565.54 1,115.57 @ Right End DL lbs 1,729.31 1,982.50 536.43 2,946.82 1,116.14 LL lbs 2,901.39 3,250.00 806.43 4,783.64 1,992.29 Max.DL+LL lbs 4,630.69 5,232.50 1,342.86 7,730.45 3,108.43 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OKII Title: Job# Dsgnr:TRE Date: 11:14AM, 9 SEP 14 Description: Scope: SFR Rev:580006 User:KW-0602997,ver 5.8.0,1-Dec-2003Timber Beam & Joist Page 2 1 (c)1983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 Description Plan 5 2014.09.09 FLR FRMG Revised rear windows Center DL Defl in -0.013 -0.072 -0.004 -0.029 -0.003 UDefl Ratio 4,101.4 1,087.9 10,997.6 2,259.1 15,388.7 Center LL Defl in -0.023 -0.118 -0.006 -0.046 -0.006 UDefl Ratio 2,399.9 663.6 7,160.3 1,431.8 7,550.7 Center Total Defl in -0.036 -0.189 -0.010 -0.075 -0.008 Location ft 2.214 3.250 1.638 2.816 1.876 UDefl Ratio 1,514.0 412.2 4,336.7 876.4 5,065.7 180 Nickerson St. CT ENGINEERING suite 302 I N C. 247\4: Seattle,WA Project: , Date: !/Y^\4•v 7.)•V- (:05)2854512 FAX: Client: • Page Number: (206)285-0618 y • • .(i ) et,\ p • Aw -B5K7-- coio,p)-nD,,,) I I,/% 5 lh -' I c. • • . ../,-..-,-,.-:,-;:,,x,-, 173../,'2,....f--.,.....,:,--„;,-,:- z . !� - . 4-gip - /, . • :. 1 : S` � �12 . I il�Al ,. 7; . X lira' LSC Q t } fr,..plit- . . ( i. . r . • . �� : •10� f3G . /CP •c, :, 421 Esc ' <C , Structural Engineers Title: Job# Dsgnr: TRE Date: 10:38AM, 17 JUL 14 Description: Scope: SFR Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 Description PLAN 5- MISC FRMG 2014.07.17 Timber Member Information B.12 B13.61 1 Timber Section A 3.125x10.5 L L:3.500x11.875 Beam Width i I3.125 3.500 Beam Depth i f 10.500 11.875 Le:Unbraced Length 0.00 0.00 Timber Grade I,. glas Fir,24F- ' - el,LSL 1.55E V4 Fb-Basic Allow psi 2,400.0 2,325.0 Fv-Basic Allow p'l 240.0 310.0 Elastic Modulus ks+ 1,800.0 1,550.0 Load Duration Factor 1.000 1.000 Member Type 1 Glu Lam Manuf/Pine Repetitive Status No No [Center Span Data Span10.00 11.50 Dead Load #1 ' 225.00 150.00 Live Load it/ftp 600.00 400.00 Point#1 DL lbs 1,125.00 LL lbs 3,000.00 @ X ft 0.500 Point#2 DL lbs 1,125.00 LL lb- 3,000.00 @ X ft 10.500 Results Ratio= 0.8980 0.7664 Mmax @ Center in-k 123.75 146.58 @ X= ft 5.00 6.07 fb:Actual psi 2,155.1 1,782.0 Fb:Allowable psi 2,400.0 2,325.0 Bending OK Bending OK fv:Actual psi 156.9 237.4 Fv:Allowable psi 240.0 310.0 Shear OK Shear OK ReactionsII @ Left End DL lbs 1,125.00 2,036.41 LL lbs 3,000.00 5,430.43 Max.DL+LL lbs 4,125.00 7,466.85 @ Right End DL lbs 1,125.00 1,938.59 LL lbs 3,000.00 5,169.56 Max.DL+LL lbs 4,125.00 7,108.15 II_Deflections Ratio OK Deflection OK Center DL Defl in -0.093 -0.110 UDefi Ratio 1,286.3 1,259.2 Center LL Defl in -0.249 -0.292 UDefi Ratio 482.4 472.2 Center Total Defl in -0.342 -0.402 Location ft 5.000 5.842 UDefi Ratio 350.8 343.4 TJI JOISTS and RAFTERS Code ; Code i Code I Suggest- Suggest Suggest : Lpick Lpick Lpick i Lpick Joist b f d Spa.I LL DL M max V max El L fb L fa L TL240 L LL360 L max TL deft. i LL deft. L TL360 L LL480 L max TL deft TL deft.LL deft.°LL deft. size&grade width lin)Idepth(in_)_._(M..).1 (psf.__.(psf)I (ft-lbs1_...(psi) (es!1.._._.,.._._(ft)-.._..._..(ft_)._._...._._Sn:1._..__._..ift1 (ft.) Sin)_.._. .-._.S!p4_.._.-L_I (ft) (ft.) .._. (ft.) (in)_... ratio_ ._..(in.)._. ratio w .._.._ 9.5"TJI 110 1.75 _._.9.5 19.2 40 _._15 2380[ 12201 1 40E+08 14.71 27.73 15.23 14.80 14.71 0.661 0.48 13.31 1315 13.31' 044_.._360 0.32: 495_. 9.5"TJI 110 1.75 9.5 16 40 15 2380112201 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.721 0.52 i 14.14 14.29 14.14 0.47 360 0.34, 495 9.5"TJI 110 1.751 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.791 0.58i. 15.57 15.73 16.67 0.52 360 0.384 9.5"TJI 110 1.7519.5 9.6 40 15 23801. 12201495 ._._...._._.._. _._. ._._._ ._._.._._._._. ._.. 1 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85: 0.62 16.77 16.94 1677 0 56 360- O.41µ 495 __.__._._.._. 9.5"TJI 110 1.751 95 19.2 40 10 1- 25001 12201 1.57E+08 1551 30.50 1634 1537 15.37 0.64; 0.51i 14.27 13.97 13.97 0.44 384 035 i 480 9,5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36,60 17.36 16.34 16.34 0.68. 0.54 15,17 14.84 14,84 0.46 384 0,37. 480 9.5"TJI 110 1.751 9.5 12 40 101 2500 12201 1.57E+08 20,00 48.80 19.11 17.981 17.98 0 75 0 60 1 16.69 16 34 1834 0 51 384 0 41 480 9.5"TJI 110"_._.._._.1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 2058 19.37 19.37 0.814 0.65 ; 17.98 17.60 17.60 0.55 384 0.44 480 9.5"TJI 210 2.06251 9.5 19.2 40 101 3000 13301 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68; 0.54 1 15.13 14.81 14.81 0.46 384 0.371. 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16 08 15 74' 1874 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 12 40 10 3000 13301 1.87E+08 21. 91 53.20 20.26 19.061_ 19.06 0.79: 0.64 1 17 70 17 32 17 32 0 54 384 0 43 480 9.5"TJI 210 2.06251 9.5 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21.82 20,53 20.53 0.861 0.68 I 19.06 18.66 18.66 0.58 384 0.471 480 1- I 9.5"TJI 230 23125; 95 19.2 40 10 33301 13301 2.06E+08 18.25 33/5 1759 16.83 16.83 0.70i 0561 1 15.63 15/9 15.29 0.48; 384 038" 480 9.5"TJI 230 2.3125 9,5 16 40 10 3330 1330 206E+08 19.99 39.90 19.01 17.89 17.89 0,75 0.60 16,60 16,25 16.21k 0.51 384 0,41. 480 9.5"TJI 230. 2.3125_ ._.9.5 -._12 .._ 40 10 33301 13301 2.06E+08 23.08 53.20 20.92 19.69 19 69 0 82 0 661 _18 28 17.89 17 69._._.056 384 0.454 480 9.5"TJI 230 2 3125 95 95 40 10 33301 13301 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0,71 19.69 19.27 1911 0.60 384 0 48 480 1 » 11.875"TJI 110 175 11.875 19.2 40 101- 31601 15601 2.67E+081 1778 39.00 1950 1835 1778 0.671 0541 1754 1657 16.67 052 384 012' 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44. 480 11.875"TJI 110 1.751 - 11.875 12 40 101 3160' 15601 2.67E+08f 22.49 62.40 22.81 21.46 21.46 0.89, 0.721. 19.93 19.50 19 60 0 61 384 0 49 480 11.875"TJI 110 1.751 11.875 9.6 40 10 3160 15601 2.67E+ 08 25.14 78.00 24.57 23.12 23.12 0.964 0.77 p 21.46 21.01 21.01 0.66 384 0.53 480 11.875"TJI 210 2.06251 11.875 19.2 40 10 37951 16551 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.651 i 18.00 17.62 17.62 0.55. 384 0.44"; 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1665 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 16,71 0.59 384 0.47 '; 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 16551 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.951 0.76 1 21.05 20.61 20.61 0.64 384 O.52,, ,,480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.021 0.81 22.68 22.20 22.20 0.69 384 0.551 480 1 11.875"TJI 230 2.3125 11.875 19.2 40 101 4215 16551 3.47E+081 20.53 41.38 21.28 20.03 20.03 0.83; 0.671 18.59 18.20 18.20 0,57 384 0.45 480 11875"TJI 230 2.3125 11.875 ;; 16 40 10 4215 1655 3.47E+08 ;22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19 34 , Ilk 34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.875 12 40 101 4215 16551 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.981 0.781 21.74 21.28 21.28 0.671 384 0.53 480 1 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 16551 3.47E+08� 29.03 82.75 26.81 25.23 25.23 1.05' 0.84 23.42 22.93 22.93 0.7211 384 0.57 480 T 11.875"RFPI 400 2.06251 11.875 19.2 40 101- 4315 14801 3 30E+081 20 77 37 00 20 93 19.69 19.69 0.82, 0.66, 18.28 17.89 17.89 0.56 384 0.45', 480 11.875"RFPI 400 2.062511.875"RFPI 400 11.875 11.875 16 40 10 4315' 1480 3.30E+08 22.76 44,40 22.24 20,93 20,93 0.87 0.70 1119,43 19,01 19.01 0.59 384 0.48 480 11.875"RFPI 400( 2.06251 11.8711.8751 9.61 401 101 4315 1480 3.30E+081 29.381 74.001 26.37 24.81 24.81, 1.03' 0.83 j 23.03 22.54 2254 0.70, 384( 0561 480 Page 1 D+L+S CT#14051-4015.2 I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant) Section 3.7.1.5 ' Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Loa <-1.0 Load©Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c lb fb/ in. In. in. S. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 508.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTM 14051-4015.2 I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mau.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height La/d Vert.Load Hor.Load <.1.0 Load eID Plats Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c, lb N/ in. in. in. It. pif psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 378.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 BOO 1,200,000 1,366 506 MO 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15' 875 425 725 1,200,000 1,386 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 i 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.89 531.23 0.80 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13####MM 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 228.94 219.02 96.97 0.44 927.02 0.796 Page 2 D+L+W+.55 CT#14051-4015.2 I LOAD CASE I (12.14) I (BASED ON ANSIIAF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor DSL+W+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 ,Bendin. Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mao.Wa9 duration duration factor factor use Stud Grade Width Depth Spadng Height Laid Vert.Load Hor.Load <=1.0 Load Q Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fclF'c fb fb/ in. in. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-tc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 , 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9980 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13' 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 MON 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.SW CTM 14051-4015.2 I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5Cr ' KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vanes) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wa8 duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load a.1.0 Load 6 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb ibl in. in. In. R. pif psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675_ 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.601.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.386 SPF Stud 1.5 I 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 11.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 I 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.80 _1.15 1.3 1.10 1.15 850 _405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61, 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14' 139.80 0.64 463.51 0.594 Page 4 D+L+S*.7E CT#14051-4015.2 I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 _ _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load x>1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb " tb/ in. In. in. ft. p8 psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fclFce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 988 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9968 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.0962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF St 6_-. 383 6 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 10 Nickerson St. ENGINEER11321 1 NG Suite?OZ y N C. Seattle,WA 98109 Project: ` P @ R ,J ' j� Date: (206)285-4512 Client: S»4,74.16 �/T of v -Pvt� - Page Number. (206)285-0618 eiw- - dao:ter4F oyzyi witri4S? gay- 1_2 I,,.. 61zrs � ityr - col A4, *. e Vs1 _ = :_ :.r 4 tf5, --~ 1 '1 y ' f 60414 A z s solo .� G��: .: .M- . ' '. #:kift S • / . . gen ENGINEERING 180 Nicketscat St. Suitt 302 / Seattle,WA / Project; ?- ...."...- -7.-;,... - , 98109 .Date: , ar----ir--‘ a 0" — PAX ? (206)2SS4512 age Page Number caw 285-0418 jaa.. AM, ptsr 44 4, • ( 1.50z7 F9v- 64-442) Fl.P--2- tivt)(40-1-s wm.L. fttk, I 14A- (40 WO ...... *Vs 5..1 fixotief . . wirz ziNia+-15)0;,3 ,, ve . te sio ....4.0 i 25"( ar4f-.01-451,31 * e et c , r •- ?tare e - P , . mr ,.P. f 1"----1 , .., ... .. 1 (.... 199 M. .11Will r— 2 16? 136" 111471st- r r) 1' • Structural Engineer's , Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 1 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 11164_retaining_wall.ecw:Caiculations Description CANT RET WALL H=9.5'(TOW minus 12.25") Criteria I Soil Data I Footing Strengths& Dimensions III Retained Height = 9.67 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.17 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Dep = 0.00 in D 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 ‘ Stem Construction 1 Top Stem Stem OK Total Bearing Load = 5,704 lbs Design height ft= 0.00 ...resultant ecc. = 5.16 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,997 psfReOK Rebarr SSizThiba = 8.00 ize = # 5 Soil Pressure @ Heel = 540 psf OK Rebar Spacing = 8.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,205 psf fb/FB+fa/Fa = 0.850 ACI Factored @ Heel = 597 psf Total Force @ Section lbs= 2,781.9 Footing Shear @ Toe = 11.2 psi OK Moment....Actual ft-#= 8,967.0 Footing Shear @ Heel = 61.7 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 42.1 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.46 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 8.03 Lateral Sliding Force = 1,992.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 5.50 Masonry Data f'm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,205 597 psf Equiv.Solid Thick. Mu':Upward = 1,810 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 231 10,430 ft-# Concrete Data Mu: Design = 1,579 10,430 ft-# f'c psi= 3,000.0 Actual 1-Way Shear = 11.17 61.72 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev:580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software11164_retaining_well.ecw:Calculations Description CANT RET WALL H=9.5'(TOW minus 12.25") Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,992.4 3.56 7,086.1 Soil Over Heel = 2,659.6 3.25 8,635.3 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 = 48.8 0.67 32.4 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,017.0 1.66 1,691.6 Total = 1,992.4 O.T.M. = 7,086.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.46 Footing Weight = 674.5 2.25 1,516.7 Vertical Loads used for Soil Pressure= 5,704.0 lbs Key Weight = Vert.Component = 1,204.1 4.50 5,414.9 Vertical component of active pressure used for soil pressure Total= 5,704.0 lbs R.M.= 17,457.3 • Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 11164_retaining_wall.ecw:Calculations Description CANT RET WALL H=6.67' (TOW minus 3'-11") Criteria I Soil Data I Footing Strengths& Dimensions M Retained Height = 6.00 ft Allow Soil Bearing ! = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 9 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.67 Soil DensityWater height over heel = 0.0 ft = 110.00 pcf Footing Thickness = 10.00 in FootingllSoil Friction = 0.300 Soil height to ignore Key WDep = 0.00 in Wind on Stem = 0.0 psf9 9 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 0 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 2,499 lbs Design height ft= 0.00 ...resultant ecc. = 4.29 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,687 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 185 psf OK Rebar = # 4 2,000 Rebar Spacing 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,896 psf fb/FB+fa/Fa = 0.665 ACI Factored @Heel = 207 psf Total Force @ Section lbs= 1,071.0 Footing Shear @ Toe = 2.7 psi OK Moment....Actual ft-#= 2,142.0 Footing Shear @ Heel = 29.5 psi OK Moment Allowable = 3,221.3 Allowable = 93.1 psi Shear Actual psi= 16.2 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.31 OK Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 817.2 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 5.50 Masonry Data f'm psi= Fs psi= Solid Grouting = -Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,896 207 psf Equiv.Solid Thick. = Mu':Upward = 394 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 51 2,096 ft-# Concrete Data Mu: Design = 343 2,096 ft-# f'c psi= 3,000.0 Actual 1-Way Shear = 2.68 29.55 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: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 22.00 in Heel:#4@ 22.00 in,#5@ 34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 —User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 111642etaining_walt.ecw:Calculations Description CANT RET WALL H=6.67' (TOW minus 3'-11") Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 817.2 2.28 1,861.3 Soil Over Heel = 880.0 2.00 1,762.9 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 = 24.6 0.34 8.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 667.0 1.00 669.2 Total = 817.2 O.T.M. = 1,861.3 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.31 Footing Weight = 333.7 1.34 445.6 Vertical Loads used for Soil Pressure= 2,499.2 lbs Key Weight = Vert.Component = 493.9 2.67 1,318.6 Vertical component of active pressure used for soil pressure Total= 2,499.2 lbs R.M.- 4,304.9 Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: -Rev: 580010 Page 1 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 11164_RETAINING_WALLECW:Calculations Description CANT RET WALL H=4.67(TOW minus 5'-11") Criteria 0 Soil Data I Footing Strengths&Dimensions M Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Dep = 0.00 in D for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary i Stem Construction 1 Top Stem -a Stem OK Total Bearing Load = 1,449 lbs Design height ft= 0.00 ...resultant ecc. = 2.53 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,183 psf OK Rebar Sizeess = 8.00 Soil Pressure @ Heel = 266 psf OK Rebar = # 4 2,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,374 psf fb/FB+fa/Fa = 0.261 ACI Factored @ Heel = 308 psf Total Force @ Section lbs= 476.0 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 634.7 Footing Shear @ Heel = 13.8 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 7.2 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.74 OK Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 408.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,374 308 psf Equiv.Solid Thick. = Mu':Upward = 161 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 28 625 ft-# Concrete Data Mu: Design = 132 625 ft-# f'c psi= 3,000.0 Actual 1-Way Shear = 0.00 13.84 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: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 11164_RETAINING_WALLECW:Calculations Description CANT RET WALL H=4.67(TOW minus 5'-11") Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 408.8 1.61 658.7 Soil Over Heel = 366.7 1.58 580.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load -- Added Added Lateral Load = Axial Dead Load on Stem= 100.0 0.83 83.3 Load @ Stem Above Soil= Soil Over Toe = 18.3 0.25 4.6 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 467.0 0.83 389.2 Total = 408.8 O.T.M. = 658.7 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.74 Footing Weight = 250.0 1.00 250.0 Vertical Loads used for Soil Pressure= 1,449.1 lbs Key Weight = Vert.Component = 247.1 2.00 494.2 Vertical component of active pressure used for soil pressure Total= 1,449.1 lbs R.M.= 1,801.8 Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 11164_retaining_wall.ecw:Calculations Description CANT RET WALL H=2.67' (TOW minus 7'-11") Criteria 0 Soil Data I Footing Strengths& Dimensions M Retained Height = 2.00 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingitSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Dep = 0.00 in D for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem i i Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary i Stem Construction 0 Top Stem Stem OK Total Bearing Load = 682 lbs Design height ft= 0.00 ...resultant ecc. = 0.67 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 643 psf OK Rebar Sizeess = 8.00 Soil Pressure @ Heel = 383 psf OK Rebar = # 4 2,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 794 psf fb/FB+fa/Fa = 0.051 ACI Factored @ Heel = 473 psf Total Force @ Section lbs= 119.0 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 79.3 Footing Shear @ Heel = 4.4 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 2.5 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 4.42 OK Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 132.3 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 4.00 Masonry Data f'm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 794 473 psf Equiv.Solid Thick. = Mu':Upward = 42 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 11 71 ft-# Concrete Data Mu: Design = 30 71 ft-# f'c psi= 3,000.0 Actual 1-Way Shear = 0.00 4.41 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: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 11164_retaining_walLecw:Calculations Description CANT RET WALL H=2.67' (TOW minus 7'-11") Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 132.3 0.92 121.3 Soil Over Heel = 73.3 1.16 85.3 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 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 12.1 0.17 2.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 267.0 0.66 177.1 Total = 132.3 O.T.M. = 121.3 Earth @ Stem Transitions= Resisting/Overturning Ratio = 4.42 Footing Weight = 149.6 0.67 99.5 Vertical Loads used for Soil Pressure= 682.0 lbs Key Weight = Vert.Component = 80.0 1.33 106.4 Vertical component of active pressure used for soil pressure Total= 682.0 lbs R.M.= 536.6 Design Maps Summary Report Page 1 of 1 Ilene illimalua Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III T,,,' : I 'Ife m ilt k l $ �'2 99E , . 3ZA.--,..,-:iiirri':1,:,',;:4,, f /f �y tee` `9.:F .;> ----,-;1:: -',„:,,, 3g • �. .r, ,,,�,� � F` ri"li ' • day ' '``� �,,.. ♦ei' nyy £ } -.,„,,,,i,,-:. --:.1$;, 'vG S , brv�a C F� `` °§ "' a air 1 W ``� � g , '- ,, y /, ..cc \ . e ` d ^`/ - iT atin 1' EM s„ti ,: ., ,> ., � "" . .m,F..�.. .. F. .xa , :,tea ':L S( var, .. ., �u',z.� USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g Si. = 0.423 g SM1 = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and all select the"2009 NEHRP"building code reference document. N10E�Response spectrum Design Response Spectrum o, 1.10 , 14,$ 9 0.77 0, 0.44 ?7 014 S 0. is is7 a 040 t Ct; i *32 Q 0:84 it 22 s16 x:11 0+0* VS ct, l 0.00 it. 0.40 "00 C0 0. 9 1. 1 1.att� 1-. 1. 0.00 0100.40 a" t" LO0 t 2° 1*" 1. dt 1. t 8 P4 T I{sc) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 4015.2 Elevation D Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://ea rthq uake.usgs.q ov/research/h azmaps/ http://qeohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SMi=FvSi SM1= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.45 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= 0 Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Qo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor Co= 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 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14051:Plan 4015.2 Elevation D SDS= 0.72 h„ = 18.00(ft) SD1= 0.45 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) CS=SDS/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) CS=SD1/(T*(R/IE)) (for T< 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) CS=(0.5 S1)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 18:00' 18.00 1666 0.022 36.652 6597 0.58 3.88 3.88 2nd 8.00 10.00' 10.00 1712 0028' 47.936 479.4 0.42 2.82 670 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F. w; E w; FPx= EF; *wPx 0.4*SDS*IE*Wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 FPx Max. FPx Min. Roof 3.88 3.88 36.7 36.7 5.28 3.88 10.56 5.28 2nd 2.82 6.70 47.9 84.6 6.91 3.80 13.81 6.91 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 4015.2 Elevation D NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00: 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 40.0 48.0'ft. V u/t. Wind Speed 3Sec.cue= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 sec.oust= i„ 9 mph (EQ 16-33) Exposure= B B lw= 1.0i 1,0i N/A N/A Roof Type= Gable Gable Ps3oA= 28.6 28.6 psf Figure 28.6-1 Paso e= 4.6 4.6`psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps3o D= 4.7'. 4,7 psf Figure 28.6-1 A= 1.00' 1.00 Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) A'Ke*1 : 1 1 Ps=X'Kzt'I'Pe3a= (Eq.28.6-1) POA= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAendoaverage= 24.7 24.7 psf (LRFD) Ps B end D average- 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2'2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00`< 1.00 1,00 1.00 16 psf min. 16 psf min. width factor 2nd-> ;1 00 1.00', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 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) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 30.00 12.0 0 192 0 288 0 192 0 384 Roof - 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 1000 AF= 1200 16.0 19.2 V(n-s)= 14.64 V(e-w)= 17.25 kips(LRFD) klps(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT*: CT#14051:Plan 4015.2 Elevation D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 'Si(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00( 0.00 0.00: 0.00 1024 1024 12.29 1229 2nd 8.00 10.00 10.00 0.00; 0.00 0.00 0.00 5.76 16.00 6.91 1920 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(na)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(na)= 16.00 V(e-w) 19.20 V(ns)= 12.39 V(e-w) 14.87 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT# 14051: Plan 4015.2 Elevation D SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960', 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14051:Plan 4015.2 Elevation D Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.88 kips Design Wind N-S V I= 7.93 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 3.88 kips Sum Wind N-S V 1= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Um., OTM Raw Unet Usum U. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A,T1! 416 15.0 46,0 1.00 0.15 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext. A.T2 139 5.0 46,0 1.00 0.15 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext. A.T3 278 10.0 46,0 1.00 0.15 1.32 0.00 0.65 0.00 1.00 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -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 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ! 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 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.T1 150 5.0 47.0 1.00 0.15 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext. B.T2 300 10.0 47.0 1.00 0.15' 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 8.0 47.0 1.00 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=L eff. 7.93 0.00 3.88 0.00 EVe;„d 7.93 EVEQ 3.88 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14051:Plan 4015.2 Elevation D Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.82 kips Design Wind N-S V i= 4.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.70 kips Sum Wind N-S V I= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot,eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM Row Unet Usum OTM RorM Unet Usum Vaum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A.Ma 621 29.0 46.0 1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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.Ma 571 10,0 47.0 1.00 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. B.Mb 285 5.0 47.0 1.00 0.15' 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 - - 0: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EVwind 12.39 EVEQ 6.70 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14051:Plan 4015.2 Elevation D Diaph.Level: Roof Panel Height 8 ft. Seismic V I= 3.88 kips Design Wind E-W V I= 9.52 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind E-W V i= 9.52 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wind Wnd Max. Wall ID T.A. Lwall LDL ett. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1,Ta* 283,6 ' 8.0 40,0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* * 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear 2.Tb` 407.6 11.5 40,0 1.00 0.15 2.33 0.00 0.95 0.00 1.00 1.00 83* * 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19* Rear 3.Tc" 141.8 4.0 40.0 1.00 0.15 0.81 0.00 0.33 0.00 1.00 1.00 83* * 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22* Rear 4,Td' 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 N/A 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 N/A 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 N/A 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 168.2 3,3 11,0 1.00 0.15 0.96 0.00 0.39 0.00 1.00 0.83 141 * * 289 3.13 1.39 0.66 0.66 7.69 1.65 2.27 2.27* Front 4.Tb 168.2 3.3 11.0 1.00 0.15' 0,96 0.00 0.39 0.00 1.00 0.83 141 * * 289 3.13 1.39 0.66 0.66 7.69 1.65 2.27 2.27 Front 4.Tc 75,76 1.5 9.7 1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314* * 289 1.41 0.55 1.03 1.03 3.46 0.65 3.37 3.37* Front 4.Td 75.76 1.5 9.7 1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314* * 289 1.41 0.55 1.03 1.03 3.46 0.65 3.37 3.37* Front 4.Te 172.6 3.4 11,7 1.00 0.15 0.99 0.00 0.40 0.00 1.00 0.85 138* * 289 3.21 1.51 0.62 0.62 7.89 1.79 2.22 2.22* Front 4.11 172,6 3.4 11.7 1.00 0.15 0.99 0.00 0.40 0.00 1.00 0.85 138* * 289 3.21 1.51 0.62 0.62 7.89 1.79 2.22 2.22* - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0'' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 40.0 40.0=L eff. 9.52 0.00 3.88 0.00 EV „d 9.52 EVE0 3.88 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel r SHEET TITLE: LATERAL E-W(side to side-left/rig CT PROJECT#: CT#14051:Plan 4015.2 Elevation D Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.82 kips Design Wind E-W V I= 5.35 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.70 kips Sum Wind E-W V i= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL 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 tine Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta 107,6 4.3 12.3 1.00 0,15' 0.34 1.20 0.18 0.49 1.00 0.94 166* * 361 5.99 1.98 1.12 0.19 13.80 2.36 3.19 3.00* Rear 2.Tb 98.77 3.9 12.3 1.00 0.15' 0.31 1.10 0.16 0.45 1.00 0.87 181 * * 361 5.49 1.82 1.14 0.23 12.67 2.16 3.25 3.06* Rear 3.Tc 158.3 6.3 19.5 1.00 0.15 0.50 1.76 0.26 0.72 1.00 1.00 156* * 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44* Rear 4.Td 63.31 2.5 19.5 1.00 0.15 0.20 0.70 0.10 0.29 1.00 0.56 282* * 361 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23* - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 N/A 181.1 5.5 5.5 100 0.151 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6-TN 103 2.69 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int N/A 248.9 7.5 7.5 1.00 0.15' 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 6.98 2.53 0.65 0.65 0.65 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 N/A 428 10.0 10.0 1.00 0.15' 1.34 0.00 0.71 0.00 1.00 1.00 71 P6TN P6TN 134 6.35 3.79 0.27 0.27 12.06 4.50 0.81 0.81 0.81 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 125 2.4 20.5 1.00 0.15 0.39 1.39 0.21 0.57 1.00 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.56 16.07 2.23 7.91 10.17 ABWP Front 4.Tb 0 0.0 0.0 100 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Tc 0 0.0 0.0 1.00 015' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 125 2.4 20.5 1.00 0.15. ' 0.39 1.39 0.21 0.57 1.00 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.94 16.07 2.23 7.91 11.28 ABWP Front 4.Te 88 2.0 11.7 1.00 0.15 0.28 0.99 0.15 0.40 1.00 0.44 615" * 631 4.92 0.88 3.03 3.65 11.35 1.05 7.73 9.94* Front 4.7f 88 2.0 11.7 1,00 0.15 0.28 0.99 0.15 0.40 1.00 0.44 615* * 631 4.92 0.88 3.03 3.65 11.35 1.05 7.73 9.94* 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0[ 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1710 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 EVwind 14.87 EVEQ 6.70 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14051:Plan 4015.2 Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 4.Ta,4.Tb Roof Level w dl= 150 plf V eq 783.1 pounds V1 eq= 391.6 pounds V3 eq= 391.6 pounds V w= 1921.7 pounds V1 w= 960.9 pounds V3 w= 960.9 pounds v hdr eq= 66.3 p/f •H head= A v hdr w= 162.7 p/f 1 v Fdrag1 eq= 166 F2 eq= 166 l Fdrag1 w= ,! F2 -407 H pier= v1 eq= 115.0 plf v3 eq= 115.0 plf P6TN E.Q. 5.0 v1 w= 282.1 plf v3 w= 282.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= -• F4 e•- 166 feet • Fdrag3 w=407 F4 w=407 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.3 p/f P6TN 3.0 EQ Wind v sill w= 162.7 plf P6 feet OTM 7048 17296 R OTM 5223 6279 • • UPLIFT 164 988 Up above 0 0 UP sum 164 988 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 Htotal/L= 0.76 II 0 fl 0.1 Hpier/L1= 1.47 Hpier/L3= 1.47 L total= 11.8 feet JOB#: CT#14051:Plan 4015.2 Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 4.Tc,4,Td Roof Level w dl= 150 p/f V eq 352.8 pounds V1 eq= 176.4 pounds V3 eq= 176.4 pounds V w= 865.6', pounds V1 w= 432.8 pounds V3 w= 432.8 pounds ► v hdr eq= 44.1 p/f ► •H head= A v hdr w= 108.2 p/f 1 Y Fdragl eq= 110 F2 eq= 110 Fdragl w= 1 F2 -271 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 p/f P6 E.Q. 5.0 v1 w= 288.5 p/f v3 w= 288.5 pff P6 WIND feet H total= 2w/h= 0.6 2w/h= 0.6 9 • Fdrag3 eq= 8 F4 e.- 110 feet A Fdrag3 w=271 F4 w=271 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 44.1 p/f P6TN 3.0 EQ Wind v sill w= 108.2 p/f P6TN feet OTM 3175 7791 R OTM 2396 2880 • • UPLIFT 106 670 Up above 0 0 UP sum 106 670 H/L Ratios: L1= 1.5 L2= 5.0 L3= 1.5 Htotal/L= 1.13 Hpier/L1= 3.33 Hpier/L3= 3.33 L total= 8.0 feet JOB#: CT#14051:Plan 4015.2` Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 4.Te,4.Tf Roof Level w dl= 160 plf V eq 803.5 pounds V1 eq= 401.8 pounds V3 eq= 401.8 pounds V w= 1971.7, pounds V1 w= 985.9 poundsV3 w= 985.9 pounds v hdr eq= 67.9 p/f - 0, •H head= A v hdr w= 166.6 plf 1 v Fdragl eq= 170 F2 eq= 170 • Fdragl w= , F2 -417 H pier= v1 eq= 117.6 p/f v3 eq= 117.6 p/f P6TN E.Q. 5.0 v1 w= 288.5 plf v3 w= 288.5 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= • F4 e•- 170 feet • Fdrag3 w=417 F4 w=417 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.9 p/f P6TN 3.0 EQ Wind v sill w= 166.6 plf P6 feet OTM 7232 17746 R OTM 5591 6721 v v UPLIFT 147 987 Up above 0 0 UP sum 147 987 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 HtotaVL= 0.76 I P 4 ►-1 P, Hpier/L1= 1.46 Ai i Hpier/L3= 1.46 L total= 11.8 feet A JOB#: CT#14051:Plan 4015.2 Elevation D SHEARWALLWITH FORCE TRANSFER ID: Elevation D 1.Ma,1.Mb Roof Level w dl= 162 plf V eq 1275,5, pounds V1 eq= 677.6 pounds V3 eq= 597.9 pounds V w= 2941.3 pounds V1 w= 1562.6 pounds V3 w= 1378.7 pounds i ► v hdr eq= 106.3 p/f o. •H head= A v hdr w= 245.1 p/f 1 yA Fdrag1 eq= 226 F2 eq= 199 Fdragf w= -.1 F2 -460 H pier= v1 eq= 159.4 p/f v3 eq= 159.4 p/f P6 E.Q. 5.0 vi w= 367.7 p/f v3 w= 367.7 p/f P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= • F4 e.- 199 feet • Fdrag3 w=521 F4 w=460 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 p/f P6TN 3.0 EQ Wind v sill w= 245.1 p/f P6 feet OTM 11479 26472 R OTM 5822 6998 s. v UPLIFT 499 1718 Up above 0 0 UP sum 499 1718 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 4 ► 4 ►4 Hpier/L1= 1.18 _ Hpier/L3= 1.33 L total= 12.0 feet JOB#:CT#14051:Plan 4015.2 Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.MC,1.Md Roof Level w dl= 162 plf V eq 1369,4', pounds V1 eq= 978.1 pounds V3 eq= 391.2 pounds V w= 3157.9pounds V1 w= 2255.6 pounds V3 w= 902.2 pounds __ vhdreq= 62.2 pH •H head= A v hdr w= 143.5 plf 1 v Fdragl eq= 589 F2 eq= 236 l Fdragl w= -58 F2 -543 H pier= v1 eq= 156.5 p/f v3 eq= 156.5 plf P6 E.Q. 5`.0 _ v1 w= 360.9 p/f v3 w= 360.9 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= =• F4-.- 236 feet ' Fdrag3 w=1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN 3.0 EQ Wind v sill w= 143.5 p/f P6TN feet OTM 12324 28421 R OTM 19568 23522 T UPLIFT -340 230 Up above 0 0 UP sum -340 230 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 i ►r Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#: CT#14051:Plan 4015.2 Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 4:Me,4.Mf Roof Level w dl= 162 plf V eq 1093.6 pounds V1 eq= 546.8 pounds V3 eq= 546.8 pounds V w= 2522.8, pounds V1 w= 1261.4 pounds V3 w= 1261.4 pounds - v hdr eq= 96.5 p/f •H head= A v hdr w= 222.7 p/f 1 v Fdragl eq= 354 F2 eq= 354 A Fdragl w= a 6 F2 -816 H pier= vl eq= 341.7 p/f v3 eq= 341.7 plf P4 E.Q. 5.0 vi w= 630.7 p/f v3 w= 630.7 pff P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 . Fdrag3 eq= F4 e.- 354 feet • Fdrag3 w=816 F4 w=816 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.5 p/f P6TN 3.0 EQ Wind v sill w= 222.7 p/f P6 feet OTM 9842 22705 R OTM 5190 6239 • UPLIFT 436 1544 Up above 147 987 UP sum 583 2531 H/L Ratios: L1= 2.0 L2= 7.3 L3=` 2.0 Htotal/L= 0.79 4 4 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 11.3 feet JOB#: CT#14051:Plan 4015.2 Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.La,1.Lb Roof Level w dl= 162 plf V eq 1275.5', pounds V1 eq= 677.6 pounds V3 eq= 597.9 pounds V w= 3587.6', pounds V1 w= 1905.9 pounds V3 w= 1681.7 pounds v hdr eq= 106.3 p/f •H head= A v hdr w= 299.0 p/f 1 v Fdragl eq= 226 F2 eq= 199 • Fdragl w= -5 F2 -561 H pier= v1 eq= 159.4 plf v3 eq= 159.4 p/f P6 E.Q. 5.0 v1 w= 448.4 plf v3 w= 448.4 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 Fdrag3 eq= • F4 e.- 199 feet A Fdrag3 w=635 F4 w=561 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 2.0 EQ Wind v sill w= 299.0 p/f P6 feet OTM 10204 28701 R OTM 5822 6998 • UPLIFT 387 1915 Up above 0 1718 UP sum 387 3633 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.67 0 41 ►v Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet 1 JOB#: CT#14051:Plan 4015.2 Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.Lc,1.Ld Roof Level w dl= 150 p/f V eq 1369.4 pounds V1 eq= 978.1 pounds V3 eq= 391.2 pounds V w= 3851.7 pounds V1 w= 2751.2 pounds V3 w= 1100.5 pounds v hdr eq= 62.2 p/f •H head= A v hdr w= 175.1 plf 1 v Fdragl eq= 589 F2 eq= 236 • Fdragl w= 57 F2 -663 H pier= v1 eq= 156.5 p/f v3 eq= 156.5 plf P6 E.Q. 5.0 v1 w= 440.2 p/f v3 w= 440.2 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 v Fdrag3 eq= =• F4 e.- 236 feet • Fdrag3 w= 1657 F4 w=663 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 Of P6TN 2.0 EQ Wind v sill w= 175.1 p/f P6 feet OTM 10955 30813 R OTM 18119 21780 v UPLIFT -336 423 Up above 0 0 UP sum -336 423 H/L Ratios: L1=4 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.36 4 0 4 H Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet p. Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheart••n(Ibf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) Foundation for Wind or Seismic Loadingf'''',`'d1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap h2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening _ opposite side of sheathing Pony . -J 1'; .. IV wall . height . ". Fasten top plate to header . - with two rows of 16d sinker nails at 3"o.c.typ .^ Fasten sheathing to header with 8d common or 12' galvanized box nails at 3"gridpattern as shown Min.l wood structural panel sheathing max " totalHeader to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with _Z _ within middle 24"of portal height ,r .: 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)1yp. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame 4 construction ihk Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of „..N —Min reinforcing of foundation,one#4 bar `_ jack studs per IRC tables top and bottom of footing.Lap bars 15"mm \ 8502.5(1)&(2). -4F14, 0] Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down i slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association WOOD FRAME CONSTRUCTION MANUAL 63 ;y, Table 2.2A Uplift Connection Loads from Wind ' '• •• , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(m•h 110 795 Roof Cei ing AssemblyRoof Span(ft) Unit Connection Loads(plf)2'2'3A5,6,1 Desi;n Dead Load 12. 118 128 140 164 190 219 249 281 315 369 i T 24 195 213 232 '272 315 362 412 465 521 612 0 0 psf6 36 272 298 324 380 441 506 576 650 729 856 m 48 350 383 417 489 567 651 741 836 938 1100 rn 60 428 468 509 598 693 796 906 1022 1146 1345 f . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231 278 328 381 437 528 ml 10 psf 36 152 178 204 260 321 386 456 530 609 736 -- 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12, 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 ++k { 20 psf 36 32 58 84 140 201 266 336 410 489 616 rt:` 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 '' 105 152 202 255 311 402 • 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 • 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located In Exposure B with a mean roof height of 33 feet. For buildings • . located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. ! 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, . multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier , 1.00 I 1.33 I 1.60 I 2.00 I 4.00 i' ^ Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall'or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. f,.:''+:�• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the i �1-1 ', �i4?; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '4`f: ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length ' i - includes the overhang length and the jack span. :s Ig.f a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. .i!.Ytiv H �K"Al:. AMERICAN WOOD COUNCIL P 180 Nickerson St. CT ENGINEERING Suite 302 ) 1 N C. Seattle,WA Protect: �Y1 tn/t/�/�j 1��-- 5/A/ 1 L R65• Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 VI) 010 ;R - @ 14 7 U,S SPP WD A- esz057-, M c'3 4i 1 I l n 11/10+- Vic pI� 33 r 15 D -A t CootAilo TiµwS /1; ------- , si 36: • w • tA SIM 1pe li'6 • • i A IL\ c. )/ , 771? A5b6 Tpvvb6 ( C iN 6 r 2,Q= 12 t)L-7;- (4-‘)(7) 0,0 6,6) z 4,, P, 4150 03o 4 ,( - - J _-4 ' '-7W < (2 >6 (116'Y 672A)(0,,-5 r61 4-m44- . 96- C --rYP X005 c 4. e i-c, Fact-- Gt- (5Y n ) = fic -A pal Structural Engineers TRUSS TO WALL CONNECTION ';ISI \'M UJ`; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES WIN I I 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5' 40ai ,I'i 1 H2.5A (5) 0.131" X 2.5" (5) 0.131"X 2.5" >:�:! Itii 1 SDWC15600 2 H10-2 (9) 0.148"X 1.5' (9) 0.148" X 1.5" (11/0 /00 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Iii/O 2,''' 2 (2)SDWC15600 - - 'i/Ii... - SII 3 (3)SDWC15600 - - 14i):‘ :M ROOF FRAMING PER PLAN 8dAT6" O.C. z - 2X VENTED BLK'G. 10 , . AT 0.1316'" X 3" TOENAIL 1'd -�IPP D.C. r H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS -SIL- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-O" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION !";PF VALUES #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI F T 11 PLIES 1 H1 (6) 0.131" X 1.5' (4) 0.131" X 2.5" 00 ‘Ii.', 1 H2.5A (5) 0131"X 2.5' (5)0.131"X 2.5" --!-'77--r--1T 1 SDWC15600 - - 4°'l 115 2 1110-2 (9) 0.148" X 1.5" (9)0.148"X 1.5' 0)i0 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. 1011 771_... 2 (2)SDWC15600 - - 11 i1 7.t)_ 4 ... 3 (3)SDWC15600 - - 14G5 I 54') ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE Bd AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. iFis...IIlMailo.. ..4!7'.--, i III: ! H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ J4 BASEMENT 10-13-1 04 - •..... $ x II 11:01an lof 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 RC1V /�./ Standard Load: Moisture Condition: Dry Building Code: IBC/IRC 1 Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed OCT 2 2016 HD Filename: Beam1 � ®F TIGA01 BUILDING [WIMP II r`{ iri / / 10 6 0 10 0 0 20 ®0 ®/ 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" 302# -- 2 10' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 870# -- 3 20' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 239#(179p1f) 63#(47p1f) 2 669#(502p1f) 201#(151p11) 3 229#(172p1f) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CIFECItS 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 654.'# 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.'# 2820.'# 30% 10.5' Total Load D+L Shear 441.# 1220.# 36% 10.49' Total Load D+L End Reaction 302.# 1151.# 26% 0' Odd Spans D+L Int.Reaction 870.# 1775.# 49% 10.5' Total Load D+L TL Deflection 0.0643" 0.5141" L/999+ 4.85' Odd Spans D+L LL Deflection 0.0540" 0.2570" L/999+ 4.85' Odd Spans L Control: Max Int.React._ DOLs: Live=100% Snow=115% Roof=125% Wind=160% SPOPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER 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 oust be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. S01-R.SiR-Q661