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Specifications RECEIVED CT ENGINEERING Structural Engineers MAR 2 3 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace Eo rivRO4til Plan 5A ��`'�� F ,� Daylight Basement �� •d �4REG�iTigard, OR 46% 1-2 �N9!\<cc?PleSG0 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 INC 180 Nickerson St. 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 crawispace 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: DEAD LOAD SUMMARY CT PROJECT#: CT# : Plan 4015.2 Elevation A ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 518"plywood(O.S.B.) 2.21psf Trusses at 24"o.c. 4,0psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR 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 Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF ' (2)2:8 HDR (!)2x8 FDR (2;21s HDR (42x8 HDR (2;x8 HDR / RB.1 RB.2 RB.3 RB.4 RB.5 �'; o_ I 2 b � '\ /�rsi I N I a J 'I ,. / \ _ \ — O / 'A' W C MEMOMMUMME memol CCl . 7 , , [ 1 'i .4 ICY 1 3• \ �` w C y U Tr K ._F 1\1 0 i - I Y ~ r 0 I - 7 -rt------ \----- i _. V N I ITS M h C- "-1- \\ .: Cain\W re 2 • C OD N N 1 w 2 O 7 _ --1-2:------1 -711 H 59.1 2\ HD2 / C 2�B HDR I GT.a4 GT.a3 — e v RB.1_ RB.11 RB.13 III 1 i ( RB.12 \ i RB.10Ei RB.101 O PLAN 5A DAYLIGHT 5A DL Roof Framing Plan 1/4"=1'-0" CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) fill P4 J 1.Ta 1.Tb 1.Tc _..m..! .,.mac'. >n< O H II E II I I cii I �� E *, ll ,-ri - - . . -, E Ill ai(--- )- E'. ( . - t II uc I K-....— H H II dll F 1 � Q -1- L. \N,,,__ Z=====7 1 1 __ //A\N _ ^+ H E 1 1 E 1 t . 'P4 . IlY rii MIIIMMEMNOMMEMMEM MMOIMMENEMMINEMEM Milli Mill .Ta 4.Tb 4.Tc ! , ' iglEllariirI 0 1 I 0 0111 4.Td not used this el ion 0 5A DAYLIGHT 5A DL Top Floor Shear Plan ®PLAN 1/4"=1-0" CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) 1 . ah Ark MST6O 41110 MST6O 41110MST60 �Ma 4x10 HDR 1•Mb 3.5x9 GLB HD\ 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.M SIT =11CiT_ =:===I=-=r �. 1 r B.2 B 3 r-B.4 B.3 I i ( I I I } Ja H {_r c r,_. J3 i FI -I 'U I r _....r- I p IZ I////OAr//I114!VIII -JI/ 33) I FI 1 N I II 1 LI 3.5x Id 13IG BEAM FB 3.5x14 B. BEAN FBL 3.5x9 GLB HDR t+ --�1-- - � �1 - - - - i 1 -- ' I �_ — —c 1521��' - w,n-.mmrarlarrrW$t- ---� i' J�\o I, �,-- 13.11 �I� B.22 I li', 1t � -- i -- C ail r Di � a t<, r J ', ` 1, �S I -:�� , \STAIR /( - '� I Sl HD14 o i 1 i STW14 i / i \FRAMING `x r ----- �� --�Imo_STHC STHD14 I \ / n r F I P4 \ / -- � :21 11 \/ 11 /\ r i / \ .I r P4. \ /*--\/*--\ Ir / \ 6. 'i S1HD14—\ II 1 / \,� 11 STHD14 \ 1 _3.5 •BIG BEAM FB r ', 5.5x18 46 HDR - - —r -- -- :.. il 2 [ , B.14 , il ii2 N II M F T L Q a ------- -rr --- ----T r ----- x M m n _M 2 M co E a gi ie F a III F. N. 18 J p S6.1 © `_ _ Huu j 2 HDR 1 0 0 6?1 W __— 5.125c1?�¢L3 HDR --_ / a I • ___ __ -i 1) 8 B.16 (2)2x8 HDR (2)2x8 HDR '2 2x8 HDR AThl I ii J . 11 E.15 � lc (P3) STH014 m STHD14 STHD14 B•15 STHD14 - f 10 (2;2x8 HD' I 2x LEDGER 2x LEDGER I I 410 4.Mc & 4.Md not used this elevation L J B.17 19 © MONO TRUSSES liOr @ 24'O.C. PLAN 5A DAYLIGHT PLAN 5A DL OMain Floor Shear/Top Floor Framing 1/4"=T 0" CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) 1 T r 6x6 POST ® PT 6x6 POST I I _BB.5 _ I PT 6x%HDR 0 0ydith �� wmF + a.- I 0 I 2x LEDGER a w m� 1S HD14 STHD14 aQ 1 i STHD14 STHDI4'L BB HDR 4x10 HDR 4x1C'"CA 4x1 HDR 4210 HDR (--3--, QD:J J cc d 00• r JN LL m C 1 F C L L1.1 L - ^O0 N' CO Q _ COI- m 0 a — Bd.6 1 --T-- i 1� ad - i 1 i — , T- r -r LSL 3.5x11.875 FB I I I I JG STAIR'FRAMIN �i� i'i- i �1 4x6 POST ` T I -1-'--I 1—I i II kf li Fueri iI II n 11 ---- -1-4- k ,--4 WH L J II L 1 1 0 E i-I "I" 1 i I 41 STHD14 STHD14 '. I j I 4� I " t,1 18 1 m > 11 7/8"TJI FLOG JOISTS 1 of @19.2"O.C. i l a 1 xI It I _It 1 ® 7 ;i �/ e IlR 11 — i __ 1 I t +t I S6.0 7 '_ 11 11 II p PLAN 5A DL OPLAN 5A DAYLIGHT Bmst.Flr.Shear/Main Flr.Framing 1/4"=1'-0" CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) 5)/1" T-6 1/4" T-6 1/4" 4'-11" 4 /" 24"x24"x12"FTG , I .'I'/ WI(3)#4E.W- i I I [- w 1 -24"x24"x12"FTG I4----}1 ' -1—, e o —I_, 1_, 1_, I 1 I I I 1 I I 1 I I N} I ® I I 0 I ®—+--------t----- "--�1 I I I I I I ,-—1 V `--_, `---' `---' n, `v 40'-0" C9 / / Zo /2'-113/4"/ 12'-0" 4'-0" 4'-10" / - 16'-21/4" I( -10'-5/8"I -� T-- T.O.S. I ■--+----} 1 1 31/2"CONC.SLAB `* 9'-6 5/8" — ,14 CD ;4. T.O.S. i 1 P4 ___ 18 STHD14 _ �' STHD14 , B 8 8_ -FSTHD14 1- 1-7-3 7/8"I -9' -1 5/8" 4121 I-T-3 7!8"I -.'....'''''''& 18 18 - S6- S6. -4'-111/4"1 14-11 1/4"1 4"CONC.SLAB F-. 18 18 OVER 10 MIL is S6.2 - S6. VAPOR BARRIER -9'-1 5/8" OD4 1, I-2'-11 1/4"I -2'-11 1/4" L T ..-r--6:- - 18 INSTALL SYSTEM TO ALLOW \I ADEQUATE DRAINAGE BENEATH 18 - S6.2 SLAB ON GRADE CONDITIONS. RADON S6- 81D1 EXHAUST PIPE 13'-2 1/2" 11'-7 1/4" 15'-21/4" / / / ;/,_ 1 ® {t ® I 1 +----®ra--fl. 8 - 6 m -03" S6.0 S6 - STHD14 —._—_ m� zy— J 1-- I-3'-8 7/8"I-- I WH I I STHD14 STHD14 * 1 ® CRAWLSPACE 1 S P4 T.O.S. 1.4 t v ACCESS HATCH .. P I30"x2D x10 FTG I m I -1- ....W/ .WAY........1... ... ..1. 20'-6" / /1.. .8'_ ^ �. / 1 75 WIDE LSL TO I MATCH I JOIST DEPTH: CP4�STHDI4�.. l'.A80VEPONY WAIL... ... ... .^ --.,r. ® I INSTALL CONTINOUSCY 1 ,a : OPERATED MECHANICALS6.0 1 j.VENTILATION SYSTEM I `• 1 31/2"CONC-SLAB AT THE GRAWL SPACE 1* SLAB SLOPES 3 1/2" I - -0'-3"I FROM BACK TO APRON 1� I VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN i _.1... PONY..-......... 16 I,..., a ..1. WALL S60 a I 1 .1.................... _0,_.3...1.. ..�..... ................................�. 18 18 S6.1 S6.1 -" r - 2x4 I L f OLL I.� _ s A /t N WALL i1;71:71-1—'1 L 1 • I ri ♦ . . 0 _- i '—'31/2""CONC.SLAB STHD14 -1'-61/2" STHD14 i I� SLOPED DOWN / 1 1 1/4 :12 !C ` ri ® 0 l P3 i i STHD14 STHD14 / PLAN 5A DL 1 PLAN 5AcDAYLIGH 08.18 SIM1/4° ss '_oFo(ndda o>Plan19 ,2'-1" , 16'-3" 2'-2" ® T-10" 11'-8" CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:11 MAR 2014,1 51P I tSm p,,, Jp �/ i* %` 3°"�`Vi i 3 g„l j ¢w. Fig,741, ¢ t b Lic.#:KW-06002997 Licensee:c.t.engineering Description : 4015.2.A 2nd floor wall Headers WOhd Beilllll D +t1: Typical Partial/Non Bearing Header(6'clear span max•,Irr.__m_ax.) calf ��!` ,. . . ��, ' ,.y. ,.,., ,. '` .-. '.�,�.., tatloxPr2�i2NDS.IBG'20 ,H, dh , 03tASCE7='1I!' 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, 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 Load Comb Fb: le: +p+S+H 013.55 psi p _. . ._. _..::_ ;... Max fv/FvRatio= 0.245: 1 A A Tv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 n,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w 5 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 Wood Be ,D �t7` Typical Full width Bearing Header 4 clear span max 23'Tnb Max.) %i \ ' -\ calta wr •DS,IBC 20 ,.c CE 740 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, S=0.0250 k/ft,Tnb=23.0 ft Design Summary 0 0.3450 S 0.5750 Max fb/Fb Ratio = 0.934• 1 __ fb:Actual: 948.44 psi at 2.125 ft in Span#1 Fb:Allowable: 1,015.94 psi �° �•-� LoadComb: +D+S+H • • 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,2-248 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 WOO+` rn Design Header RB 5 A/D , ',N., UNgGrlsper,, ZQ1A+- i 2o„,,„ASC "?-= 0: 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, S=0.0250 k/ft,Trib=5.0 ft Point: D=0.990, S=1.50 k @ 0.670 ft Design Summary a,-, Max fb/Fb Ratio = 0.628. 1 •0 0750 S 0.1250 fb:Actual: 639.02 psi at 0.669 ft in Span#1 � " 111CNIIININM- Fb:Allowable: 1,017.44 psi . Load Comb: +D+S+H 0 "0 Max fv/FvRatio= 0.938: 1 A A Tv: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 Deli Ratio 2655 >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:11 MAR2014,1:51PM F Mil 1 i#'1 p!3.r, 1 • ,: ;.4„,,, -.00,e,--,-,.` .,.... %;,:f,€ ` 1 ss• . Th X44 tom,,, Lic.#:KW-06002997 Licensee:c.t.engineering W e . e earrf aeslgn Header RB 14 A i .,.: 3,, Caicuta#iaiis .'t #1 2 Nth ' 112,CBQ 3,,AE7=i4•, 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-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point: D=2.130, S=3.550 k @ 1.0 ft Design Summary �,., , Max fb/Fb Ratio = 0.735. 1 0 0.0 50 S 0.1250 fb:Actual: 910.37 psi at 0.999 ft in Span#1 =__:: Fb:Allowable: 1,239.12 psi Load Comb: +D+S+H •...:; • Max fv/FvRatio= 0.836: 1 A A fv:Actual: 173.08 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 2.750 ft,4x10 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 1.46 2.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.88 1.46 Live Load Defl Ratio 4724>360 Total Defl Ratio 2952 >180 W� E�amdes HeaderRB9B ,,,.4 .-;z/.- '* moi. ..... Caicula#idni r2012.fib i... 2012,c130013 ASCE 7-10, 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-Fri! 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=1.010, S=1.680 k @ 0.50 ft Design Summary .,.,.,..,- Max fb/Fb Ratio = 0.597; 10 0.0750 S 0.1250 fb:Actual: 696.61 psi at 1.348 ft in Span#1 x N, Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H o .....� ._...,, Max fv/FvRatio= 0.265: 1 A A fv:Actual: 45.67 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.060 in Left Support 1.11 1.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.49 Live Load Defl Ratio 1671 >360 Total Defl Ratio 1044>180 Wood - ::0-4B6 , 44 Header RB 17 B e Cak fans r2012H 2012,08\ i13 ASCE71O 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, S=0.0250 k/ft,Trib=5.0 ft Point D=0.90, S=1.50k@0.50ft Design Summary ..^.,� Max fb/Fb Ratio = 0.556; 1 ===s 0.1250 fb:Actual: 648.22 psi at 1.488 ft in Span*1 Fb:Allowable: 1,166.16 psi ;,,, .3 Load Comb: +D+S+H • • Max fv/FvRatio= 0.254: 1 A A fv:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.036 in Downward Total 0.057 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 1774>360 Total Defl Ratio 1108 >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:5 MAR 2014,5:00PM s,€, •.„!;;;7,,M4'!...% ,,,,,,e,; ,, ,,,, l, /'„, 3 �" �.....: ,,. .. .•, EVERc�+1.c<tl .��,* -1� �a, � Lic.#:KW-0602997 Licensee:c.t.engineering Description : 4015.2.A Top Floor Framing Wood Baa 9081011'.' B 1 I• \� caicutations per 2012 NDS, � 12,c 2f?1 E 710 � �• 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, 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 Max fb/Fb Ratio = 0.795 ,0 0 n ��,�,� 0 0043 . ; 1 10) fb:Actual: 983.60 psi. at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H .,,,...a. • 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+0.7505+H Max Deflections Max Reactions (k) D L Lr E w E LI 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 Defl Ratio 2120>360 Total Defl Ratio 1333 >180 W« 43ianitiesigti B.2H;%, '; ".. ca ares , 12 NIBS IBD 2012,CBC 2013,ASCE 710 . 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-Prll 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 Max fb/Fb Ratio = 0.792• 1 + D(' �o s n7no fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psi �: 4�:�x� . Load Comb: +D+0.750L+0.750S+H • Max fv/FvRatio= 0.615: 1 A A fv:Actual: 187.53 psi at 5.763 ft in Span#1 Fv:Allowable: 304.75 psi 6.50 ft,3.125x9 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) 2 L Lr E W E U 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 Wow Beam aa51 B.3 ( SE 710Calculations per 2012lac207JSC ::: 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, 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:5 MAR 2014,5:00PM ' y _g,: 5fr r �$8 '4•••%,1. :1,-g I Lic.#: KW-06002997 Licensee:c.t.engineering Design Summary . ,, o Max fb/Fb Ratio = 0.681• 1 + `Dc •' S.11411"7.5°) 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 • `' ''am• 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 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 0.023 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 Mood Bei' If: gn'/ B.4 k '4 r ' ,, Calculations,p (r 2012f01:4,:':::, 201E CBC 20134C CE 7-10 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-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 t 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+0.750L+0.7505+H Max fv/FvRatio= 0.401: 1 A A N:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 It 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 Total Defl Ratio 1632 >180 WOOd B1 ,,D Qesign B 5(Typ.) x0,"� '`' 1 o , S ma c ;.' � � �.. Calcu tts 2012 , IBG 2012, C 201 ,; E 7-10 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 Summaiv 7llawi,q;xir•ear1c: 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 III III Max fv/FvRatio= 0.092: 1 A A N:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2750a 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 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:O0PM K I y F 1 E E i ZA a g j 3 ,N\e ✓��N ;. --Qx i iT 1atokosl 1.Ec6 O i �,; , , -„, u, a* 4, 0` � i,1 , 3 _., ERC t.Ci,i t 3963-2044 Buirta i41.23,'V 614:1. -. Lic.#: KW-06002997 Licensee:c.t.engineering W tai DeSii, T1i B6 ,".4.;;;IT:';'://• •-, a�. . , % W. ,0 , cuiations per 2012 NDS,IBC 2012,CSC 2013,ASCE 7-10 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, 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 fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi Load Comb: +D+S+H 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 sore.2-2X8 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 'g•' . in' B i„,, ��• /i '"A -#" r-',",": Ca1CWatops per 2012 FIDS ,IBC 2042,CBC: !13 ASCE 7x10 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 • .,, Max fb/Fb Ratio = 0.292. 1 fb: Fb AAllowable: 1,16 .23 5 psi at 2.250 ft in Span#1 \ ... Load Comb: +D+S+H • • Max fv/FvRatio= 0.195: 1 A A Tv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.501t,2-2.8 Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 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 ear*Desigr , B 8 • .• = lcutatf is per 2012 NDS IBC 2012,CBC 2013,ASCE 7.10• 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-Pit 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 0 0.2213 L 0590 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 p 'A Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A iv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 rt 4,10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 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:5 MAR 2014,5:DOPM # '' 5 W `,. ,r�,�j i i%ts '13;040#4!". a t 1I MuIti�4e§ " A ,, •,, , , Jtaa3- 4, '#S[ 'e Lic.#: KW-06002997 Licensee:c.t.engineering Wood De 9f!--B9 i , Calcu r 20112 NDS,IBC 2012,3 - ,",.3,ASCE Y. 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 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 0 410 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 a 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 __ Bam Design-.."4 B.1 0 Vii. ,4 *` �� y,,. . ��.. �` %, „, CalculatitY�ts21t12ND541Rq1 ,.�p��i13,ASCE7'° 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 D 0.2213 L 0.59D 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 , , 2 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 6.0 0. 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 Deft Ratio 1877 >180 Mood BiamSII r1 B.11 j �4 4 ti c.., .., :alculalion 20"1 tfS,:IB 2012,CBC 113 1S 7-: O 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-Pit 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 D 02213 L 0.590 .......z........... Max fb/Fb Ratio = 0.198; 1 fb:Actual: 431.05 psi at 2.250 ft in Span#1 Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H • � • Max fv/FvRatio= 0.175: 1 A A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 f 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr E 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: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (2/9612111 6)2850618 P 5 MAR 20 5 00P x , rn ¢ 1 wiu e s f. ,- MP 1, s, • 4 € 1983- ;L fi lne 44 ri nom; ,,,,..,., c,,,, , t< �,,, .,. ' 3>,. -, Lic.#:KW-06002997 Licensee.c.t.engineering vvo tiiigill B 11 _ f%• • 7 ,u. � lc ..2KEDS Vit}[F, i 2t!i3.( E • O:• '• : 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 k/ft,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 0 0 Max fv/FvRatio= 0.504: 1 Tv:Actual: 133.60 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 8.0 ft, 3.125x9 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 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:3 MAR 2014,10:38AM �i�,,. $ ,r "�'.., . §_,/,him § ...r`,i,, .f!,.�-; ; / ,§~, C Wet $ �e 41 ': ® ,K,e Lic.#:KW-06002997 Licensee:c.t.engineering Description : 4015.2.A,Top Floor Framing, Cont. Wood r "431f.(1.1,3 13 ., ii ` . • . .•"' p F 092 MCAS;IBC 2012,C4e24WA4tE 7-1t, 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-PM 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 Bib F3i; tes583 Max fb/Fb Ratio = 0.422; 1 N 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 8.50 ft,3.5,14 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 Deft Ratio 1306>360 Total Deft Ratio 1055>180 d Be esign B 14 Calcu per 20' jDS 1BC 2Oi2,cs G 2013, t:CCE 7-it BEAM Size: 5.125x18,GLB, Full 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 D 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 Deft Ratio 433>180 Y ood•Beari'tesigt1' B 15 NDS lee 2012,,CBC *SCE 7 11 BEAM Size: 2-2x8,Sawn, Fully Unbraced x,.. 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 - V 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 fL 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 Project Title: Title Block Line 1 You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:3 MAR 2014,10:38AM yx oi »p fir✓ e €t�1T OEtt t14051T-1 Si .,:., _a*..,:t %%//% • ''-','-`X,-4,15",:,,t, '' C 1110 '; 6.141 Lic.#:KW-06002997 Licensee:c.t.engineering %' i7/ y. ,6•:),k1,4'- per 2G12 I tBG 012.C 2043; ¢ E , BEAM Size: 5.125x12,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=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.771; 1 w.f.? �(�gia fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 • Fb:Allowable: 2,379.23 psi • Load Comb: +D+L+H A Max fv/FvRatio= 0.369: 1A fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 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 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Defl Ratio 364>360 Total Defl Ratio 260>180 . :Beam e5 9n B•18 , ..< % ii. - C4 Uu I per 2°12*- W 12,CBC ° 3.,, 41 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, S=0.0250 k/ft,Trib=4.0 ft Design Summary DO 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 psis Load Comb: +D+S+H � Max fv/FvRatio= 0.159: 1 A A N:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50 n,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.017 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:2 MAR 2014,5:04PM M:,» / k� h ;. 1i j cT i if114054 1 1T 1 ultiple « ,� qk s Y <„ r .,I a�i x-61* *0344 Lic.#: KW-06002997 Licensee:c.t.engineering Descri•tion 4015.2.A Middle Floor Framing Wood Beam D ion BB.1 4, utatl 812 NDS,'IBC 201 CBC 2013'ASCE 710' 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 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kit Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary z 0 ... 1: .:arm.,trs1S minimmem Max fb/Fb Ratio = 0.388; 1 o_�_ 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 4.2501L 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 Wood Si* D!sign BB2 A 4 BEAM Size: 4x10,Sawn, Fully Unbraced J 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-PM 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 !Reg,t 46eq i 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 0 110 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 ft,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 Defl Ratio 1178>180 YUP Beam esign B13.3 \ , 'r afculalonsper*il2 NDS, CBC 20077SCE 7-10 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-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 Design Summary 0 0.1538 L 0.410 . 1111M11111-1M .ZINIMINININIMMUr 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 0 0 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 n,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 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:2 MAR 2014,5:04PM !PT # 1 pI a Beate ru � % ENEr2GAl..rw.ie.• a°a g At)5 z�u1 111 ' Lic.#: KW-06002997 Licensee:c.t.engineering 6 M 4 i eStfdt"IBB 4 Calculations per 2012 HW,1812.CBC 2013,ASCE'? 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 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 411 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 4.5011,4x10 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 g •;Beam Design BB.5 v Calculations per 2012 Nf,4 2012,CBC 2013,ASCE 7-10 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 4111 Max fv/FvRatio= 0.207: 1 A A fv: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 1v W�e,ah r � • BB6 ; r2012NDS,IBC2012,baC2013,A Mu, ions `, 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-PM 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 01425 L 0.380 fb:Actual: 1,345.70 psi at 4.373 ft in Span#1 Fb:Allowable: 2,278.55 psi Load Comb: +D+L+H ' Max fv/FvRatio= 0.599: 1 • •• 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 MAP.2014,9.21AM if a r i� i, § ITU 4 ,,.®, ..: irk,,,,,,, i �i &�� „��i s � ._ '�j y xfn '`,1 `{i :,, e 04iild Lic.#:KW-06002997 Licensee:c.t.engineering Description : 4015.2.A Crawlspace Framing et:« ec1n1 DeSi+C,jjl'1g CB 1 ° _ SUP „�” r Caltitr per 2012: d°*2O1Z CBC 2O1 AScj 1-10 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-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=9.50 ft Design Summary D 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 Load Comb: +D+L+H • 41111 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 H 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 (Z 2x8 H)R (2: 2x8 HDR / ik R._ B 0-11 WIMP IMI IIRIMINNIENIM 111110 11111MEMI=R1 IMO=Mlle .0 RB. 1 RB.2 RB.3 RB. 4 RB. 5 / p © , lD _ 1 E,11, _ /00 • a \ / FS i ® \ _ I I I #14189 PLAN 5 se. 2014.09.09 REVISE WINDOWS AT REAR ELEVATION `l EG�s NOTE: ^� TF,p ELEVATION"A"SHOWN. �O ELEVATION"CD HAS IDENTICAL SPANS AND LOADS. ELEVATION"B"HAS IDENTICAL SPANS BUT ROOF FRAMING IS -\ PARALLEL TO WALL AND THUS HAS MUCH LOWER ROOF ' G7 01, °h z /3 / 8\ LOADING. / 8\ G�.� ` O fri O \S1.2 ALL BEAMS AT ALL ELEVATION WILL BE SAME. SI.2 'nie` ± CP4� FS �'.\O' �1 6X10 (OR) STHD14 GLB 3.5X9 HDR HDR 3.5x9 GLB HDR 4x10 HDR 4x10 HDR 4x10 HDR ---) II B. ,.J B.2 B 3 �f-- B, 4 B.5 II / cc ii � II \_ _ 1-1 O 2 / -I I I N II i I I -{ /i R I I 70/ ® -- f!) --- `---- U: 1 1-L-- 1 C 1 r -. 1--------,- LL 1 CI F-IC Cr. I U) I I 0 m v) D Ill r m z m 0 Z 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 (01983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 Description Plan 5 2014.09.09 Roof FRMG Revised rear windows [Timber Member Information11 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 Data111 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 1 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 Reactions r @ 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 111 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 Pa e 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 Description Plan 5 2014.09.09 FLR FRMG Revised rear windows Timber Member Information B1 B2 B3 64 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 Fir- Douglas Fir,24F- Douglas Fir- Douglas Fir- Douglas Fir- Lardi,No.2 V4 Larch,No.2 Lards,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 Dataill 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 @ 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 Reactionsil @ 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-2003 Timber Beam & Joist Page 2 _(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. nn^, 2 Seattle,WA Project: , Date: !/V\4-•a 7 ,/): 98109 (206)285-4512 FAX: Client: ..- _ - _ — Page Number: (206)285-0618 — ( ar - s) C� gw -Bs>�1` � Pm • • �jgi.� - y J (� l- �? : a../.:2:.„--..<„,.....,:-.--,--,,;-;;:--:,,,,,,- . . . \---&0101:: .', ::. .:: "!2...:j..- ----1 • -. :,, • 0%7 cci17: :i : ' , : : ,. : ,; ; ; ,; .t.i; z : Ipl,)1.7 . i ...., ,. :„. ., ,t,," ." S. . • . QHS I ' f � . • Pam : 3j�` 1a 3t Gg n c . - ( --C'�-5-. •S • = ,3„ Esc' < • • Structural Engineers Title: Job# Dsgnr: TRE Date: 10:38AM, 17 JUL 14 Description: Scope: SFR Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1- -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 Description PLAN 5- MISC FRMG 2014.07.17 Timber Member Information B.12 BB.6 Timber Section , 3.125x10.5 L L:3.500x11.875 Beam Width i 3.125 3.500 Beam Depth i 1 10.500 11.875 Le:Unbraced Length 0.00 0.00 Timber Grade Iii. glas Fir,24F- - el,LSL 1.55E V4 Fb-Basic Allow psi 2,400.0 2,325.0 Fv-Basic Allow p I 240.0 310.0 Elastic Modulus ks+ 1,800.0 1,550.0 Load Duration Factor 1.000 1.000 Member Type 1 GluLam Manuf/Pine Repetitive Status No No II_Center Span Data Span r 10.00 11.50 Dead Load #1 ' 225.00 150.00 Live Load #/ft. 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 Ib- 3,000.00 @ X ft 10.500 FieSUitS 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 _Reactions r @ 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 Deflections Ratio OK Deflection OKII Center DL Defl in -0.093 -0.110 UDefl Ratio 1,286.3 1,259.2 Center LL Defl in -0.249 -0.292 UDefl Ratio 482.4 472.2 Center Total Defl in -0.342 -0.402 Location ft 5.000 5.842 UDefl Ratio 350.8 343.4 TJI JOISTS and RAFTERS 1.._._.._._._.._._.i i_ 1 Code Code : Code 1 1 Suggest Suggest Suggest Licp : Pk.._.ILick L ._..._._.._..._.._P._.._.ick. L._._P.._.ick Joist b 1 d Spa. LL DL j M max V max El L fb L 1v L TL240 L LL360 L max TL deft. µ LL deft. r t L TL360 L LL480 L max 'TL defl.1TL deft.LL deft. LL deft. sze8grade width finl depth S!!?__._On).__(P.s.__.tPgt?It,{ft-Ibs) (psi) (psi) (ft) (ft.) (ft.) (.__._.. ) �._.__.._._ 1_.._._..._._.Si1n.1_.._..._._._Sln_? i..l_._.._(f)__..__._.._(ft)_._.._. (ft) (in.) ratio Sin_? 1_ratio_ 9.5"TJI 110 135 9.5 19.2' 40 151 2380E 12201 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.661 0.481 1 13.31 13A5 1131 0A4 360 0.321 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.731 15.73, 0.721 0.521 I 14.14 14.29 14.14 0.47 360 0.344 495 9.5"TJI J 110 1.751 9.5 121 40 151 + 2380 12201 1.40E+08 18.61 44.36 17.82 17.311 17.31 0.79y 0.56}t 15.57 15.73 15 5T 0 52 360 0.381 495 9.5"TJI 110 1.751 9.5 9.6 40 151 2380[ 1220; 1.40E+08 20.80 55.45 19.19 18.64[ 18.64 0.851 0.62L 1 16.771 16.94 1677 0 56 360 0.41: 495 I. 9.5"TJI 110 1.75 9.5 19.2 40 101 • 250011220' 1.57E+08 15.81 30.50 16.34 15.371 15.371 0.64 0.51 14.27' 13.97 1197 0.44 384 0 35 480 8.5"TJI 110 1.75 9.5 16 40 10 2500' 1220 1.57E+08 17.32 36.60 17.36 16.34 18.34 0.68 0.54 15.17 14 84 .14,84 0.46 384-' 0.37 480 9.5"TJI 1101 1 75 9.5 12' 40 101 25001 122011.57E+081 20.001 48.80 19.11 17.981 17.98 0.754 0.601 1 16.69 _ 16.34 16.34 0.51 384 0.411 480 9.5"TJI 1101 1.75 9.5 9.6 40 101 25001 12201 1.57E+08f 22.361 61.00 20.58 19.371 19.37 0.814 0.651, 17.98 17.'60 17.'60 0.55 384 0.44: 480 1 ; 9.5"TJI 2101 2.06251 9.5 19.2 401 101 3000 1330 1.87E+081 17.32 33.25 17.32 16.301 16.301 0.687 0.541 7 15.131 14.81 14.81 0.461 384 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 15.74' 0.49 384' 0.39 480 9.5"TJI 210 2.06251 9.5 12 40 101 3000' 13301 1.87E+081 21.91 53.20 20.26 19.06' 19.0610.79 0.641, 1 17.701 17.32 17.32 0.541 384 0.431 480 9.5"TJI 210 2.0625 9.5 9.6 40 101 3000' 13301 1.87E+081 24.49 66.50 21.82 20.53 20,53 0.86: 0.681 19.06 18.66 18.66 0.58 384 0 .47 480 1 9.5"TJI 230 2.31251 9.5 19 2, 40 101 33301 13301 2. 06E+081 18.25 33.25 17.89 16.831- 16.83 0.701 0.561 1 ---. j----------1'5.29 15.29 0.48 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0 60 16.60 16 25 ,,,;;,16,25 0.51 384 0.41 480 9.5"TJI 230 2 31251 9.5 12 40 101_ 33301 13301 2.06E+081 23.081 53.20 20.92 19.691 19.69' 0 82 0.661_ i 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 230 2.31251 9.5 9.6 40 101 33301 1331 2.06E+08 25.81 66.50 22.54 21.211 21.211 0.884 0.711 119.69 19.27 19.27 0.60 384 0.481 480 1 _.._ 11.875 TJI 110 1.751 11.875 19.2 40 101 3160 1560 2.67E+08 17.78 39.00 19.50 18.351 17.781 0.67; 0.541 l 17.04 16.67 16.67 0.52 384 0.42 480 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' 1560 2.67E+081 22.49 62.40 22,81 21:461..._._.._21.461.._._._.._.0.891 0.721 i 19 93 19.50 19.50 0.61 I 384 0.41 480 11:875"TJI 110 1.751 11 875 9.6 40 101 3160 1560 2 67E+08 25.14 78 00 24S7 23.12 23.12 0.96: 0.77: 7 21.46 21.01 21.01 0.661 384 0.53: 480 I-+_ .._.._ a._.._.__.__._.._._._.._._;.. . ._._._ 11.875"TJI 210 2.06251 11.875 19.21 40 10! 3795 1655 3.15E+081 19.48 41.38 20.61 19.391 19.39 0.81 0.65, I 18.00 17.62 17.62 0.551 384 0.44: 480 11..875"7.8 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34, 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12 40 10 j 3795 16551 3.15E+081 24.64 66.20 24.10 22.68 22.68 0.951 0.761 1 21.05 20.61 20.61 0.64 384 0.521 480 .._.._..._..._.._.._.._.._.._..._... .._. 11.875"TJI 210 2.0625 11.875 9.6 40 101 3795 1655! 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02; 0.811 f 4 22.68 22.20 22.20'. 0.69 384 0.55; 480 11.875"TJI 230 2.3125E 11.875 19.2 40 101 42151 16551 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.831 0.671 1 18.59 18.20 16.20' 0.57 384 0.45; 480 11.875"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 •,.1934 0.60 38411 0.48 480 11.875"TJI 230 2.31251 11.875 121 40 10i 4215 1655; 3.47E+081 25.97 66.20 24.89 23.42 23.42 0.981 0.781 1 21.74 21.28 21.28 0.67 384 0.53' 480 11.875"TJI 230 2.3125'1 rt 11.875 9.6 40 101 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05; 0.841. l 23.42 22.93 22.93 0.721 384 0.57; 480 1 r 11.875 RFPI 400 2 06251 11.875 19.2r 40 101 4315 1480 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.661 j 18.28 17.89 17.89 0.56 j 384 O 451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3,30E+08 22.76 44.40 22.24 20.93 20,93 0.87 0.70 19.43 19.01 4,A48.01. 0.59 384 0.48 480 11.875"RFPI 400 2.06251 11.875 121 40 101 4315) 1480; 3.30E+08 26.281 59.20 24.48 23.031 23.031 0.961 0.77; ' 21.38 20.93 20.93 0.65 3841 0.52. 480 11.875"RFPI 400 2.06251 11.875 9.61 40 101 4315 14801 3.30E+08 29.38 74.00 26.37 24.811 24.81 1.031 0.831 . 23.03 22.54 22.54 0.70 384 0.561 480 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 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width,Depth Spacing Height Le/d Vert.Load Hor.Loa x#1.0 Load(5 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 pot 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 1,200,000 854 506 986 378.09 340.90 340.32 1.00 0.00 0.000 ti-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 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2857.8 1.00 1.15 1.1 1.05 1,15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 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 1.15 875 405 800 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 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.8 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 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 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 18.8 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 2091.6 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 18 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 CT#14051-4015.2 I LOAD CASE (12-13) (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+W _ c _, 0.80(Constant)> Section 3.7.1.5Cr _ __ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Ct(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 Maz.Wall duration durationfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <>1.0 Load a Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c tb 110/ In. in. in. ft. pit psf ptf (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 28.4 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 0.84 376.78 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 1,386 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9908 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 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 361.37 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 3988.7 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 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 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 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 0.587 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 1,366 531 781.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 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 4183.6 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 0.78 180.69 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 8.46 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 18 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 16 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 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 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 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 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###>f## 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 1.80 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+.5S CT#14051-4015.2 I LOAD CASE I (12-14) 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 Bucklin.Factor D+L+W+21/2 c 0.80 Constant > Section 3.7.1.5 _ ___ Cr 2Cf(Fb) Cf(Fc) 1997 NDS KcEb 0.30(Constant)s) > Section 2.3.1.5 Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duratio factor factor use Stud Grad. Width Depth Spacin. Height Le/d Vert.Load Hor.Load <=1.0 oad clp Plat=Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp Fc* Fce F'c fc fc/F'c ft) fb/ in. In. in. ft. pit 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 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 1,368 506 966 515.42 441.22 278.10 0.83 378.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9988 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 [1150211111E11111311111K1111111113•11111111111111111111110030.9969 2657.8 ®®1.05®llaBIKUM1,200,00011111KIMIC:3378.09 340.90MICc1lEMI H-F Stud 1.5 3.5 El8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 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 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 EIZIMI®®1•13111®'' �'-'' '®' ' ®®113® 675 =M®1,200,000 1,366111111EaIMEMIKHENBEMIllaall0.589 SPF Stud ®®11103111111110�'' t, 0.9988 2091.8 11111C11113111113111313110 675 Illai®1,200,000 ® NMENB®' '' ®' 0.689 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 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 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 111 SPF Stud 1.5 3.5 8.25 28.3 2360 8.13 0.9922 4183.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.89 0.396 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 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 9 19.8 3132 8.46 0.5437 3132.4 1.80 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.80 181.23 0.178 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 7.7083 16.8 3287 9.71 0.3872 3287.1 1.80 1.15 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####I# 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 41.5 800 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 1844.5 228.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.5W CT#14051-4015.2 I LOAD CASE I (12.15) I (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 Bucklin•_Factor D+L+S+Wl2 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.WaII duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hot.Load s=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp', Fc• Fce Fc tc lc/Pc fb 1b/ in. In. in. 1t pif psf pif (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 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 968 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.80 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 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.88 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 1,366 508 966 449.95 395.22 303.49 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 2685 4.065 0.9999 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 28.4 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 1,368 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9090 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 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 8.25 28.3 2630 4.065 0.9989 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.97 0.88 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 1378.63 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 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1011.45 837.57 508.18 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 16 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 1089.25 850.18 531.23 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 84.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.80 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 0.64 463.51 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 ANSVAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.12.3.1 3.7.1 3.7.1 Ke 1.00 Desl�n Bucktin.Factor D+L+S+E11.4 c 0.80 Constant > Section 3.7.1.5 11111111.11.111111111.1111111111111.11111111.111111111.111 .�gil _ Cr m �� KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fc) 1997 NDS Cb odes > Section 2.3.10 M . Size Cd Fb Cd Fc E..3.7-1 .._ Stud Grade Wroth Depth Span. wn. Heigh t1:1 Vert.rc ad Hor.Lf ad NDu.S;0 2 Load Plat-CdMa.Wall r(Fb)Cdation ra(Fc tio f plf eCt r facto r® . Fc perp El fl Fc p irp'ill F$' rin®n 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 1,366 506 966 378.09 340.90 256.51 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 0.364 111 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.05 1.15 875 405 800 1,200,000 1,366 506 986 449.95 395.22 342.86 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 1.05 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 ®®•11111111K1 30_9 1000® 0.9918 '® ®®®' ®111E1 425 WEI 1 200 000mmommommusaME3E111116111111MIIIIMIIIIIMMETI SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 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 Stud ®® NEN� 2870 3.57 0.9987 4183.6 1.60 1.15 ®1.05 1.15 875 11111 725 1,200,000 1,366®875.438 449.95 388.13 339.05111111 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 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 1.10 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 0 071 S1 8 2 SPF#2 ®®®® 18.0 3287 3.57 0.3678 3287.1 11 60 1.15 ®1.10® 875 425 1150 1,400,000 2,083 531 1454.75 1296.30 945 38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 ®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 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 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 0.89 340.83 0.513 Page 5 C T ENGINEERING Su0 Nickerson St. Suite?02 t N C. 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Structural Englneers Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: LL Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 1 9 (c)1983-2003 ENERCALC Engineering Software 111642etaining_wall.ecw:Calculations Description CANT RET WALL H=9.5'(TOW minus 12.25") Criteria 0 Soil Data I Footing Strengths& Dimensions M 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 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ftTotal To a Width = 3.17 tal Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingilSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0lbs Design Summary 111 Stem Construction ` Top Stem -` i Stem OK Total Bearing Load = 5,704 lbs Design height ft= 0.00 ...resultant ecc. = 5.16 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,997 psf OK Rebar Sizeess = 8.00 Soil Pressure @ Heel = 540 psf OK Rebar = # 5 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 Allowablesi= 93.1 Overturning = 2.46 OK p 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 fm psi= Fs psi= Solid Grouting = Footing Design Results4 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-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 Page 2 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=9.5' (TOW minus 12.25") Summary of Overturning & Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,992.4 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: LkRev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 9 111642etaining_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 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ftTWidth = Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total 2.00 tal Footing Width = 2.67 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 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 eba = 8.00 R Soil Pressure @ Heel = 185 psf OK Rebarr Size = # 4 Allowable 2,000 Rebar Spacing = 12.00 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 Wall Stability Ratios Shear Actual psi= 16.2 Overturning = 2.31 OK Shear Allowable psi= 93.1 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 fm psi= Fs psi= Solid Grouting = Footing Design Results 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 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 11164_retainingwall.ecw:Calculations Description CANT RET WALL H=6.67' (TOW minus 3'-11") Summary of Overturning & Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 9 _(c)1983-2003 ENERCALC Engineering Software 11164_RETAINING_WALL.ECW: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 FootingilSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in -, Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 0 Top Stem 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 Allowable = 2,000 Rebar Spacing = 16.00 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 Allowablesi= 93.1 Overturning = 2.74 OK p 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 Ration' 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 Page 2 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") Summary of Overturning & Resisting Forces&Moments I ~ OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 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: LkRev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 11164_retaining_waftecw:Calculations Description CANT RET WALL H=2.67' (TOW minus 7'-11") Criteria I 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/ftTWidth = Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total 1.00 tal Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = - 9.00 in FootingliSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary 0 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 Soil Pressure @ Toe = 643 psf OK Thickness = 8.00 Soil Pressure @ Heel = 383 psf OK Rebar S = # 4 Allowable - 2,000 Rebar Spacing = 18.00 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 Allowablesi= 93.1 Overturning = 4.42 OK p 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 fm psi= Fs psi= Solid Grouting = Footing Design Results 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 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 11164_retaining_wall.ecw:Calculations Description CANT RET WALL H=2.67' (TOW minus 7'-11") Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 Design Maps Summary Report User—Specified Input Building Code Reference Document International unCo (which2012 utilizes USGS hazardBdataildig availabdele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III Wz r' n I ii ra' r�Te I ,� ''':,?..,47.11,--; �Oa � eek r � ' \: i ham%s a 't.. ; `�:�'y ,A, �4' '`.7';'k,1;:,,, ti.� li r 1c ego Sit K tng m ra ` tm k, , ‘y..,„.,,,,aft4f, -,f,---,-----, '7,14, 4 -, ,-7 pr:,,,/.;,...47— ''"ci.1;<.ff:':;'-'71)Z '",;:;-°':°0'''''''.;,.'","--7',k, 4t-,;, 'u USGS-Provided Output S5 = 0.972 g SMS = 1.080 g S05 = 0.720 g S1 = 0.423 g S„1 = 0.667 g S°1 = 0.445 g For information on how the 55 and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICE*ResponseSpectrum Design Response Spectrum 0.> 1.10 CSO 31 0 72 0, 0.S4 0,77 014 ' .t4 +� 048 0.ss ft-4a l 0.44..:, _ 0:12 . 0, a 0.22 1 011 0.08 00> 0,0E 0. 0.40 0.40 0.80 1.00 1201.40 1,40 1. r 200 0.00 020 0,40 0.G0 1.00 1.20 1 1.50 1.80 2.00 PerT( � P 0. 'i T(s ).40 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 A 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://earthq u ake.usgs.qov/research/hazmaps/ http://geohazards.usgs.qov/desionmaps/us/application.php 6. Site Coefficient(short period) F.= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SMS= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sos= 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 = 0 Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Qs= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 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 A Sps= 0.72 h„ = 18.00(ft) SD1= 0.45 X = 0.75ASCE 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) Ti.= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TO 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(SDI*11)/(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 SI>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, *h1k Vi DESIGN Vi Roof - 18.00' 18.00 1666 0.022' 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00' 10.00 1712 0.028' 47.936 479.4 0.42 2.82 6.70 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; *w,, 0.4*Sps*IE*Wp 0.2*SDs*IE*w LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 FPX Max. FFM 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 A NS E-W F-B S-S 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= 400 48.0ft. V ult. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec.Gust= i}3 \ 13 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0> N/A N/A Roof Type= Gable Gable Ps3oA= 28.6 28.8 psf Figure 28.6-1 Ps3oB= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 PS300= 4.7 4.7 psf Figure 28.6-1 = 1.00 1.00: Figure 28.6-1 Krt= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) aeKA*1 1 Ps=X*Kzt`I*Pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAandcaverage= 24.7 24.7 psf (LRFD) Ps B andD 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-W) 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 AF= 1000 AF= 1200 16.0 19.2 V(n-s)= 14.64 V(e-w)= 17.25 kips(LRFD) klps(LRFD) klps 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 A 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(NS)(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-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 000 0.00 10.24 10.24 12.29 1229 2nd 8.00 10.00 10.00 0,00; 0.00 0.00 0.00 5.76 16.00 6.91 1910 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 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(n-s)= 16.00 V(e-w)= 19.20 V(n-s)= 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 A SHEATHING THICKNESS tsheaming= 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) (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 tsheaming= 1/2" NAIL SIZE nail size= 1 114"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 a 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 A 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 I= 3.88 kips Sum Wind N-S V i= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt.= 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 vi Type Type v i OTM RorM Unet U.,„ OTM RoTM Unet Usum Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (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. A1-2 139 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 S 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 i 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 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00,, 0.00 0.00 0.00 0.00 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 EV wind 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 A 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 v i Type Type v i OTM RQTM Unet IJ.,,,„ OTM ROTM Unet Ueum Us.. HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.M1! 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.M2 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.M1 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.M2 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 0,00E 0.00 0.00 0.00 0.00 1.00 0.00 0----- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 i 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVnd 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 A 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall I-DL att. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM Unet U. OTM ROTM Unet Umum U.um 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* 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 166.6 2.5 20.5 1.00 0.15' 0.95 0.00 0.39 0.00 1.00 0.63 248* * 381 3.10 1.94 0.63 0.63 7.61 2.31 2.90 2.90* Front 4.Tb 166.6 2.5 20,5 1.00 0.15' 0.95 0.00 0.39 0.00 1.00 0.63 248* * 381 3.10 1.94 0.63 0.63 7.61 2.31 2.90 2.90" Front 4.Tc 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 166.6 2.5 20.5 1.00 0.15 0.95 0.00 0.39 0.00 1.00 0.63 248* " 381 3.10 1.94 0.63 0.63 7.61 2.31 2.90 2.90* Front 4.Te 166.6 2.5 11.7 1.00 0.15 0.95 0.00 0.39 0.00 1.00 0.63 248* * 381 3.10 1.10 1.09 1.09 7.61 1.31 3.44 3.44* Front 4.11 166,6 2.5 11.7 1.00 0.15 0.95 0.00 0.39 0.00 1.00 0.63 248* * 381 3.10 1.10 1.09 1.09 7.61 1.31 3.44 3.44* - - 0 0.0 0.0 1.00'! 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 36.0 36.0=L eff. 9.52 0.00 3.88 0.00 EV wind 9.52 EVEQ 3.88 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel I SHEET TITLE: LATERAL E-W(side to side-lett/right) CT PROJECT#: CT#14051:Plan 4015.2 Elevation A 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+0.7 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 Unum OTM ROTM Unet Usum Usum 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) 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 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00 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 12.66 2.16 3.25 3.06 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 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 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 1,00' 0.15' 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int N/A 246.9 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 6.95 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 0.70 0.00 1.00 1.00 70 P6TN P6TN 134 6.34 3.79 0.27 0.27 12.05 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 117.1 2.4 20.5 1.00 0.15 0.37 1.43 0.19 0.58 1.00 0.54 597 ABWP ABWP 742 6.97 1.88 2.91 3.55 16.15 2.23 7.95 10.85 ABWP Front 4.Tb 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Tc, 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 117.1 2.4 20.5 1.00 0.15 0.37 1.43 0.19 0.58 1.00 0.54 597 ABWP ABWP 742 6.97 1.88 2.91 3.55 16.15 2.23 7.95 10.85 ABWP Front 4.Te 96.91 2.0 11.7 1.00 0.15 0.30 0.95 0.16 0.39 1.00 0.44 616* * 627 4.93 0.88 3.03 4.12 11.29 1.05 7.68 11.12* Front 4.Tf 96.91 2.0 11.7 1.00 0.15 0.30 0.95 0.16 0.39 1.00 0.44 616* * 627 4.93 0.88 3.03 4.12 11.29 1.05 7.68 11.12* - - 0 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 dd 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 A ID:Elevation A 4.Ta,4.Tb,4.Tc Roof Level w dl= 150 plf V eq 1163.6 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V5 eq= 387.9 pounds V w= 2855.5j, pounds V1 w= 951.8 pounds V3 w= 951.8 pounds V5 w= 951.8 pounds vhdreq= 56.8 plf i H1 head=A v hdr= 139.3 plf H5 head= A 1 y Fdragl eq= 123.0 Fdrag2 eq= 123.0 Fdrag5 eq= 123.0 Fdrag6 eq= 123.0 1 •1 Fdragl w= 1.8 Fdragl, 301.8 Fdrag5 w= 1.8 Fdrag•w=301.8 A H1 pier= v1 eq= 155.2 ph v3 eq= 155.2 plf v5 eq= 155.2 H5 pier= 5.0 v1 w= 380.7 ph v3 w= 380.7 p# v5 w= 380.71 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V Fdrag3= .0 Fd- - 123.0 feet A Fdragl w=301.7979 Fdragl w= 301.8 Fdrag7eq= 3.0 Fdrag8-. 123.0 v PG E.Q. 1Fdrag7w=301.8 Fdrag8w=301.8 A P4 WIND v sill eq= 56.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 139.3 p/f H5 sill= 3.0 EQ Wind 3.0 feet OTM 10472.8 25699.3 feet R OTM 14159 17020 • y UPLIFT -200 470 V_ Up above 0 0 Up Sum -200 470 H/L Ratios: L1= 2.5r L2= 6.5 L3= 2.5 L4= '< 6.5 L5= i 2.5 Htotal/L= 0.44 • ► 4 04 04 01 11 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 20.5 feet Hpier/L5= 1.60 .._.0.90 L reduction 4 * % JOB#: CT#'14051:Plan 4015.2 Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 43e,4.Tf Roof Level w dl= 150 p/f V eq 775.8 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V w= 1903.6 pounds V1 w= 951.8 pounds V3 w= 951.8 pounds v hdr eq= 64.6 plf ► •H head= A v hdr w= 158.6 p/f 1 I Fdragl eq= 210 F2 eq= 210 Fdragl w= ''6 F2 -516 H pier= v1 eq= 141.0 plf v3 eq= 141.0 p/f P6TN E.Q. 5,0 v1 w= 346.1 plf v3 w= 346.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 • Fdrag3 eq= I F4 e.- 210 feet • Fdrag3 w=516 F4 w=516 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.6 plf P6TN 3.0 EQ Wind v sill w= 158.6 plf P6 feet OTM 6982 17133 R OTM 5391 6480 • • UPLIFT 140 940 Up above 0 0 UP sum 140 940 H/L Ratios: L1= 2.8 L2= 6.5 L3= 2.8 Htotal/L= 0.75 4 0 4 1.1 0 Hpier/L1= 1.82 o. Hpier/L3= 1.82 L total= 12.0 feet JOB#: CT#14051:Plan 4015.2 Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Ma,1.Mb Roof Level w dl= 150 plf V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds v hdr eq= 106.3 p/f ► A H head= A v hdr w= 245.0 p/f 1 y Fdragl eq= 226 F2 eq= 199 Fdrag1 w= -.1 F2 -459 H pier= v1 eq= 159.4 p/f v3 eq= 159.4 Of P6 E.Q. 5.0 vi w= 367.6 p/f v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4 e•- 199 feet A Fdrag3 w=521 F4 w=459 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= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 UPLIFT 537 1763 • Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 1 I. 4 ►r Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: CT#14051:Plan 4015.2 Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Mc,1.Md Roof Level w dl= 150 plf V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1', pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds —_1. v hdr eq= 62.2 p/f ► •H head= A v hdr w= 143.5 plf 1 Y Fdragl eq= 589 F2 eq= 236 Fdragl w= 58 F2 -543 H pier= v1 eq= 156.4 p/f v3 eq= 156.4 p/f P6 E.Q. 5.0 v1 w= 360.8 p/f v3 w= 360.8 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= F4 e.- 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 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 • UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 4 0 4 0-4 0 Hpier/L1= 0.80 4 0- Hpier/L3= 2.00 L total= 22.0 feet JOB#: CT#14051:Plan 4015.2 Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Me,4.Mf Roof Level w dl= 150 plf V eq 1094.8 pounds V1 eq= 547.4 pounds V3 eq= 547.4 pounds V w= 2509.8 pounds V1 w= 1254.9 pounds V3 w= 1254.9 pounds ► i v hdr eq= 96.6 p/f H head= A v hdr w= 221.5 p/f 1 y Fdragl eq= 354 F2 eq= 354 £ Fdragl w= F2 -812 H pier= v1 eq= 342.1 p/f v3 eq= 342.1 p/f P4 E.Q. 5.0 v1 w= 627.4 p/f v3 w= 627.4 p/f P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= . F4 e•- 354 feet • Fdrag3 w=812 F4 w=812 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.6 p/f P6TN 3.0 EQ Wind v sill w= 221.5 p/f P6 feet OTM 9853 22588 R OTM 4805 5777 • UPLIFT 473 1577 Up above 140 940 UP sum 614 2517 H/L Ratios: L1= ; 2.0 L2= 7.3 L3= 2.0 Htotal/L= 0.79 4 0-1 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 11.3 feet JOB#: CT#14051:Plan 4015.2 Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.La,1.Lb Roof Level w dl= 150 p/f V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 3586.1', pounds V1 w= 1905.1 pounds V3 w= 1681.0 pounds v hdr eq= 106.3 p/f H head= A v hdr w= 298.8 plf 1 1 Fdragl eq= 226 F2 eq= 199 l Fdragl w= -5 F2 -560 H pier= v1 eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 448.3 plf v3 w= 448.3 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 Fdrag3 eq= • F4 e.- 199 feet A Fdrag3 w=635 F4 w=560 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 p/f P6TN 2.0 EQ Wind v sill w= 298.8 plf P6 feet OTM 10201 28688 R OTM 5391 6480 UPLIFT 424 1960 Up above 537 1763 UP sum 961 3723 H/L Ratios: L1= 4.3 L2= 4.0' L3= 3.8 Htotal/L= 0.67 0 41 Hpier/L1= 1.18 .11 Hpier/L3= 1.33 L total= 12.0 feet JOB#: CT#14051:Plan 4015:2Elevation A SHEARWALL WITH FORCE TRANSFER r- ID: Elevation A 1 Lc.1.Ld Roof Level w dl= 150 pff V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3850.1', pounds V1 w= 2750.0 pounds V3 w= 1100.0 pounds P ► v hdr eq= 62.2 p/f ----0- • P•H head= A v hdr w= 175.0 p/f 1 v Fdragl eq= 589 F2 eq= 236 • Fdragl w= •56 F2 -663 H pier= v1 eq= 156.4 p/f v3 eq= 156.4 pff P6 E.Q. 5.0 v1 w= 440.0 p/f v3 w= 440.0 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 Fdrag3 eq= F4 e.- 236 feet • Fdrag3 w= 1656 F4 w=663 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN 2.0 EQ Wind v sill w= 175.0 pff P6 feet OTM 10951 30801 R OTM 18119 21780 v UPLIFT -336 423 Up above 0 311 UP sum -336 734 H/L Ratios: L1= 63 L2= 13.3 L3= 2.5 Htotal/L= 0.36 Hpier/L1= 0.80 .41 _ Hpier/L3= 2.00 L total= 22.0 feet 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°•t(lbf) 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 Loading""" (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are fora single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap I. 2'to 18'rou h width of o enin .1per wind design min 1000 lbf 9 p g on both sides of opening for single or double portal _ opposite side of sheathing Pony . j ,' .. wall . height . • • • -'ll Fasten top plate to header .9 with two rows of 16d rt ik, sinker nails at 3"o.c.iyp . Fasten sheathingto header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3°grid pattern as shown panel sheathing max total Header to jack-stud strap per wind design. wall .r 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" �L nailed to common blocking max • thick wood structural panel sheathing with EEEE• , • • within middle 24"of portal height .;� 78d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. , nailing is required in each panel edge. Min length of panel per table 1 - Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar __ t• I jack studs per IRC tables top and bottom of footing.Lap bars 15"min. ., R502.5(1)&(2). I f,, il Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association WOOD FRAME CONSTRUCTION MANUAL G3 j . f Table 2.2A Uplift Connection Loads from Wind 0', , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)2'2'3'44a'r Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 g 24 195 213 232 •272 315 362 412 465 521. 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 in 48 350 383 417 489 567 651 741 836 938 1.100 M 60 428 468 509 598 693 796 906 1022 1146 1345 O . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 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 20 psf 36 32 58 84 140 201 266 336 410 489 616 �'4 ' 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 • I. 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, E: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I I I 12 16 19.2 24 48 Multiplier 1.00 1.33 1.60 I 2.00 I 4.00 ,i' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 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. %''• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the . fs' ' -,."- header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' .. ' - For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length •`' . includes the overhang length and the jack span. 3 !-.-A F-if 3 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ' -,5, AMERICAN WOOD COUNCIL 180 Nickerson St. C T ENGINEERING Suite 302 Seattle ,WA Protect: _TY//)/k5) V/IlSC. IL / Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \A41%). '-SCPL btf))A-72+. 70$ 1)7 .1;VOIL 600S15z/r*i l: AQP WXD A- t, MPc ►g2 -7;4 &: • 2,2 - i - 1 l o M.P ( utTi -P) • -33 15Q DL • i ,► -jam : 2� . • t) • Cogot 'Ts 4�1 . . 36- fid- . : (A : MIN: . . : 1._ y - . : • • •• • r i • s03 C� -nr..C•4415 .( CA.NPA • . 1=-6( • 2)-r--- 121. - • , j • ( 4)(i) (.1,o) 6;6) P, toWriao 0 - 6)1 (15e TM I T.---4-o ( '71,0 < ( �61.:RAviL • l- (2r6)( 617/7)(P.75 ( �� - • 4-M - - • 026- () iYPei0 . pky. 41-e - (e np- ) w'wc\j, /.• Structural Engineers TRUSS TO WALL CONNECTION 'Pi vAl iU s; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES IA'IIII II PLIES 1 HI (6)0.131" X 1.5" (4) 0.131" X 2.5" diai ,I!, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `,:6 HDi 1 SDWC15600 - - 41v. 1,ti 2 1410-2 (9) 0.148"X 1.5' (9) 0.148" X 1.5" 111/U mo 2 (2)142.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Iwo 7.' 2 (2)SDWC15600 - - ri/n 2.v) 3 (3)SDWC15600 ROOF FRAMING PER PLAN 8d AT 6" O.C. -- -r 2X VENTED BLK'G. 0.131" X 3" TOENAIL ' OM ,* . AT 6,. O.C. C IP 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPE VALUES 11 OF TRUSS CONNECTOR 10 TRUSS TO TOP PLATES UPI.FT 11 PLIES 1 Ht (6) 0.131" X 1.5" (4) 0.131" X 2.5' 400 415 1 H2.5A (5) 0.131'X 2.5" (5)0.131" X 2.5" 5.5 [ 110 1 SDWC15600 - - 4P 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148' X 1.5" Id-id 7iiii.-- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5' EA. RIMi Vti.._.. 2 (2)SDWC15600 - - 570 Tho- 3 (3)SDWC15600 - - . i^5,:___..-..,4_-- ADD A35 ®48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE ' 8d AT 6" O.C. CONNECTIONS .40401144 2X VENTED BLK'G. =ft th. 4% MEL\. 4%4 4$-. MI 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 I TYPICAL TRUSS TO WALL CONNECTION [