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Specifications Hi::::( w k /(l 5 GI/ L/ :%) P in Structural Engineers CT ENGINEERING 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 1,,,,t, 208 285 4512 (V) 208 285 0818 (F) #13124 Structural Calculations Single Family Decks Oregon Design Criteria: 2012 IBC (2014 ORSC, 2014 OSSC) ASCE 7-10 otc,p PRp. ,<<; N,\G 1 Neft. �u � A *fit tity�, REG Fi N A eS 2T2'G\k\<c<c' 04/07/15 Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 180 Nickerson St. CT ENGINEERING Stilts 302 1/..)/4./i 0 YG�+I - I N C. Seattle,WA � Project: � � / �1, 98109 Date: (206)28S-4512 Client: VAX: Page Number: (206)285-0618 Ve Pei/ raYL /We&/4/44742". /la/ .%Y/ x /CD^d" e-/" ' owie. xov9l/2-• /46 rise. Zdiv xs /' 5/rats) `tU P. t1-• _.. . "61041 IAV 4; C D 6_ . ' 2•I 2x01} 4-1 '16"Ak, 0.2/=-C ®fyv�io) ,30,-)rx 7dfie.o' h;= 7.0e0)270 Pr MZ = 7a6x.)2'® /41 /4f yam' Gam._ � . - C- _ (g/it Z) (I-0fte.. )d 3/Z, �: � ��,� I "sow v" o 04,1= art ($:S)af8 L nev to at, M-- 3iz( ,) � Z�l�l 44_ 3/Z(2,.$-)7&. : gala/' ' e,frT/G 9Yo'l d/ 6/o e. '. X1/7 I /zve- GUS _ / ' /k/!o' A /z P5 - O,//= Z// z////0': /3, o/, r • ' 7Ti4t # 1.4'94 M. TI, 1 J w/Tet d L2o" t LG'b6 Gana 561447/4Y.4 (2.) A-7- ice, , u, r rkTY, *7-$ 4-0/ 0/4-e atilt, 1>,- / T* Structural Engineers r 9 CT ENGINEERING 180 Nickerson St. Suite 302 I N C. Seattle,WA Project: AdyYyaN 5f=4%10Date: /Z/p- 18109 (206)285-4512 Page Number: PAX: Client: Pa fi (206)285-0618 Afr`v✓G:. Ana 1#16 26;4/6 ; ©,y$ . Ave $/freesep/ ,pr"ZZo s /r0f4 /'dr4 'cow- 404�llr4# t Pa1GGt9. It#4141.ve. .a y 5115"0 5a-074 S , % Allot/'VOifrYK4 . ' 2GGl vl� 5 v5 " Gly/SeV, Vii+L �' r, ,o/kelp/00.- .n,,v. 's, • fia 5-- 2-ao ' .00i/,/r U,t. 24.24''-/gT • 1 " r: 5'o. b. - /11 Cg Z" .t.444-4 zoo* = No, #va 4. 71?-2'' = S'g" = • 7—.7- g 100 z l Z53 , C-) 07721- = l Ore 4 A ea 5,2j w(1) 2x • • Structural Engineers /Lt S -00/G�I ` l ,36/6 cw CE VE CT ENGINEERING APR 1 d 2016 Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 Ci I _ r 206.285.4512 (V) 208.285.0618 (F) BUll 01N(2, Fn et hr #15238 Structural Calculations River Terrace PRo,.„ i Plan 5B Daylight Basement 9 �GINF�I� Da i 1d . Tigard, OR ''y5 •REC! N& p/es c2, 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 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGIN E E R I N G 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 5 also includes Plan 4015) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed with a daylight basement. Roof framing is primarily with pre- manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over the lower floor area is primarily with pre-manufactured wood joists. Floor framing over the crawlspace is primarily with pre-manufactured wood joists.The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# Plan 4015.2 Elevation B ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 518°plywood'(O.S.B) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR 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 ► (.)2x8 ►R (2'2x8 HIR (2)2�c8 HDR l',.1,--,.——Fe--- RB.4 . RB.2 RB.3 � R—B cc g T T 0 1 � �43 u u 4 m , I is N #:1 1 21.4 u u u u � �� 1 GT bl I 1 1 1 GT 1I I 1 I I I I 1 I I 1 oT� . I F` a1 I m I m 1 � ''il 1 1 At`GE3s. 1 I T 1 m - 110 �T�I 9, lN.a i , 1 1 A-----L„ L— I 1 1 I I I I ROOFTRUSS(t24"O.0 ` T 1 1 .. 1 w 1 8 20 GT CT.b2A a 16, N 1 ai .:::. ..... A 1 mla .. . ....... 2 (2).8 HD" a RB.13 O RB. !1 ©�y _ GGA /I— _ GABLE END TRUSS lel __ R13.12 RR 7 0 RB.10 I I` I i 1 II)GAEL: END TRUSS 0 PLAN 5B DAYLIGHT PLAN 5B DL Roof Framing Plan 1/4"=1 0„ CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) 119 P4 1.Ta 1.Tb r. .91 .7.—. 1 Tc O O -----.) 0 :::><:: (1-'1 .I Il 72:=3--) II I I I E" II W I ] j r= i I III II F i )- P.. (: , ] 1 L 2 I .I. Ii IIK,___ P _=-'''\ _ N F 1.1 � -1=.T 1 1 j i MM F III q )ii 11,1 4. a 4.T2 I I . W 00 • Tc . . \ 4.Te 4.T 0 4 19 �// ar PLAN 5B DL OPLAN 5B DAYLIGHT Top Floor Shear Plan 1/4"=1,-0" CT# 14189 2015.08.18 1/4" = 1'-0" (11x17) ® dh gdir , 41110 MST60 41:10 MST60 MST60 4x10 HDR 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1 1 Ma =__ __:r_ 1B.1 ti / B.2 B 3 r,_B.4 B.3 CCU I ❑ ,..! li r' Wl , , �I e i G I \\_1 fr ❑TT ._,_. N 'i II ' 3.5x 4�IG BEAM FB 3..x14 B' B • FB, 3.5x9 GLB HDR r 1 ++_-_•i I - �L_. limo- ..orara��m...gt- 6.12 N 1 I J��IO �i B.I1 II I , I J \ i .•••••• W 1 ` I N / I \ ---- ----'- 4xp!R 4I•II DR ��ii�® > '. -•3= STAIR Sf \ E 1j• .?i -3i9 Pi i. \\FRAMING/i a )- X l S7HD14 • o'I i STW i1• 1 , "r. . \� __ '1 r----_,IL_STHE ST-ID14 1 \\ // w 41110 I- r r I' /\ 17 / \ IP4� i 1' // \\ I SlHD14 STHD14 I \I / 3.5 BIG BEAM FB 5.5x18 1413 HDR _ B.13 " �- as ir-;-r�s�- mOM���� - i i 16 $ o i B.14 U. i . Z I I I F i II ---. li 11 .I I___ ______— I c _2 L1 ' ----T I � � Q 1--, _. p 2x8 HDR I x B.17 2 II IX 4 I1 S . x `— II 1 $ in 18 , 6S6.1 i5.5x12CLB HD1 -- 5x14 --• --- — 4x10 -IDR '-4�� am B.16 I HD14 / 4g v _ --- -- .•[� lligri COSTHD14 STHD14 B•1$STHD14 din 2x LED P3 ; a SIM. - & 4.Md not used this elevation 4x8 HDR B.19 B.19 17 MONO TRUSSES D5. @ 24"O.C. PLAN 5B DL OPLAN 5B DAYLIGHT Main Floor Shear/Top Floor Framing 1/4"=1-0" CT# 14189 2015.08.18 1/4" = l'-0" (11x17) r T -I s E c....6x6 POST PT 6x6 POST � I _BS F71.. T 6x8 HDR Q YU :iii i_ 4. __1 2x LEDGER P4 1-@j I I co 0-co 1.La i'3(t5 1 1 STHD14 STHD q` a 1 1.)',,C 7 �! I STHD14 STHD14'L. 4x10 HDR 4 10 HDR 4X10 HDR 4x1i DR 41t H1DR F am~/ cc 6O 00 -N F m C °pU �. O L — Q CO CO 0 a --- ' BE.6 I 1 I I 1 T C 1' LSL 3.5x11.875 FB 1 I I I �jSTAIR RA .1- 11 1l 1 I `- -r-- I I i --r-i i Y i 4x6 POST ir`_i____, i , „1 1 I s 1- 1 ---- FURN — 1 1 1 1 1 -- L jVII II '1T1i ---- v J WH L J I i T If , . 1- , m o ! � - 1 F iI ii STHD14 STHD14 1c.L 4jI 1 ,6 i'" eu 117/8""TJI FL▪0O JOISTS n ! 01 @ 19.2"O.C. i 1 ri I pl - it — 1 ® — I I: ;% 4-,/ 7 I, 0 - Sso 1' ti • 1 Pi tl G..4I I HJ NI NIIIIPIn -- q I I I I P 1 PLAN 5B DAYLIGHT PLA FNShear/aD I Framing 1/4"=V-0" CT# 14189 2015.08.18 i[�l 1/4" - 1'-0" (11.x.1 FR T-61/4" 4, 4'-11" _41.7"..,,, //i" 24" " "FTG �, 5 /" T-61/4" W/x24(3)#4 E.W.x12 ... t— v o , ; _ 16 i N D2 _A-.-_ I d kr <o e r 1 • 1 1 kr . P4 P4 • . 1° STHD,4 X14 STHD1 1 _ -I_ III ® 6 , / 7-3 10 STHD14 t' �� 17 D4 _il 18 18 S6. S6. \ 4"CONC.SLAB S68. OVER 10 MIL. O VAPOR BARRIER -9'-1 5/8"I ® INSTALL SYSTEM TO ALLOW g ADEQUATE DRAINAGE BENEATH RADON S6. D4 36 I SLAB ON GRADE CONDITIONS. EXHAUST 8/Di PIPE I 1...-'•£r_ MCK'0''I}–--BB-– . Si:r L«1"--W,– — 6 T 0 ' ,6 1 8 ® ,� - D4 D4 J -STHD14 -1--T _ - . , • e 24".x30 -1'-3" - CRAWLSPACE.. 14 AGCESS HATCH j P4 • _ r0s P6 � _ 11.-31/4 • /P4 �. STH•14 __MATCH I JOIST DEPTI-1I ABOVE PONY WALL, 1 • L ===- ONYWALL 1 • • S60 5 •. a 18 SLOPESSLAB FROM BACK TO APRON � � 1 N/ERIFY GARAGE SLAB HEIGHT ..a .'.9:. .._..1.. 9 ,6 S6., 18 56.1 PONY WALL 1 0 3 .. • • S6.0 • imm__ - STH 0 lap p3 •SLOPED DOWN STHD14 STHD14 PLAN 5B DL 0 10'-67/6" 8 1 k S1.2 J i CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 r ii Printed:6 MAR 2014,9:51AM (mow ;j:'--,,;441.::,‘,': ."., .,�.. ,,,,:_�x, � ,.� �/ �. g, i.r_ '' Lic.#: KW-06002997 t. .. i ,. . . 1 , Licensee:c.t.engineering Descri'tion : 4015.2.6 2nd floor wall Headers f ' gan Design 7iTyplcal Partial/Non-Bearing Header(6'clear span max, 6'trib max.) „ ', 4 4 P i: ,� �" 09o$1004'r 2012 !tD "t 1,,.:c c'b 3,j�SCE 710 BEAM Size: 2-2x8,Sawn, Fully Unbraced , Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-roc 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 Design Summary Max fb/Fb Ratio = 0.476 1 �� �c`so,z5o fb:Actual: 482.28 psi at 3.250 ft in Span#1 v Fb:Allowable: 1,013.55 psi .,- Load Comb: +D+S+H ° Max fv/FvRatio= 0.245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft, 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.041 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 i a*4esigp Typical Full width Bering Header(4'clear span max 23'TnbMax ! aTcnsr01DII30 2 �� 7 4 , C� 0 BEAM Size: 2-2x8,Sawn, Fully Unbraced ! .416440014,(04#,S �" '� 1 "'° Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Design Summary Max fb/Fb Ratio = p,g34• '�'o!s 0.5750 !�r fb:Actual: 948.44 psi tat 2.125 ft in Span*1 � � �� �� Fb:Allowable: 1,015.94 psi Load Comb: +D+S+H 0 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 4.250 n,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.034 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 o0d elm Deslgi Header RB 9 B cu c i to r 6#11 S , 0'I ," 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=1.010, S=1.680 k @ 0.50 ft Design Summary Max fb/Fb Ratio = 0.597. 1 D 0.0750 S 0.1250 fb:Actual: 696.61 psi at 1.348 ft in Span 1 �� ����: # Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H �r,, .,.. 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 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:6 MAR 2014,9:51AM (206)285 0618 1 u . € ; , �, > f r 1 n € R; fi acs �'4 3t, 3 � " °•�, _ 'i--:':;-, ,...k4';',.. .�, Licensee.c.t.engineering Lic : W ,. ,w,... Lac # KW 06002997 — � � �" Header RB 17 B BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point: D=0.90, S=1.50 k@0.50ft Design Summary D 0 0750 S D 1250 Max fb/Fb Ratio = 0.556; 1 =���immoimm=m" fb:Actual: 648.22 psi at 1.488 ft in Span#1 � Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H 0 A Max fv/FvRatio= 0.254: 1 fv:Actual: 43.76 psi at 4.655 ft in Span#1 5.250 fl,2-2x8 Fv: Com Allowable: +S+H72.50 psiMax Deflections Load cmb: +D+S+H 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 P ,�` /�, 2 MAR 2 5:32PM Lie.#: KW-06002997 Licensee:c.t.engineering Description : 4015.2.B Top Floor Framing Woi t o D lgil i B.1 y ...•,•.. , .. � 'u!la�s�r��r"2t?4i • �, c2G'[3 1�? Q BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.990, S=1.650 k @ 2.670 ft Design Summary D 0.0:., . Max fb/Fb Ratio = 0.795. 1 D 0.043. ,_,, �� '> fb:Actual: 983.60 psi at 2.663 ft in Span#1 l��ri��lii 70) Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.588: 1 A A • fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft,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 0.024 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 4401,411,0e301',:,�B 2 :: . .. 7 iicii r ' 2 I�s,it IO .eW As#04' BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 = 0.736• 1 i ♦ D(04-3841.344C84°.57°{0 • fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.511: 1 A• - Tv:Actual: 182.08 psi at 5.352 ft in Span#1 • Fv:Allowable: 356.50 psi 6.50 ft, 1.75x14 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.066 in Downward Total 0.104 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 1187>360 Total Defl Ratio 748 >180 •Ute Q � 8 3 ,\` Caicalati r�Ztt'( DS, BC2q�iz, `I3, l�moo" 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 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: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:2 MAR 2014,5:32PM (206)285 0618j1 W ;:,`$., a e 1 11 *� . .: KW-0600299i Licensee.c.t.engineering Lic.#: KW-06002997 Design Summary --..% t* 5750 Max fb/Fb Ratio = 0.681; 1 eM fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45psi Load Comb: +D+0.750L+0.750S+H • Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 ft in Span#1 4250 ft, 4x10 Fv:Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.023 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 argraee nt-DAt1tBA 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-PrIl 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 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/(Trib=8.0 ft Design Summary •.:_ Max fb/Fb Ratio = 0.578; 1 �� fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H A Max fv/FvRatio= 0.401: 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 4250 It<x,o Fv:Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) 2 L Lr S W E u 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 1,63,2,,,>1.,8,0,,,,T sir + R) cit20 I 1 GBZL1 c 13 7 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 = 0.109. 1 "---" fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi • Load Comb: +D+S+H Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 2750 ft 2-2x8 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Lr S yi 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 '%/ it AAPrinted 2 MAR 2014,5 32PM Lic.#:KW-06002997 .,, F . _„ ,.: Licensee c t engineering Be TI1b e5 A' 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 = 0.520, 1 $ 10. ,`�'.. fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi Load Comb: +D+S+H � ,�:• ti 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 son 2-2e8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843 >360 Total Defl Ratio 908 >180 AN�� a 1064rgh$ B 7 - 4". 4' 0 itP''+�p44 r 20' *P 281G Ai AacE 7'ff 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 • �o°� :e°:.it3$� fb:Actual: 340.95 psi at 2250 ft in Span#1 „ ! � � � Fb:Allowable: 1,167.23 psis Load Comb: +D+S+H �.. •, . e Max fv/FvRatio= 0.195: 1 A A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.50 ft 2-2xe Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio 4369>360 Total Dell Ratio 2152 >180 l�Etelilt be�iq B 8 r- ' P*aiiulihoiieper'i4 N fix; �3;;A c> 7-0 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-Pril 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 k/ft,Trib=14.750 ft Design Summary Max fb/Fb Ratio = �oz21a�oseo � � 0.277 1 11�: fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi 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 R 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745>360 Total Defl Ratio 5633 >180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:2 MAR 2014,5:32PM (206)285 0618 � 4 sS �s � � a 1 ► " `` Lic. Licensee:c.t.engineering # KW 06002997 C s'!#37 t S1�It1B 9 ttdns.*°2 2" S,11 '40 , 130:913;AStr�7 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-Prll 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 k/ft,Trib=14.750 ft 0.2213 L 0 590 Design Summary Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psifp 1111 Load Comb: +D+L+H A Max fv/FvRatio= 0.205: 1 fv:Actual: 36.84 psi at 2.730 ft in Span#1 3.50 ft 4x10 Fv:Allowable: 180.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) g 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>180 811 �+ B 101 t ,ASG 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 Summar .02213 LD590 Max fb/Fb Ratio = 0.372; 1 ti fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi ._,, ... L.. Load Comb: +D+L+H • •• Max fv/FvRatio= 0.295: 1 fv:Actual: 91.39 psi at 4.840 ft in Span#1 6.0 R 1.75x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) g 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 Deft Ratio 2581 >360 Total Defl Ratio 1877>180 S B 111 4 L� tt3 e `� 7 �" �� *�� �a1ut�l���tl i � 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-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=14.750 ft Design SummaryD02213 L0590 ������� 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 fv:Actual: 54.39 psi at 0.000 ft in Span#1 4.50 rt 1.75x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 6120>360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 _ Pr2 MAR 51432PM —11 5 0 a e,• ': ,. .. r. - <, "d ;:° o f« Lic.#: KW-06002997 . Licee nsee:c t engineering W ri&De i€g1 0. 1 — 61 . y culati s*2 9 4\4m , i At -1 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=14.0 ft Design Summary Max fb/Fb Ratio D 0.210 L 0.560 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 111 Max fv/FvRatio= 0.504: 1 A A fv: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 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: Printed:2 MAR 2014,5:43PM (206)285 0618 #: Licensee.c.t.engineering # KW-06002997 Description 4015.2.B Top Floor Framing, Cont. •�. . �� •a� IXX:* , L .� ��: pec.. �: , 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-Prll 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 klft,Trib=5.0 ft Design Summary Max fb:ActualRatio = 962.10 p0.42s1 i at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi Load Comb: • Max fv/FvRatio= 0.310: 1 A A N:Actual: 95.96 psi at 7.338 ft in Span#1 B.50 ft3.5214 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Defl Ratio 1306>360 Total Dell Ratio 1055>180 • a?` �ign B.1wr ut tions perfoiv ,l c04, i sOt to BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 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; 1D 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 N:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596>360 Total Defl Ratio 433>180 BEAM Size: 4x12,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 klft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary0 ,.I>.utsuJ� �� fb:Actual: 876.94 psi Max fb/Fb Ratio = 0.893; 1l�M-��' �-�` at 4.375 ft in Span#1 _ Fb:Allowable: 982.26 psi ..m.. __ ':__, .. ......::....� .� . Load Comb: +D+L+H Max fv/FvRatio= 0.411: 1 A A fv:Actual: 73.91 psi at 0.000 ft in Span#1 8.750 ft,4x12 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172>360 Total Defl Ratio 831 >180 CT Engineering 180 Nickerson,Suite 302 Project Title: Err: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 4 I f 0 1"xx r '!'0 1, Printed 2 MAR 2014,543PM ' , , y ,: ) , , _. 4# 1 1 a 201 a" Ltc.#. KW-06002997 -., �.,�.,.� :��,.�,� �, z 1.b �' ' �a'" Licensee c.t.engineering ,. 6 Pr 0 It zt11, �: .,, 074 BEAM Size: 5.125x12,GLB, Fully Unbraced ., y,,. .. 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 �Q fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 &�Tloi Fb:Allowable: 2,379.23 psi Load Comb: +D+L+H Max fv/FvRatio= 0.369: 1 : fv: • Actual: 97.83 psi at 0.000 ft in Span it 1 16.50ft, 5.125x12A 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 U ward L+Lr+S Right Support 1.42 3.14 0.41 Live Lad Defl Ratio 0.000 364>360 Total Defl Ratio in Uwrd Total0 260 in >180 81111eif,i1 B 17 BEAM Size: 2-2x8,Sawn, Fully Unbraced # BP3' S1C70 Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pill 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Design Summary Max fb/Fb Ratio = 0.312; 1 D 0.1238 L 8 338 fb:Actual: 317.25 psi at 1.750 ft in Span#1 � � .. ��� Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H III III Max fv/FvRatio= 0.241: 1 A A iv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 3.50 rt,2-2x8 Max Deflections Max Reactions (k) D L Lr g W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 W� � �� Live Load Defl Ratio 4643 >360 Total Defl Ratio 3377>180 B18 BEAM Size: 2-2x8,Sawn, Fully Unbraced f Z NiN,3��E31 CC '41; 740 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=8.250 ft Design Summary Max fb/Fb Ratio = 0.312. 1 D 0.1238 L 0.330 fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi ��_�__� p Load Comb: +D+L+H • • Max fv/FvRatio= 0.241: 1 A A fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 3.50 ft,2-2x8 Max Reactions (k) D L Lr g W E Max Deflections Left Stio0.22 0.58 H Downward L+Lr+S 0.009 in Downward Total 0.012 in Right upprtrt 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4643 >360 Total Defl Ratio 3377>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:2 MAR 2014,5:43PM (206)285 0618 ' �s ori 4 -- -< Licensee c.t.engineering Lic.#: KW-06002997 w,.� B 19li ' BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 ksi cf - Fb-Tennsion 900 psi Fc-Prll 1350 Psi Ft 575 psi Emenbe d-xx 1580 ksi Density 32.21 p 625 Fb-Compr 900 psi Fc-Perp P Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.50 ft Design Summary D 0.05250 S 0.08750 Max fb/Fb Ratio = 0.593. 1 fb:Actual: 791.49 psi at 5.375 ft in Span#1 - Fb:Allowable: 1,334.07 psi " "' ' Load Comb: +D+S+HA A Max fv/FvRatio= 0.192: 1 10.750 ft, 4x8 fv:Actual: 39.74 psi at 10.177 ft in Span#1 Fv:Allowable: 207.00 psi Max Deflections Load Comb: +D+S+H0.149 in Downward Max upo (k) g L Lr W E H Downward Lr+S+S 0.000 in Upward Total Total 0.238 in 0 000 in Left SupportSup0.28 0.47 P Right Support 0.28 0.47 Live Load DO Ratio 867>360 Total Defl Ratio 542>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (2;06)285 0618 , Printed:2 MAR 2014, r 5 5:35PM iri74rrwyzg--," Lic.#:KW-06002997 - :•• � Licensee:c.t.engineering Description : 4015.2.6 Middle Floor Framing ��Be $ * BB 1 t�is� � °2hD 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, L=0.040 k/ft,Trib=3.750 ft Design Summary Max fb/Fb Ratio = 0.388. 1 rho•- ukl'4,1 fb:Actual: 417.98 psi at 2.125 ft in Span#1 Fb:Allowable: 1,076.59 psi Load Comb: +D+L+H Max fv/FvRatio= 0.270: 1 A A fv:Actual: 48.52 psi at 3.485 ft in Span#1 Fv:Allowable: 180.00 psi 4.250 ft 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L S W € 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 •� Be/m eillj 11 BB 2 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=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary Max fb/Fb Ratio = 0,775. 1 4jFc° X46°d ' fb:Actual: 833.08 psi at 3.000 ft in Span#1 • Lob: Com b:e: 1,075.07+D+L+H psi Load Comb: +p+L+H Max fv/FvRatio= 0,444: 1 A A fv:Actual: 79.91 psi at 5.240 ft in Span#1 Fv:Allowable: 180.00 psi 6.0/t,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D 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 lro Bea pe llcc,�r ABB 3 : ... .,)1 7 L.;*i ... 7 7 7ic;alil#0f202 tgzo,:ft.t Er40 �01.*Te1 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 D 01538 L0410 Max fb/Fb Ratio = 0.319 fb:Actual: 343.09 psi at 2.250 ft in Span#1 Fb:Allowable: 1,076.38 psi Load Comb: +D+L+H ... ...,. GO 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 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW 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: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: Printed:2 MAR 2014,5 35P (206)285 0618 � uu ,1 §'I ; '4.1T1 � S 4'4 Y . ( 1,'i �5ja: f `" -: 0,-<,,,,. ` Licensee:c.t.engineering Lic.#: KW-06002997 eltl Srtglli4 BB:4 tbS 27b20 % EI> BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft 00.1538 L0410 Design Summary ��� .•-... ...111, 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 1111 IP Max fv/FvRatio= 0.215: 1 fv:Actual: 38.79 psi at 0.000 ft in Span#1 4.501[ 4210 Fv:Allowable: 180.00 psi Max Deflections Load Comb: +D+L+H 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 gilir 71,77 ,{ % 'IBB . , 4 . , 61cilatt 21T12 a*1 €CBC4014,ArSrg 740'' 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-PrIl 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 ,H , Fb:Allowable: 873.27 psi `' Load Comb: +D+L+H A00 A Max fv/FvRatio= 0.207: 1 fv:Actual: 35.20 psi at 0.000 ft in Span#1 8.250 ft, 6x8 Fv:Allowable: 170.00 psi Max Deflections Load Comb: +D+L+H 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 volt 13400)00* BB 6 1 BEAM Size: 3.5x11.875,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Pill 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: D=0.9160, L=2.440 k @ 1.250 ft Design Summary °"" Max fb/Fb Ratio = 0.591; 1 D 0.1425 L 0.380 fb:Actual: 1,345.70 psi at 4.373 ft in Span#1 >_.. . . 'li Fb:Allowable: 2,278.55 psi Load Comb: +D+L+H A • Max fv/FvRatio= 0.599: 1 A fv:Actual: 185.68 psi at 0.000 ft in Span#1 Comb: +D+L+H 10.330 rt 3.5x11.875 Load Com Fv:Allowable: psi 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 Prosect Descr: (206)285 4512 Fax: (206)285 0618 "', - -- Panted 6 MAR 20 i4 9 22AM .. ..; ' ,3.... �. f,.�7; fie, .' ..,.. '''''' , +". -9 ri Lic.#:KW-06002997 Licensee:c.t.engineering Description : 4015.2.B Crawlspace Framing lA tOrifil B �ij n� " IcuFdtltttl �2 }' IBS` <'#2G1 ZiI3^AGF 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 klft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.823; 1 �,�� L 0 380 - .11 ....--, ..mm fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi „ Load Comb: +D+L+H �._ .: Max fv/FvRatio= 0.403: 1 A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E 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 (2)2x8 H DR (2; 2x8 HER 4 RB. 1 RB.; RB.3 RB. RB_5 c © A�0 -A r,:i \ / s• 6 N fx : \ -1 1 I I 1 / #14189 PLAN 5 01jjEci Sl 2014.09.09 REVISE WINDOWS AT REAR ELEVATION NOTE: LO c � O ELEVATION"A"SHOWN. ELEVATION"CD HAS IDENTICAL SPANS AND LOADS. 0 --� N 7 rn Z ELEVATION"B"HAS IDENTICAL SPANS BUT ROOF FRAMING IS PARALLEL TO la / 8\ WALL AND THUS HAS MUCH LOWER ROOF LOADING. / 8\ P Z OP o O S1.2 ALL BEAMS AT ALL ELEVATION WILL BE SAME. \ .1.2/./ 1 / �,S )eS1 ' I..... �`..•�•G�• C_Pz_ID ., 0 6X10 (OR) STHD14 GLB 3.5X9 HDR 4x10 HDR 4x10 HDR 4x10 HDR HDR 3.5x9 GLB HDR _ __ II i B.2 B 3 ,-- B, 4 B. 5 0 B. \ ( ct 'III I I I L 1_1 Iti 0 I II II -I I I -I -- R I I 22 CSD ® L F�-- a II 0 U) m m ? D m mz m 0 0 Title: Job# Dsgnr: TRE Date: 11:14AM, 9 SEP 14 Description: Scope: SFR Rev:580006 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 ` _(c)1983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 t Description Plan 5 2014.09.09 Roof FRMG Revised rear windows LTimber Member Information RB.1 RB.2 RB.3 RB.4 RB.5 116.6 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 Fr,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Ar,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data L Span ft 4.50 2.50 3.50 4.50 3.50 2.50 4.50 1 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 r 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 Tv: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 @ 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 1 Center DL Defl in -0.004 -0.003 -0.010 -0.027 -0.016 -0.002 -0.023 UDefl Ratio 12,081.4 11,743.2 4,279.6 2,013.6 2,571.5 13,420.8 2,301.2 Center LL Defl in -0.007 -0.004 -0.016 -0.045 -0.027 -0.004 -0.039 UDefl Ratio 7,248.9 7,045.9 2,567.7 1,208.1 1,542.9 8,052.5 1,380.7 Center Total Defl in -0.012 -0.007 -0.026 -0.072 -0.044 -0.006 -0.063 Location ft 2.250 1.250 1.750 2.250 1.652 1.250 2.250 UDefl Ratio 4,530.5 4,403.7 1,604.8 755.1 964.3 5,032.8 863.0 Title: Job# Dsgnr:TRE Date: 11:14AM, 9 SEP 14 Description: Scope: SFR Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 5 [(c)1983-2003 ENERCALC Engineering Software Description Plan 5 2014.09.09 FLR FRMG Revised rear windows [Timber Member Information i B1 B2 B3 B4 B5 Timber Section 6x10 3.125x9 4x10 4x10 4x10 Beam Width in 5.500 3.125 3.500 3.500 3.500 Beam Depth in 9.500 9.000 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fr,24F- Douglas Rr- Douglas Fr- Douglas Rr- Larch,No.2 V4 Larch,No.2 Lards,No.2 Lards,No.2 Fb-Basic Allow psi 900.0 2,400.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,800.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn GluLam Sawn Sawn Sawn Repetitive Status No No No No No [Center Span Data 1 Span ft 4.50 6.50 3.50 5.50 3.50 Dead Load #/ft 150.00 150.00 220.00 220.00 120.00 Live Load #/ft 400.00 400.00 320.00 320.00 320.00 Dead Load #/ft 460.00 460.00 460.00 460.00 Live Load #/ft 600.00 600.00 600.00 600.00 Start ft 1.750 3.000 End ft 4.500 0.500 3.500 Point#1 DL lbs 1,320.00 630.00 630.00 808.00 LL lbs 2,200.00 1,050.00 1,050.00 1,346.00 @ X ft 1.750 0.750 0.500 3.000 Point#2 DL lbs 810.00 LL lbs 1,350.00 @ X ft 0.500 Point#3 DL lbs 810.00 LL lbs 1,350.00 @ X ft 5.000 Point#4 DL lbs 1,622.00 LL lbs 2,704.00 @ X ft 5.000 [Results Ratio= 0.9311 0.8763 0.3232 0.9054 0.2738 11 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 2Shear OK o Shear OK 276.07.0 Shear OK 207.0 Shear OK 207.0 207.0 Shear OK [Reactions 11 @ 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 OK Title: Job# Dsgnr: TRE Date: 11:14AM, 9 SEP 14 Description Scope: SFR Rev: 580006 user:KW-0602997,ver5.8.0,1-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. Suite 302 CT ENGINEERING nn,�,, Seattle,WA INC, •Date: ,/i \4:n7+)•7 98109 (206)285-9512 Project: FAX: Page Number: (206)285-0618 Client: - • �- 1 v►\ p SIJ -B.spir1` p►-Fica, • • • tv.• - • . • . • : • • • • • • • • :.4 ea , : • -. a,: . . , , 1, .... .. :. : :. ! • . ; -, -, , ",.;e1,- .. 1;3-.t'L.,),..;,,-...-?..-/6Xl�/2G)L : t.. . • sS . 2 . „, a ...i 5 4- O• F '/ Gam' 9i5� . • • Parr •. 1 q°7• ;55 '„ • . • cv\c.., — 4-fq v*DC. <• ). ..',-.'Ll 4' • Structural Engineers Title: Job# Dsgnr: TRE: Date: 10:38AM, 17 JUL 14 Description Scope: SFR Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14051.ecw:PLAN 5 Description PLAN 5-MISC FRMG 2014.07.17 Timber Member Information B.12 B8.6 Timber Section 3.125x10.5 L L:3.500x11.875 Beam Width i( 3.125 3.500 Beam Depth i I 10.500 11.875 Le:Unbraced Length 0.00 0.00 Timber Grade I). .las Fir,24F- - el,LSL 1.55E V4 Fb-Basic Allow psi 2,400.0 2,325.0 Fv-Basic Allow p 1 240.0 310.0 Elastic Modulus ks1 1,800.0 1,550.0 Load Duration Factor 1 1.000 1.000 Member Type ( GluLam Manuf/Pine Repetitive Status No No Center Span Data I Span 10.00 11.50 Dead Load #1 225.00 150.00 Live Load it/ftp 600.00 400.00 Point#1 DL lbs 1,125.00 LL lbs 3,000.00 @° X ft 0.500 Point#2 DL lbs 1,125.00 LL lb- 3,000.00 @ X ft 10.500 [Results Ratio= 0.8980 0.7664 Mmax @ Center in-k 123.75 146.58 @ X= ft 5.00 6.07 fb:Actual psi 2,155.1 1,782.0 Fb:Allowable psi 2,400.0 2,325.0 Bending OK Bending OK fv:Actual psi 156.9 237.4 Fv:Allowable psi 240.0 310.0 Shear OK Shear OK Reactions @ 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 OK r 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, ..........................._._._.._1_.._.-._.._i._.._._._.._._.1.._._.._._.__._._.._._._.._._..._._.._._.___. -._._.-.-.-• 1 Code Code Code ! Suggest Suggest Suggest w Lpick Lpick Lpick 4 Lpick ma L 1 ..................... t..__._.._._.._TL3fY. ,n ratio m � ratio Joist b d----•--SPa.,--.-LL---•.DL L_M max_.LV max _._._..EL.._._.1Ii..__��_.._...-..ft_._.L TOL240 L LL0360 �1�1x T.(n)fl._..._LL(in)fl._._i..i_L`ft)60..-_.L_Sit 180._. Ll )X ''TS.tl)1..TL deft:LL S d(in) defl. size&grade width(in) depth(in.) (in.) _.(psi.__.(psf)i (ft lbs) I (psi) (psi).._._,i.._._(ft)_.._..._..(ft.) ( ) () : ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 12201 1.40E+08 14.71 27.73 15.23 14.60 14.71 0.661 0.48 i 13.31 13.45 13.31... 0A4 360 0.32: 495 5 9.5 16 40 15 .._2380 1220 1.40E+08 _.16:11 33.27 16.19 15.73 __ 15.31.._._-..-0.79 0.52 t 15 54 14 73 14 67'. 0 52 360 0.381 495 0.521_1 1 14.14 14.29 14.14 0A7 360 0.34_1 495 9.5 TJI 110 ._.._ 1.75.7 _,_..._._ .._-._._._. ._._ {_..+ 9.5"TJI 110._.-._._ _._. 9.5 12 40 151 2380 1220 1.40E+08 0.81 44.36 17.82 17.31 18. 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 0.85: 0.62 ..' 16.77 16.94 16.77 0.561. 360 0.414 495 -- - ! T 14 27 13 97 13 97 0.44 384 0 35 480 4 9.5"TJI 110 1.751 9.5 19.2 40 101 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0. 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 ':17.32 36.60 17.36 16.34 16.34 0.68 0.54 ' 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.75 9.5 12 40 101 2500 12201 1.57E+08 20.00 48.80 19 11 ._..17 98 17 98( 075! 0.60 16 69 16 34 18.34 0.51 _384 0.411 480 0A41, 480 i- , + .... _.._ ._. 1 9.5"TJI 110 1.75 9.5 9.6 40 101 2500 1220 1.57E+08 22.36 61 00 20 58 ._._19 37 ._._. 19 37 0..81-1 0.65 i 17.98 17.60 '1T 60 0A5 384 9.5"TJ1 210 2.062511 9 5 19.2 40 10111- 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 f 16.30 0.68'. 0.54 15.13 14.81 14.81 0.46 384 0 371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97: 39.90: 18.40 17.32 17.32 0.72. 0.58 ' 16.08 15.74 ''15.24 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 12 40 101 3000 13301 1.87E+08 21.91 53.20 20.26 19.06E19.06 0.79! 0.641 17 70 17 32 17.32 0.54 384 0.43! 480 ._._ 9.5"TJI 210 2.0625 9.5 9.6 40 10r 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20:53 0.864 0.681 19A6 18A6 '18.66 0 58 384 0A7 480 + t 384 0.38I 480 1 ._._"_._ _.8..._ ._..._.._ 18.25 33.25 9.5"TJI 230 2.31251 9.5 19.2 40 101 3330 3330 1330 2 06E+08 19 99 39.90 19 01 17.89 17.89 0'.75 6 60 16.60 16 25 18 2e 0 581 384 D 41 480 9.5"TJI 230 2.3125 9.5 16 40 1017.89 _._ . ._.- " 1 230 2.3125! 9.5 _._._12 _._40 __. 101_._. 3330. 1330 206E+08 _._2308 53.20.._._20.92_._ 19.69 19.89 0.82 0.66! _._18.28_._.._ '17 89 __.384 0A5_, 480 9.5TJ 1 - . 9.5"TJI 230 2.31251 9.5 9A .,_.40 10` 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.884 0.711-i_ 19.69 1927 19 27 0 60 384 0A81, 480 4 16.67 16.67 0.52 384 0.421 480 11.875"TJI 110 1.751 11.875 19.2 40 10! 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0,81' 0.65 1560 2.67E+08 17.78 39 00 19.50 18.35 17.78 0.671 18.010 17.72 ; 17.72 065 384 0.44. 480 11.875"TJI 110P 1.75 11 875 16 40 10 1.75� 11.875 12 40_.._._101_._ 3160 1560 P.67E+08.._._22.49 62.40 22.81__ 21.46__.-..-23.12 0 96: 0.77 14 21.46_. 21.01 : 21.01' 0.68.__384 0 53: 480 11.875 TJI 110 l._._._.._.._.. ._. ! .._ 3 4 . 23.12 0.61 384 0.491 480 24 57 _.__._ ._. 11.875"TJI 110 __.. 1.75._._.11 875 -.9.6 _40__._101 .._3160 1560� 2 67E+08 25 14 78 00 _..-_ . T -.. . .._. _.. 11.875"TJI 210 2.06251 11.875 1 6 40 101 3795 3795 1655.3.15E+08 2134 49 65 21 90 20 6.48 41.38 20.61 1 20 61 0 86. 0 69 1913 18 72 ;. 18.72 0 59 384 0 47 480 0 17.62 17.62 0.55 384 0.441, 480 11.875"TJI 210 2.0625 11.875 16' 40 10d 1 11.875"TJI 210 2.06251 11.875 12 40 101 3795 1655' 3.15E+08 24.64 66.20 24.10 22.68 22.86 0.95: 0.761 � 21.05 20.61 20 81 064 384_.0.521 480 11.875"TJI 210 2.06251 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 1 22.68 22.20 22.20 0.69 384 0.55.::V 480 1 18.59 18.20 18.20 0.57 384 0.45; 480 11.875"TJI 230 2.31251 11.875 1 6 40 10 4215 4215 1655! 3.47E+08 22.49 49.65 22 62 21 28 21.28 089 0.71 1 1 19.76 19.34 10.34 O 60 384 0 48 480 11.875"TJI 230 2.3125 11.875 1 12 40 10 23.42 1 21.74 21.28 21.28 0.67 384 0.53 480 11.875'TJI 230 2.31251 11.875 12 40 2 31251 11.875 9 6 40 101 4215 16551 4215 1655! 3 47E+081 25.97 29.03 82.75 26 66.20 24.8 81 25.231 25 23 1.05: 0 84�1_ 23. 42 22 93 22 93' 0 72 384 057 480 11.875 TJI _.. {- Y 1 1 1.! 11.875"RFPI 400 2.0625 11.875 19.2 40 101 43151 1480 3.30E+081 20.77 37.00 20 93 19.69 19.69 0 82 3.30E+08 22.76 44.40 22.24 20.93 20.93 , 0.66f 1 18.28 17.89 17.89 0.56 i 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 14801 3.30E+08 26.28 59.20 24.481 23.03 23.03 0.96" 0.771 21.38 20.93 20.93 0 65 384 0.52_ 480 11.875"11.875"RFPI 4001 2.06251 400 2.06251 11.875 9.6 40� 101 43151 14801 3.30E+08) 29.381 74.00, 26.37 24.81 24.81 1.031 0.831 23.03 22.54 22.64 0.701 3841 0.56 480 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+B c 0.80(Constant)> Section 3.7.1.5 --� - NMI Cr KcE 0.30 Constant > Section 3.7.1.5 Cb (Vanes) > Section 2.3.10 .11111.111111Cf b Cf c 1997 NOS 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 <=1.0 Load IQ Plat.Cd(Fb)Cd(Fc; Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c ib tb/ in. in. in. ft. pif psf pO (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi 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 1.15 675 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0..00 Fb"(1 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9986 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud , 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 ' 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 988 449.95 395.22 393.65 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, 336.17 335.24 1.0 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 i 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.08 336.17 335.24 EMI 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 4183.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 650 405 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 ANSIIAFBPA NDS-1897) 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 Cr c 0.80(Constant)> Section 3.7.1.5 --- Cf(Pb) Cf(Fc) 1997 NDS Cb E 0.30(Constant)V > Section 3.7.1.50 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 b (Varies > Section 2.3.10 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load es 1.0 Load 6 Plate Cd(Fb)Cd(Fc) (Pb)Cf (Cf f) Cr Fb psi Fc cpserpi Fci psi Pb Fcpperp' Fca• PSI P c Ic �c fb Fb"(1dclFce) In. in. in. 7. pit psf P lf H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 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 1,366 508 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8,46 0.9998 2657.8 1.80 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 1,366 506 840 449.95 384.87 246.35 0.84 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.80 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 6.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 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 0.65 378.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 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 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 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 I 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 1,366 531 761.25 449.95 376.35 294.80 0.78 180.691 0.383 H-F#2 1.5 5.5 I 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 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1484.89 940.30 531.23 0.56 152.58 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 14426 138.14 17.78 0.13###J#I# 0.979 SPF#2 1.5 5.5 16 19 41.5 0 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 244.40 233.800.46 927.02 0.786 08.67 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 196 97 0.44 927.02 0.796 Page 2 D+L.Wc.SS 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 Buck9n Factor D+LOW+S/2 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30 Constant > Section 3.7.1.5 --- - Cr - �_ fides > Section 2.3.10 111.1111.1.1111.111.1111.11cf b ��-��Imo, �__- --_-Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Stud Grade Wdth Depth Spadn.,Height Ved.rcoad HoLr.Loadab Sc • NDa 1.0 2 LoadCrlat=Cdr(Fb)Cdr(Fc factor factor CB • in. in. InFc �� pip • i � PoI . ft. sI Fb' Fc perp' Fc• F'c • 111 H-F Stud 1.5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 Fb'•1-f 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 . 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 986 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 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 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud ®®�� ®„ 8.4611111:1111111130:13011111101111131A1131 1.05 1.15 675 �®1,200,000 ® ®,,._ �CIEg 0.669 SPF Stud ®®® 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®875.438 378.09 338.17 217.14 0.65 335.64 0.577 SPF Stud 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 8.25��� mammal m1.15 ®1.05 1.15 675 425 ®1,200,000 ]®(. 272.38®" SPF Stud 1.5 3.5 8.2511i1 2380 8.13 0.9922 4183.6 151 1.15 ®1.05 1.15 875 4251.200.000 1.366 ® ®llidla 388.13 299.68 180.89 0.398 H-F#2 2 ®®�77083 16.8 3132 9 71 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300, 031 000 2.033 506 1644.5 1011.45 1837.558 7 506.18 H-F3593 4 60 #. 0.60 181.23 0.178 H-F#28.25 18.018.8 3132 89.71.13 0.4100 3132.4 1.60 1.15 1.10 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.530,52 146.34152.58 0.124 SPF#2111 111 7.7083 3287 0.3872 3287.1 1.60 1.15 1.10 675 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.114 SPF#2 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 148.34 0.118 SPF Stud ®®lalliii 50.0 70 8.46 0.9955 2091.8 ®®1,05 675 hi®1,200,000 1,366® 139.02 17.76 0.13iiii 0.979 SPF#2 ®®IIECIIIIIIILIMI'a''M'I r�- `�MECII®®®'®75 425 1 400 '-' ®� + '® �' ' H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 11®1 300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.SW CT#14051-4015.2 I LOAD CASE I (12-15) I (BASED ON ANSIIAF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucdin•Factor DtL+S+W12 Cr c 0.80(Constant > Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS KC0.30(Constant)> Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cbb (Varies > Section 2.3.100 NDS 3.9.2 Max.Wall duration duratio facCf tor factor use eFc' � F' fit/Stud Grade Width Depth Spac n• Height Laid Vert.Load Hor.Load u.1.0 Load r Plat-Cd(Pb)Cd(Fc, Cf Cf Cr Fb Fc perp'P i • .-c c • •- Fb 1-ic/Fce 0 4. in. in. 1 7. •I1 • H-F Stud 1.5 3.5 i6 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 066 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud iiiiiiii8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 320.00 0.81 135.51 0.343 I-I-F Stud 1.5 3.5 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.151.05 1.15 675 405 800 1.200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 III 15.42 431.52 333.97 0 77 0.392 SPF Stud 1.5 3.5 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1 200 000 1 366 531 1.200,000®875.4385 ®' 1 0.488 Q ®®��®''�� 0.9970 '" ®®1.05®� ® 378.09'' 0.396 ®®®� `�• 0.9990 ®'' 5 I®®' ®�E 725 1,200,000® 180.69�• ''� SPF Stud 1.5 �m ��® 1.15 ®®®®® 725 1,200,000 1,366® 8 WEIMIELI®' 135.51 0.334 SPF Stud 1.5 ®® 8.25��� � 1.15 ®1.05® 425 ®1,200,000 1,368®I 388.13 SPF Stud 1.5 3.58.25 28.3 2830 4.065 0.9969 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 7.7083 16.8 3132 4.855 0.3001 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 76.29 0.059 H-F#2 1.5 5.5 9 19.6 3132 4.23 0.4544 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 90.61 0.089 H-F#2 1.5 5.5 8.25 18.0 3132 4.065 0.3479 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 73.17 0.062 SPF#2 1.5 5.5 7.7083 16.8 3287 4.855 0.3304 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 78.29 0.057 SPF#2 1.5 5.5 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 8.25 18.0 3287 4.065 0.3750 3287.1 1.80 1.15 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 ®®M� 50.0 255 4.23 0.8959 2091.8 ®®1.05®IN 425 ®1,200,000161111IN 139.02 64.76 0.779 1454.75 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 1644.5 226.94 220.14 139.0 0.64 463.51 0.594 Page 4 D+L*S+.7E CT#14051-4015.2 I LOAD CASE I (12-16) I (BASED ON ANSI/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+El1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 Cf b 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 Leld Vert.Load Hor.Load u.1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb lb/ In. , in. in. R. pIi psf pif (Fb) (Fe) 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 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 0.9980 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 256.51 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 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 11-F Stud 1.5 3.5 12 8.25 28.3, 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9862 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 0.356 SPF Stud 1.5 3.5 18 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 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 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 1.3 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 18 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 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 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 3-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 G Ps1., kv& 4fQJ " -V6r f 7.4t f Date: - 180 Ni cke r s o n St. mENGINEERING :1Butte 3t2'tMCBeattie,WA 98109 ,7, : Project: LJP .A6 (206)289512 Client: •Page Number: (2 6)28 -0618 k R ( ?; , ?, 0 lam' t U - . sem Vii. 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Structural Engineers Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 1 1 �User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 11164_retaining_wall.ecw:Calculatio1 (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=9.5' (TOW minus 12.25") Criteria 0 [Soil Data 1 l 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 Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.17 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel 0.0 ft Footing Thickness = 12.00 in 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 Dead Load 100.0 lbs Axial Load Eccentricity = 0.0 in l Axial Load Applied to Stem Axial Live Load = 0.0 lbs I Stem Construction I Top Stem Design Summary Stem OK Total Bearing Load = 5,704 lbs Design height ft= 0.00 ...resultant ecc. = 5.16 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,997 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 540 psf OK Rebar Spacing = 8.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,205 psf fb/FB+fa/Fa = 0.850 ACI Factored @ Heel = 597 psf Total Force @ Section lbs= 2,781.9 Footing Shear @ Toe = 11.2 psi OK Moment....Actual ft-#= 8,967.0 Footing Shear @ Heel = 61.7 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 42.1 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.46 OK Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in Wall Weight = 100.0 8.03 Lateral Sliding Force = 1,992.4 lbs Rebar Depth 'd' in= 5.50 Masonry Data f'm psi= Fs psi= Solid Grouting = Special Inspection Footing Design Results 11Modular 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 psi= 3,000.0 Mu: Design = 1,579 10,430 ft-it f'c P 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:580070 (ser:3-200 ENE Ver 5.8.0,1-0DecCantilevered Retaining Wall Design Page 2 1 (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 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft Heel Active Pressure = 1,992.4 3.56 7,086.1 Soil Over Heel ft8# = 2 Toe Active Pressure = ,659.6 3.25 8,635.3 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 100.0 1.66 166.3 Soil Over Toe SeismicLoad - = 48.8 0.67 32.4 - 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 = Vertical component of active pressure used for soil pressure Vert.Component = 1,204.1 4.50 5,414.9 Total= 5,704.0 lbs R.M.= 17,457.3 • Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: LRev: 580010 Page 1 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 11164_retaining_wail.ecw:Calculatio1 (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6.67' (TOW minus 3'-11") [Criteria 1111 [Soil Data 4 1 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 Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.67 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.67 110.00 pcf Water height over heel 0.0 ft Footing Thickness = 10.00 in Soil Density = Foot!ngiiSo!I 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 Dead Load 100.0 lbs Axial Load Eccentricity = 0.0 in l Axial Load Applied to Stem Axial Live Load = 0.0 lbs [ Stem Construction ` Top Stem Design Summary \ Stem OK Total Bearing Load = 2,499 lbs Design height ft= 0.00 ...resultant ecc. = 4.29 in Wall Material Above"Ht" = Concrete Soil ThicknessRebarSize == 8.00 = 1, 4 Soil Pressure Pressure @ @ Toe Heel = 185687 psf psf OK OK Rebar Spacing = #12.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,896 psf fb/FB+fa/Fa = 0.665 ACI Factored @ Heel = 207 psf Total Force @ Section lbs= 1,071.0 Footing Shear @ Toe = 2.7 psi OK Moment....Actual ft-#= 2,142.0 Footing Shear @ Heel = 29.5 psi OK Moment Allowable = 3,221.3 Allowable = 93.1 psi Shear Actual psi= 16.2 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.31 OK Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in Wall Weight = 100 .0 6.00 Lateral Sliding Force = 817.2 lbs Rebar Depth 'd' in= 5.50 Masonry Data f'm psi= Fs psi= Solid Grouting = Special Inspection Footing Design Results Modular Ration' 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 = 3,000.0 Mu: Design = 343 2,096 ft-# f'c psi 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 03 Lk (ser83-200 0ENERCALC2997,Ver En,,erring o Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 11164_retaining_walLecw:Calcula[ions Description CANT RET WALL H=6.67'(TOW minus 3'-11") {Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 817.2 2.28 1,861.3 Soil Over Heel = 880.0 2.00 1,762.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 24.6 0.34 8.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 667.0 1.00 669.2 Total = 817.2 O.T.M. = 1,861.3 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.31 Footing Weight = 333.7 1.34 445.6 Vertical Loads used for Soil Pressure= 2,499.2 lbs Key Weight = Vert.Component = 493.9 2.67 1,318.6 Vertical component of active pressure used for soil pressure Total= 2,499.2 lbs R.M.= 4,304.9 Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 1 LUser:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design »>64_RETAINING_WALLECW:Catculations (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4.67' (TOW minus 5'-11") [Criteria 0 [Soil Data i 1 Footing Strengths&Dimensions I Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.67 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.300 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 LAxial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs Design Summary Stem Construction 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 Thickness = 8.00 Soil Pressure @ Toe = 1,183 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 266 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,374 psf fb/FB+fa/Fa = 0.261 ACI Factored @ Heel = 308 psf Total Force @ Section lbs= 476.0 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 634.7 Footing Shear @ Heel = 13.8 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 7.2 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.74 OK Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.Wall Weight in= 100.0 6.00 Lateral Sliding Force = 408.8 lbs Rebar Depth 'd' in= 5.50 Masonry Data f'm psi= Fs psi= Solid Grouting = Special Inspection = [Footing Design Results Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,374 308 psf Equiv.Solid Thick. = Mu':Upward = 161 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 28 625 ft-# Concrete Data= psi= 3,000.0 Mu: Design132 625 ft-# f'c Actual 1-Way Shear = 0.00 13.84 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 II (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4.67'(TOW minus 5'-11") 11164—RETAINING_WALLECW:Calculations LSummary of Overturning & Resisting Forces& Moments 1 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 Toe Active Pressure = = 366.7 1.58 580.6 Surcharge Over Toe = Sloped Soil Over Heel = Adjacent Footing Load = Surcharge Over Heel = Added Lateral Load = Adjacent Footing Load = Axial Dead Load on Stem= 100.0 0.83 83.3 Load @ Stem Above Soil= Soil Over Toe SeismicLoad = = i8.3 0.25 4.6 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 Key Weight = 250.0 Vertical Loads used for Soil Pressure= 1,449.1 lbs Vertical component of active pressure used for soil pressure Vert.Component = 247.1 2.00 494.2 Total= 1,449.1 lbs R.M.= 1,801.8 Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Page 1 1 Rev: 580010 Cantilevered Retaining Wall Design tit84_retaining_wall.ecw:Calculations 3KW-0602997,ENE Ver 5.0 n,t 003 (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2.67' (TOW minus 7'-11") [Criteria `Soil Data II I Footing Strengths&Dimensions M Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Retained Height = 2.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.67 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 350.0 psf/ftFooting 1.33 Height of Soil over Toe = 4.00 in Passive Pressure P Total Width = 9.00 in 110.00 f Water height over heel 0.0 ft Footing Thickness Soil Density = FootingliSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignoreKey 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 Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs Stem Construction 0 Top Stem Design Summary Stem OK Total Bearing Load = 682 lbs Design height ft= 0.00 ...resultant ecc. = 0.67 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 643 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 383 psf OK Rebar Spacing = 18.00 Allowable = 2,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 794 psf fb/FB+fa/Fa = 0.051 ACI Factored @ Heel = 473 psf Total Force @ Section lbs= 119.0 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft-#= 79.3 Footing Shear @ Heel = 4.4 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 2.5 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 4.42 OK Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in Wall Weight = 100 .0 6.00 Lateral Sliding Force = 132.3 lbs Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Special Inspection = [Footing Design Results Modular Ration' = 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-# Cf'c Concrete Data psi= 3,000.0 Mu: Design = 30 71 ft-# = 40,000.0 Actual 1-Way Shear = 0.00 4.41 psi Fy psi Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev:580010 User:51Z- 02997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (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 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 MM Design Maps Summary Report User-Specified Input Building Code Reference Document International (which2012 utilizes USGS hazardBuilding data availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III lr 44.4 4 brw �� �� �� �-� �_ �� Lark � � ' cry '� '� ° �t USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g S� = 0.423 g SM: = 0.667 g = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE*Response Spectrum Design Response Spectrum 0,20 ito 1.1# . 0.72 a ► 042 asp 0. ei0. S 0.00 0.32 044 Okx 044 022OAS &i 0.00 to 2.00 "*0.00 020 0.00 0 '► 040 1,00 1.20 1.00 1, r LtD 200 0.40 010 0.40 moplat404,040 1.00T(15414.20)1_401 tt1 1. 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 B 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. = 0 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 S1= 0.43 Figure 1613.3.1 2 9 ( ) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.ohn 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 Sans=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMi=Fv*S1 SM1= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=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 O Table 11.6-1 9. Seismic Design Category 1.Os SDC, = 0 Table 1613.3.5(2) 10. Seismic Design Category SDC= 0 TableM 11.6-2 Max. Max. - 11. Wood structural panels N/A 12. Response Modification Coef. R= 6.5 Table 12.2-1 N/A Table 12.2-1 13. Overstrength Factor 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. O 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 EPROBCEDURE PER ASCE 7-10 CT PROJECT#: CT#14051:Plan 4015.2 Sm. 0.72 h„ = 18.00(ft) 5D1= 0.45 x = 0.75'.ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(TZ*(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 Si)/(R/I0 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,,, = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) EWI *h,k 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 Fax = DIAPHR. F1 E F, w, E w1 Fax= EF, *w„ 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fax Max. F„ 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 6.910.00 1st(base) 0.00 0.00 0.0 84.6 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 B NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00;ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 40:0 48.0 ft. V u/t. Wind Speed 3 sec.Gust eeGust .�' 120 120'mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sea c� to mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30A= 28.8 28.6 psf Figure 28.6-1 Ps3oe= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7'psf Figure 28.6-1 P83013= 4.7 4,7'.psf Figure 28.6-1 A= 1.00 1.00> Figure 28.6-1 Ke= 1.00' 1.00 Section 26.8 windward/lee= 1,00' 1,00'(Single Family Home) A*Ke*1 : 1 1 Ps=A*Kzt•I'p,30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aand caverage= 24.7 24.7 psf(LRFD) Ps a and o oma®e= 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) width factor roof-> 1.00 1.00 1.00 1 00 18 psf min . 18 pa min. Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor 2nd-> IMO 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac Ao 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. ( q ft) Vi(N-S) V(N-S) Vi(E-VV) 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). 14.84 V(e-w)= 17.25 klps(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 4015.2 Elevation B SEE SEAN/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 (Ma ) Wind(N-S)(LRFD) Wind(E-W)( ) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN Vi(N-S) V(N-S) Vi(E! SUM LEVEL Height (ft) hi(ft) W) V(E IM Vi(N-S) V(N S) Vi(E-W) V(E-W) Roof - 18.00 16.00 0.00 0.00 0.00 0.00 1024 1024 1229 1229 2nd 8.00 10.00 10.00 0.00 0.00 0.00j 0.00 5.76 16.00 6.91 1920 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN VSU W) 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) 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) I Pad 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 CTSHEETPROJECT TITLE:# CT#SDPWS14051:SHEARWALLPlan4015.2 VALUES PER TABLE Elevation 4.3AB SHEATHING THICKNESS taheathing= 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 7/16"w/8d common V seismic v V Wind s allowable wind V w allowable ble (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 P4 760 339 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2P2 .2560. 2740 1274 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic 1/2"w/1 1/4"screw V allowable V Wind s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed 2G7R>2 not allowed 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 B 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 NS 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 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. (ft) L(ft) (klf) (kip) (kip) (kip) (kip) p (plf)C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) Wall ID T.A. L (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1 416 T2 139; 15.0 46 0 1.00 0.15' 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 26.12 -1.28 -1.28 15.86 -1.06 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext. A Ext. A.- 278' 10.0 40.0 1.00 0.10 1.32 0.00 0.65 0.00 1.00 1,00 60 -- --- 1300 0.00 5.17 10.00 0.00 0.00 7.41 -1.31 -1.31 10.58 0.00 20.70 -1.08 -1.08 -1.08 - 0 00 0 00 0.00 0.00 0 0.0 0,0 1.00 0,00 0.00 000 0.00 0.00 100 000 0 -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00, 0.00 0.00 1.00, 0.00, 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- Ext B.T1 150 5.0 47.0 1.00 0.15 T2 300 10.0 47.0 1,00 0.15 11.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1,31 11 43 211.15 -1.04 -1.4 -1.04 Ext. B Ext. B.T3 143 4.8 47.0 1.00 B T4 240 8.0 47.0' 1.00 0.15" 1.10.64 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 Ext -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0 ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1_0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- "_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 1666 57.8 57.8=L eff. 7.93 0.00 3.88 0.00 EVwind 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 B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.82 kips Design Wind N-S V l= 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 LDt.ea. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RDTM Unet Usum OTM ROTM Unet Usum Ileum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A.Ma 621 29.0 46.0 1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 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 -1.080 -0.00 - - 0 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ _-'" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ "- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B.Ma 571 10.0 47.0 1,00 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext B.Mb 285 5.0 47.0 1.00 0.15 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.0 0.0 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 -1.130 -1.13 - - 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ --- 0.00 -0.00 - - -� 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ .00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _-'" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- '" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ -' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 E V wind 12.39 E VED 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 B Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.88 kips Design Wind E-W V 1= 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 Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD (ft) Wall ID T.A. LwallLDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM ROTM Unet Veum M (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) * 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* 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* 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 18.63 20.70 -0.19 -0.19* 203 2.64 6.06 -0.91- .92 - .92 6.48 7.20 -0.22 -0.22* 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" 0 0.00 0.00 1.00 1.02 0.00 0.00 0.00 0.00 0.00 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 NIA 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 NIA 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 NIA 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- .00 0.00 0.00 0.00 0' 0.0 0.0 1,00 0,00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 340 2.77 0 0.00 0.00 0.00 0.00.00 0.94 0.94 6.80 0 0.00 3.03 3.03 Front 4.Te 148.7 2.5 11.0 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03 Front 4.Tb 148.7 2.5 11.0 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43 Front 4.Tc 119' 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43* Front 4.Td 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99" Front 4.Te 148.7 2.5 '11.7 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* 2.99 2.99 Front 4.Tf 146.7 2.5 11.7 1,00 0.15' 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 0 0.00 1 1.0.110 0 0.90.91 1 0.90.901 1 6.80 0.00 1 1.3.31 1 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00'1 0.00 0.00 0.00 0.00 1.00 0.00 0 "' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- '- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1'.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 1666 37.5 37.5=L eff. 9.52 0.00 3.88 0.00 EVvnd 9.52 EVEp 3.88 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 B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V 1= 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 v i Type Type v i OTM C (sqft) (ft) (ft) (klf) (kip) Yp Yp RoTM Unet Usum OTM RQTM Unet Usum Usum HD (kip) (kip) (kip) p (pit) (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* Rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.31 1.10 0.18 0.45 1.00 0.87 181 * 361 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00* 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 5.49 4.611.62 0.75. 4 0.23 0.30 2.16 3.25 3.06* 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 8.80 5 -0.270.91 20.30 5.48 2.65 2.44* - -' 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 361 3.52 01.00.00 0.910 0 8.12 0.0 00 0.00 0.00 0.00 0 3.23 3.23 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 5.110 1.36 0.77 0.77 0.77 In- -t 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--- 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 --- Front 4.Ta 117.1 2.4 20.5 1.00 0.15 0.37 1.53 0.19 0.62 1.00 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.07 17.06 2.23 8.48 11.51 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-- 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 -„ 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 1.53 0.19 0.62 1.00 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP Front 4.Te 96.91 2.0 11,7 1.00 0.15 0.30 0.85 0.16 0.35 1.00 0.44 569* Front 4.Tf 96.91 2.0 11.7 1.00 0,15' 0.30 0.85 0.16 0.35 1.00 0.44 569* * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* --- 0 0.00 0.00 0.00 0.00 0.00 0 576 4.55 0.88 2.75 3.66 10.38 0- - ' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-„ 0.00 0.00 0.00* 0' 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 .00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0- - ' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_- „ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-„ - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 , 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-„ ---„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -„ 1712 48.7 48.7=L eff. 5.35 9.52 2.82 3.88 "- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EV wind 14.87 EVEQ 6.70 Notes: ** denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 Ordenotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT 14051:Plan 4015.2 Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Ta,4.Tb' Roof Level w dl= 150 plf V3 eq= 330.3 pounds 362.3 pounds V eq 692.6' pounds V1 eq= V3 w= 810.6 pounds V w= 1699.7 pounds V1 w— 8889.1 pounds v hdr eq= 63.4 plf •H head= A v hdr w= 155.7 p/f 1 vFdrag1 eq= 183 F2 eq= 166 A Fdragl w= • • F2 -408 v1 eq= 127.9 plf v3 eq= 127.9 plf P6TN E.Q. H pier= 5.0 v1 w= 313.8 plf v3 w= 313.8 plf P6 WIND feet.. 2w/h= 1 Htotal= 2w/h= 1 9 Fdrag3 eq= - F4 e•- 166 feet • Fdrag3 w--448 F4 w=408 2w,1 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 plf P6TN 3.0 EQ Wind v sill w= 155.7 plf P6 feet OTM 6234 15297 R OTM 4461 5363 UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= >2.8 L2= 5.5 L3= 2.6 HtotaVL= 0.82 ► 41 ►4 0. Hpier/L1= 1.76 0 Hpier/L3= 1.94 L total= 10.9 feet JOB#.'CT#14051:Plan 4015.2 Elevation B SHEARWALL WITH FORCE TRANSFER ID:Elevation B 4.Tc,4.Td Roof Level w d/= 150 plf V eq 554,1, pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w= 1359.7' _� pounds V1 w= 679.9 pounds V3 w= 679.9 pounds -► v hdr eq= 58.3 plf --0.- A H head= A v hdr w= 143.1 p/f "y Fdragl eq= 160 F2 eq= 160 Fdragl w= *4 F2 -394 H pier= v1 eq= 173.2 p/f v3 eq= 173.2 plf P6 E.Q. 5.0 v1 w= 339.9 p/f v3 w= 339.9 p/f P6 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 • Fdrag3 eq= :s F4 e.- 160 feet AFdrag3 w=394 F4 w=394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 p/f P6TN 3.0 EQ Wind v sill w= 143.1 p/f P6TN feet OTM 4987 12238 R OTM 3379 4061 v ♦ UPLIFT 182 926 Up above 0 0 UP sum 182 926 H/L Ratios: L1= 2.0 L2= 5.5 L3= 2.0 Htotal/L= 0.95 Hpier/L1= 2.50 ► 0 Hpier/L3= 2.50 L total= 9.5 feet ► JOB#: CT#14051:Plan 4015.2 Elevation B SIEARWALI-WITH FORCE TRANSFER ID: Elevation B 4.Te,4.Tf Roof Level w di= 150 plf V eq 692.6 pounds V1 eq= 346.3 pounds V3 eq= 346.3 poundsV3 w= 849 8 pounds V w= 1699.7', pounds V1 w= 849.8 pounds 60.2 If ---0. v hdr eq= P •H head= A v hdr w= 147.8 plf 1Fdrag1 eq= 196 F2 eq= 196 Y Fdragl w= .z0 F2 -480 H pier= v1 eq= 138.5 pif v3 eq= 138.5 plf P6TN E.Q. 5.0 vl w= 339.9 plf v3 w= 339.9 plf P6 WIND feet 2w/h= 1 H total= 2w/h= 1 9 • Fdrag3 eq= .• F4 e•- 196 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 plf P6TN 3.0 EQ Wind v sill w= 147.8 plf P6TN feet OTM 6234 15297 R OTM 4951 5951 • • UPLIFT 118 863 Up above 0 0 UP sum 118 863 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.78 ► 4 0 4 ► Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 11.5 feet JOB#:'CT#14051:Plan 4015.2 Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B i,Ma,1Mb Roof Level w dl= " 150 p/f V eq 1275.1 pounds V1 eq= 677.4 pounds V w= 2940.6; pounds Vi w= 1562.2pounds V3 wq= 597.7 pounds V3 w= 1378.4 pounds _� -0. v hdr eq= 106.3 p/f -* H head= A v hdr w= 245.0 p/f 1 v Fdragl eq= 226 F2 eq= 199 • Fdragl w= 1 F2 -459 H pier= vl eq= 159.4 p/f v3 e 5,0 vl w= 367.6 plf eq= 159.4 p/f P6 E.Q. feet v3 w= 367.6 p/f P4 WIND H total= 2w/h= 1 9 2w/h= 1 feet . Fdrag3 eq= • F4-.- 199 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 p/f 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 Hpier/L1= 1.18 ► 0 4 Hpier/L3= 1.33 L total= 12.0 feet JOB#: CT#14051:Plan 4015.2 Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 1Mc,1.Md; Roof Level w dl= 150 plf 977.8 pounds V3 eq= 391.1 pounds V eq 1368.9 pounds V1 eq= V3 w= 902.0 pounds V w= 3157.1 pounds V1 w= 2255.0 pounds 62 2 plf v hdr eq= v hdr w= 143.5 plf •H head= AFdragl eq= 589 F2 eq= 236 1 v l Fdragl w= -58 F2 -543 E Q vl eq= 156.4 plf v3 eq= 156.4 plf P6 H pier= v3 w= 360.8 plf P4 WIND 5.0 vl w= 360.8 plf feet 2w/h= 1 H total= 2w/h= 1 - Fdrag3 eq= F4 e•- 236 9 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 ' / H Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#: CT#14051:Plan 4015.2 Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4,Me,4.Mf Roof Level w dl= 150 p/f V eq 1011.7 pounds V1 eq= 505.9 pounds V3 eq= 505.9 pounds V w= 2305.8, pounds V1 w= 1152.9 pounds V3 w= 1152.9 pounds _I,. v hdr eq= 89.3 plf -► •H head= A v hdr w= 203.5 p/f 1 v Fdragl eq= 327 F2 eq= 327 • Fdragl w= ,6 F2 -746 v3 eq= 252.9 p/f P4 E.Q. H pier= v1 eq= 252.9 p/f 3.0 v1 w= 576.5 p/f v3 w= 576.5 p/f P3 WIND feet H total= 2w/h= 1 2w/h= 1 7 • Fdrag3 eq= F4-.- 327 feet • Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 p/f P6TN 3.0 EQ Wind v sill w= 203.5 p/f P6 feet OTM 7082 16141 R OTM 4805 5777 • • UPLIFT 213 972 Up above 118 863 UP sum 332 1835 H/L Ratios: L1= 2.0 L2= 7.3 L3= 2.0 Htotal/L= 0.62 Hpier/L1= 1.50 , IP. 1.4 Hpier/L3= 1.50 i.L total= 11.3 feet JOB#: CT#14051:Plan 4015.2 Elevation B SHEARWALL WITH FORCE TRANSFER ID:Elevation B 1.La,1.Lb Roof Level w dl= 150 plf 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 plf A H head= A v hdr w= 298.8 plf 1 v Fdragl eq= 226 F2 eq= 199 Fdragl w= e-5 F2 -560 H pier= vi eq= 159.4 p/f v3 eq= 159.4 plf P6 E.Q. 5.0 vi w= 448.3 plf v3 w= 448.3 Of P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 Fdrag3 eq= • F4-.- 199 feet * Fdrag3 w=635 F4 w=560 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 2.0 EQ Wind v sill w= 298.8 plf P6 feet OTM 10201 28688 R OTM 5391 6480 UPLIFT 424 1960 Up above 0 1763 UP sum 424 3723 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.67 , I. 4 0.4 Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet • JOB#: CT#14051:Plan 4015.2 Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 1.Le,lid Roof Level w dl= 150 p/f V eq 1368.9' pounds V1 eq= 977.8 pounds V w= 3850.1 V3 eq= 391.10pounds -► pounds V 1 w= 2750.0 pounds V3 w= 1100.0 pounds -•. v hdr eq= 62.2 p/f --0- A H head= A v hdr w= 175.0 p/f 1 Y Fdragl eq= 589 F2 eq= 236 Fdragl w= .56 F2 -663 H pier= vl eq= 156.4 p/f v3 eq= 156.4 plf P6 E.Q. 5.0 vi w= 440.0 ff p v3 w= 440.0 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 . Fdrag3 eq= F4-.- 236 feet A Fdrag3 w=1656 F4 w=663 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 p/f P6TN 2.0 EQ Wind v sill w= 175.0 p/f 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= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.36 ii Hpier/L1= 0.80 04 o.Hpier/L3= 2.00 L total= 22.0 feet Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) Shearon(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 the above shear design value (a) the Design values ore based m the user (1-Douglas-fir.5 or Southern pineGframing.specific gran ogravity her of the actual framines of g.This ladjustment shall not be greater than The specific gravity adjustment factor=(1-(0.5-SG)), 9 h' 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap I. per wind design min 1000 Ibf 2'to 1 rough oof praing on both sides of opening for single or double portal opposite side of sheathing Pony t.-;_-_::-..... ..., wall height . Fasten Top plate To header ' ..tt,*=%,1'*.*Ir**1:7*-,',*-4-1.1, **4i4-4tilef''*II,,,kt*);- with two rows of 16d •.1 sinker nails s f 16d iyp r. •^ Fasten sheathing to 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 .rMin 1000 lbf on both sides of opening opposite If needed,panel splice edges height side of sheathing. shall occur over and be - nailed to common blocking 10' • thick double 2x4 framinglal ad with min 3/8" - within middle 24"of portal max • thick wood structural panel sheathing with height.One row of 3"o.c. "! 8d common or galvanized box nails at 3"o.c. • height -:• nailing is required in each in all framing(studs,blocking,and sills)typ. panel edge. i. Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of I jack studs per IRC tables Min reinforcing of foundation,one#4 bar __ 8502.5(1)&(2). top and bottom of footing.Lap bars 15 mm t 1. s...-„,7'';,w V X*:°‘4''4'-,1' Z\,''',' q ,,-*4.' ,' ,,%, -:•,,-'P;,° is\___ Min footing size under opening is 127x 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 to 2014 APA-The Engineered Wood Association WOOD FRAME CONSTRUCTION MANUAL 63 • J Table 2.2A Uplift Connection Loads from Wind ,/, ,• . . •• _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 3-second gust(mph) no us 120 130 140 150 160 170 180 I 195 Roof/Ceiling Assembly Design Dead Load Roof Span(ft) Unit Connection Loads(plf)1'3'4' 61 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 fi7 0 psfe 36 272 298 324 380 441 506 576 650 729 856 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 ii . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 iii 10 psf 36 152 178 204 260 321 386 456 530 609 736co 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 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 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located In Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 1 1216 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 Tabulated'i• a I luplift 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 pif(0.60 x 121 pif) for each full wall above. i 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 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. fs Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. 15.-4'4. P P g AMERICAN WOOD COUNCII- 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project:_ —T /AL tY A . Date: 98109 (206)285-4512 PAX: Page Number: (206)285-0618 Client: \lbw ev.057; rivw\A 14'1 -7"ABLe- .:43 1l°- MPS- lutT "' 4. 15 P5AIX D2 '% Caoko `Th s EIVIR 'Pe 1/4,7!--- , 6-00- 2( 0,6)(.0 (0,6) 16p L4Lr A--1 r -: .mf), c z- /is' 04 1114 K- Thvise, ccilAki5A 1-6 2 - 12 (4)(7,) 6,6) a t/DIL , J , 14-7- (LV6Y 6/2)(0.75 Co,(G . = 1 Vb 46- (t) P Gvodo G '. • . N R Vie- TAezmileq)zyL X T nOnyes a,v �2 F cZ. '�r� %= (EY 73m1) .=_ fico A D,Tiod ✓' Structural Engineers TRUSS TO WALL CONNECTION ;F'i V/sI UJ ; # PPLI F SUSS CONNECTOR HI TO TRUSS TO TOP PLATES uPl 11 t I 1 1 1 2 2 (6) 0.131'X 1.5" (4) 0.131'X 2.5" liai ;I, SD 12.5600 H10-2 (5) 0.131"X 25" (5) 0.131'X 2.5" 5{ 1111 - - ;rte... _...1' ._... (9) 0.148"X 1.5' (9) 0.146" X 1.5' MAI 100 (2)H2.5A (5)0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. Iwo 2.'0 2 (2)SDWC15500 - 3 - i/D JSq (3) TRUSS - IlY0 :415 ROOF FRAMING PER PLAN 8d AT 6' O.C. 2X VENTED BLK'G. .s irSi 0.131" X 3" TOENAIL I- IAT6 O.C. .3R -_. H2.5A & SDWC15600 STYE 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'-O" (BEAM/HEADER AT SIMILAR) • 1 14 1TYP. RAISED HEEL TRUSS TO WALL CONNECTION i OF TRUSS TRUSS TO WALL CONNECTION :;PF VAIN PLIES CONNECTOR 1D TRUSS TO TOP PLATES UPI..IFTI rl 1 H1 (6) 0.131"X 1.5" r L 1 H2.5A (4) 0.131"X 25' :00� 4t i 1 SDHC1500 (5)0.131'X 2.5' (5)0.131" X 2.5' �.5I I10 -2 H10-2 - '1°,� 113 2 (9) 0.148"X 1.5" (9)0.148"X 1.5" W/0 700 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131'X Zr EA. 1mn r7r1 2 (2)SDWC15600 - - 5571 240 3 (3)SDWC15600 - --- 145;) 34S ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR H2.5A AND SDWC STYLE 8d AT 6' O.C. CONNECTIONS '': � 2X VENTED BLK'G 11.11111i1h. Akiolit I 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) 119 1 TYPICAL TRUSS TO WALL CONNECTION