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Specifications (35) AA sr-o' - oorGs-- / 3 ' Set' /7L/ r 2,u a CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 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 EoPRp, , F,- ,, NG I NF � C ` , fU tdi` REG��N� PleS 2T2.G0(c(c 04/07/15 Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA Project: 1.°%4...."/! a'",41"' late: 98109 (206)285-4512 PAX: Client: Page Number: (206)285-0618 Ve ,e/d ree& VP/1W /m .y** //o/ .%iv/me*x /e0/•-e)#1 e_g104, ere_ x ' //b //36 05$4. 04,0 ,tovioiNt, ?S /vp .4erac t/ e/'/l ASS �E 'ig-ron/,vi„ /...2122±:a.14.:%l'.1., Ute, h;= .70(0)210 v s ,ar z s 7?4f)I= /4a TP ler 0404. o ' • ` Oce DAG l'd = (%.1 Z) e.td t te, 1;,1- 3/2,640 /-7/G,d 10"a6"a./v"I'10 = 3/L �;.; 2218 -71 . L 0-4077/vta e GlfZ : /J /5 e-if7f77G-19Y prJ 0,12- 610 1-IMO 5e L = /Pi k/!o' ) /L 1°�0-)k o,//= L/! //01:- /3t A`bvr • 477,4 t:Gt7/ T1) «r 144 Ey"/ 7af B,4.20" [t GG7)6 toe. 1 (z) tom" leo°p ed, /3 /'s/r 41,/2aV ems" eatarkp /.4, ivt4 v D r %t./Tyr 41-10 4-VP G'//I`/'�Y/ 1 ✓/r/iNt4e/ Structural Engineers fi 180 Nickerson St. CT ENGINEERING Suite 302 y, I N C. Seattle,WA Project: ,00-YerUw 5P j,erDate: /zip- 98109 (206)285-4512 Client: PAX: Page Number: (206)285-0618 yew ?'w fry G,q i . ot,-GO- Arrd/ve. /3 y aj 5/0"0 1-14G 5a 41 � f "4.4111/04-e4'ZY . id • g eel✓I4,05 5'' ern�3oyJ, (elY /' //LOv/#;0: sky,»/ eqj fidyLLf/$ 2-0a ' A9e/dl 0A(.. 2,19• "ayr; " Sid. D, - /frl= &-z," f 444-24. Zoo = 9/410 #in/ e 711 1 1'2. 1) = S�ti T 0 0 2 l 73; WO) Zr4 • • • Structural Engineers R 12 2016 CT ENGINEERING t ,; taz ' Structural Engineers e 8E Nickerson Street Suite 302 Seattle, WA 98109 INC. Ewµ} y - 208.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace ,sc��c PRO tjt. Plan 3A ��� ; fi0 ` � . Daylight Basement ±� � 4REG911.,..)Tigard, OR ,� 22 \ �� 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 ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) 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. RB.a.3 RB.a SIM RB.a.3 RB.a.2 ,k —g. 0 (2)2x1 HDR (2)2x1 HDR - , I1 ADJAG:gARV f m ¢ • S:(TR NAG'STUD ii 11 ,� LTR ¢ x ..,SA . i Al .. W 0 x Ift 1I1 K f co 6 u. m LL Q H Jq C j �� II -II .. . O : 1 0 9 A, 0 111 LL N , L . a 'N1111':• i . ' . A : I LCT a.3 l© Al 1 .. xii_......., NE S__ (2)28 HDR (2)-8 HDR ®_ RA.a.�.1, ( AilimmorirMIN.HDR MIN.HDR COW.ROOF TO ROOF BELOW SLOPE RB.a.7 RB.a.7 II GABLEE DTRUSS SIM. RB.a.6 RB.a.6 OA - Roof Framing Plan 1/4"=1'-0" P9 0 IZII (2)TRIM.@CM.HDR -, TFB.a.2 TFB.a_22 _TFB.a.1 —.�- __ 6 .. -. .� .- - 1 02x8 DR - H.R 4x10 4 R 1-4x11 HDR- _ -4x1•HDR I r 2)2x8 DR i '-rcIPII 'YATZI EFdP,--- TRa ¢ i i WINDOWS:()24014ING 2) I TIS D i • 1 STUD STWN SGLt }_ TRIMN ERS, .N.4. Z b STHD14 n ors cc HZ g' m:j O 2 wm_�! 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TFB.a.21 TO UPPER ROOF TFB.a.17-NOT USED OA -Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4"=1'-0' 6x6 POST //�-PT 6x6 POST MFB.3 / M.F .3 Mk —_—_ FT 6x8 HDR _. • 0 2x �� (§MIDSPAN BLOCKING � 2 SIMPSON DTT2Z- Y O TYP.AT ADJACENT WINDOWS: w m TO DB I'l2 IN,1 OUT) /CO (1)2x6 KING STUD BTWN.SGL p� TO DBL 2X8 JOIST TO TRIMMERS,U.N.O. 2x LEDGER I_ INTERIOR RIM/JOIST a co WITH WEB STIFF; 2 SIMPSON DTT2Z- H g, I 10/56.2 Q SDS2.5(11N,10UT) `VO MFB.2 MFB.2 MFB.2 TO DBL 2X8 JOIST TO HDU4 .I HDIM (2)2x10 HDR (2)2x10 HDR (2)2x10 HDR nir INTERIOR RIM/JOIST -M'''. ...,.. ,....... —..., .. _.� -dL...�;� --- --.T.,-----..-.:.-.. _ _ WITH WEB STIFF; ••25x95 LSL na •���'- -'��"� " 10/562 MFB.i STI-1014 U O errf o ,s I q 101 w © P4 PI 8 e H P. _ VSTHDI4 > V LJ u Om 1- r 8.3 8 MFB.8 MF MFB 5 MFB.i 3.57 875 LSL FB 6`12 HDR` 3.5x 875 •.L E QJ' 6x6 POST i -L- T s.4 I �� ¢ / 1 M .E 4 .1 I l i a LL 1 (2�.:H.- i J * 1 1 w- T1 `1 1 I'STAIR a lel. FRAMING 571-1014sTHD14J , v ,r 1 1 ©, �A it11 1 1 1 11 1 4 iHDU2 I It HD I STHD14 BEARING Avg lABOVE j _ 1.7WIDE LSL TO MATCH I JOIST PONY WALL �© -I DEPTH ABOVE PONY WALL = li edI MEW We i f PONY WALL J I '...... sI alt►S ' sTHD1a j�I i r . ., ► 4 f OPLAN 3A DAYLIGHT B entFloorShea Plan 1 1/4•=11-0' ST-0" .6 20'-10" I, VT-2' I(_ 6�1L" T-6116' I 7-61/4- L 4'-11' ` 1 //!���24124•k121 FTG L_I-� 1� I-CW/(37)64 E.W.TYP. I e I r-r_. v o OF7 31//CONI.SLAB SLOPED DOWN 33 1/4:12 11'-23/4- ' S-0" L 4'-71/4- -, 1p � T.O.S. I-7-5�1I `- I T.O.S. ;„ r i "l ia......._.. ... .... ... e o 1 r— ' I .� L m sTHD14 Ur 1 /16'-111/41 I.6'-111/4" 1 n ID I r 64 19 I-- I• 4-CONC.SLAB O 1 i - -4''-11 1/41I VAPOR OVER'BARRIER I4'-11 1l4" 4(iT I-6-1`'�I E I In �' INSTALL DRAIN TO ALBENEW ADEATH • NE R D CO BENEATH l, SLAB ON GRADE CONDfT10NS. � e .i y-�-2'-171/4'1 8/01 IAA/ 13'-8114' L 6'-912" L 6'-21/2' 6L/Ll' S'-4' `` 4'-61/Q' \ T T TT 1-7-1114' _ 30'k3)64 1IIK64 FTG I 1 I fff �n , InVW/(3)14 EA WAY 1 I I I I I BEARING o 0 11 WALL \ ABOVE I I ''cI _,14 I- i-J I: - J I Ir ie e ,_ n P4 L 0 POST ABOVE - _- D4-� 10'-33/4' ^d 1. b ` 1 J -RADON I. O' < ♦ 24"z EXHAUST I. L } 3 i CRAWLSPACE J.�_i'-27I8'Im STHD14 PIPE 6AYP: STHD14 I I ACCESS I fY _ O O ® 1 r 1. '. p4 e PB Pa �•+� + FF"" - T.0.3. I `. • I I e 1 -_—I-3 8718.1 r 24•x2a"x16'FTc -.I, W/(3)Mk EAWAY-.STH¢14 I PONY WALL I BEARWG WALL I 19'-6112' F ABOVE �: .L SIU 31B•SLOPES 1/ I _.I r •_ - —t MI FROM TO ' ~e ir' FROM BACK TO APRON VERIFY GARAGE SLAB HEIGHT ® WITH GRADING PLAN ® ` I #4 EA WAY L :.INSTALL COMEc#ASLY/ - OPERATEDMECHANICAL -..'. II VENTILATION SYSTEM 3 } _ 1 1ATTHE SPACE r I j a A1614.41 '1 , 18 J 36.1 •'' .�. -.1.4.-3" 1_7'61271 I I� .:. I-03"I TO S j WALL '.�. L , : 317 CONC.SLAB I/ - -{-4 27/E�, a SLOPED DOWN [ m • '" T11 ,14:12 _0 ...-j. b STHD14• lilf • STHD14 eebb - b Mk O 18 1R 1 _Jp9 R t 1 L--__ 111 n P3 518 o ♦ + O e 10,/j' 16•-3" 1r 101/7 6•-4• E-63/4" V-11/4• , OPLAN 3A DAYLIGHT Foundation Plan 1 1/4"=1'-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# : Plan 3713 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) ' 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0''psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf Joists @ 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 Title Block Line 1 Project Title: Ycan charea Engineer: Project ID: using ou the"Settangeingthiss"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 28 MAR 2014 229PM Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description 3713A ROOF FRAMING � Bea Q [gt y RB a 1 N .. y„ ,,„ l k ` '�', latlo NDS,.P 10+ 9 0 � / ,/,,.�: .rte �,,.:. �� _ `�r�. ... ':'. ,.;, ., .. , � BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=7.20 ft Point: Lr=3.20 k @ 4.80 ft Design Summary Max fb/Fb Ratio = 0.562 D 0.1080 Lr 0.180 1 �ic:: m- fb:Actual: 570.04 psi at 2.950 ft in Span#1 ,;; Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.310: 1 A A fv:Actual: 46.57 psi at 0.000 ft in Span#1 5.0 a 2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr 5_ W E H Downward L+Lr+S 0.035 in Downward Total 0.047 in Left Support 0.27 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.27 3.52 Live Load Defl Ratio 1730 >360 Total Defl Ratio 1277>180 i B m In RB a 2 �✓ % g" gar It r2005 NdS is 20(19.CBC 2*.4E 7,10 arc ��.. �. ...� �>, BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 1.0 ft,Trib=22.0 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=7.20 ft Point: Lr=3.20 k @ 1.0 ft Design Summary w Max fb/Fb Ratio = 0.745. 1 D(0.330 U 0.!:.1080 L 0.180 tb:Actual: 694.24 psi at 0.999 ft in Span#1 -AAAA- Fb _Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.807: 1 A A fv:Actual: 121.03 psi at 0.000 ft in Span#1 2.750 ft,2-2x10 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.59 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 1.48 Live Load Deft Ratio 3325>360 Total Deft Ratio 3058>180 ri'PDes g11 RB.a 3 ,S 0 JA� ` ' '',,,, Or, u,, lr l! k c , c 1 , t 10`' BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=22.0 ft Design Summary0 0.330 U 0.550 Max fb/Fb Ratio = 0.530. 1 fb:Actual: 493.67 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi • Load Comb: +D+Lr+H A• A Max fv/FvRatio= 0.634: 1 fv:Actual: 95.14 psi at 0.000 ft in Span#1 n.on z-zK,o Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E FI Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.10 Live Load Defl Ratio 3876 >360 Total Defl Ratio 2422 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 28 ARz X14 229PM . _ 1 - % ipiQ Pie? f % " - _ 4-140-;,JA Lic.#:KW-06002997 Licensee:C.T.ENGINEERING e . e Beam Des`i RB a4 lanai 2q Ns pC T As 'e. iCalcu PeT . ; «,1 ' BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.091• 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A A fv:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.00.2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.10 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.17 Live Load Defl Ratio 21630>360 Total Defl Ratio 13519>180 *4111 . ) } RB a 5 \\` catwoitspir 14DSy IB Al 09,CttdWitt,ASt* BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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, Lr=0.0250 k/ft,Trib=7.30 ft Desiqn Summary D 0.1095 Lr 0.1825 Max fb/Fb Ratio = 0.102. 1 fb:Actual: 104.16 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.087: 1 A A fv:Actual: 13.09 psi at 1.900 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 n,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 23041 >360 Total Deli Ratio 14400>180 FWood Bim Design RB a 6 iclutatio s; :/'2006 1k3C 20 1 C 201:0, CE 746 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030 Lr(0.050) Max fb/Fb Ratio = 0.139. 1 a= fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 R 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475>360 Total Defl Ratio 3422 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Pr. Title Block Linee 6 ted 28 MAF 2014, 29P Printed Licensee:C.T.ENGINEERING Lic.#: KW-06002997 AW0CdirkBe„..f,@CSIg ':-./', , RB7.a fi r 2fND 2009, 0 2� -70 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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, Lr=0.0250 k/ft,Trib=23.50 ft Point: Lr=3.20 k @ 0.20 ft Design Summary Max fb/Fb Ratio = 0.629. 1 ::°0.3525 3=�=� fb:Actual: 640.02 psi at 1.270 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.487: 1 A A N:Actual: 73.06 psi at 2.400 ft in Span#1 3.0 n,2-zx6 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.014 in Downward Total 0.019 in Left Support 0.53 3.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.09 Live Load Defl Ratio 2614>360 Total DeflRatio 1897 >180 Ind % g RB a 8 r;. ��a, �s r'Z{l0S N IRR 009, c to!), E „ BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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, Lr=0.0250 k/ft,Trib=4.50 ft Design SummaryD 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.063. 1 fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi II OP Load Comb: +D+Lr+H A - Max fv/FvRatio= 0.103: 1 fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50n 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0 14 Live Load Defl Ratio 999999 >360 Total Defl Ratio 23361 >180 \Belli i }pS+g RB a 9 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pit 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, Lr=0.0250 k/ft,Trib=4.50 ft Design SummaryD 0 06750 Lr 0.1125 Max fb/Fb Ratio = 0.253; 1 fb:Actual 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psiIIII _ Load Comb: +D+Lr+H • Max fv/FvRatio= 0.207: 1 A A N:Actual: 31.03 psi at 5.000 ft in Span#1 5.0 ft 2-Z<6 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Del Ratio 4672>360 Total Defl Ratio 2920 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 3;. ;.:ri fa 6 �` . o . {i mled 28 MFR2014 229PM d,, 1f-.! Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Wiliat((-844111l RB.a 10 li. yulatlGn$ r I}S t 2 G1 �1 „,,CE' BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.162. 1 fb:Actual: 164.38 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.166: 1 A A fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.05,2.2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.008 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 9125 >360 Total Defl Ratio 5703>180 , , Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 28 MAR 2014,2.31PM _,'. -,,V,7,, Viti, g9 `7,' `;",•.: ',',i.- AltillirM7M:• V:ir• -,2,Fr:,- 4-, 1 .: '4)A-,- x;,,,-._ .,-,%.:.-vi, ..v. -, ,, - '/- Lic.#:I'_W-06002997 4' 211113141111' '- Licensee:C.T.ENGINEERING Description : 3713A TOP FLOOR FRAMING,1.,pF_3 __ _ I Weaaititteiri•TFB.a T . , , .. , ' 770iiiiitaitOts poi 2005 Mit'I ' '''!BIT.I01q1,AStE 740. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Fir rngFAllowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: HWood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary0 01 •Alm_.. Max fb/Fb Ratio = --- -- 0.559- 1 --- fb:Actual: 568.47 psi. at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H III III Max fv/FvRatio= 0.401 : 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span it 1 Fv:Allowable: 150.00 psi 4.0 It,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 I_ Lr S %A E LI DownwardL+Lr+S g..g.jig n in Downward Total 0.029 in Left Support 0.49 0.76 Upward L+Lr+S Upward Total 0.000 in Right Support 0.49 0.76 Live Load Defl Ratio 2701 >360 Total Dell Ratio 1649>180 Ilif• e'l fritilOOlg'1', fVB ai - - - --- - - _ :4io- ..., - - • ptk - ,, • . ; - --,,,- ,,...x •,,,,,,, Air daic...tit‘....1005-44bsAtio § -co itio ARcE -xi ,/'„ '„,‘- ,:- - ,/- - .'•' '.„i t).- \k4,. f Aig" ' '93r ,,e, "* ,--"A'sw--/ 6,66 ' ,- , . 66, , *, - , BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PHI 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-)c< 580 ksi Applied Loads Unif Load: D=0.10, L=0.940 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point L=3.20 k @ 0.750 ft Desicm Summary . Max fb/Fb Ratio = 0.991• 1 D.-lit .q ?34 R 11. 0 ) fb:Actual: 1,067.54 psi at 1.613 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.653: 1 A A fv:Actual: 117.57 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr a 1/.V_ E Li Downward L+Lr+S g:gg in Downward Total 0.035 in Left Support 0.49 5.24 Upward L+Lr+S 0.000 in Right Support 0.49 3.24 Live Load Dell Ratio 1521 >360 Total Defl Ratio 1358>180 ,p0i44d Elea*1)*Sidk:414F B.;.3 ' -' - - 6, t , '171, 6"•;, f', --* •Ip 'Ai ' ,c ' k*,NI; V 'V "W‘', rt*„..=__,..,Likon.'' '- itlr- SIto, Sv,t3C1*.diC291, 0,-MiCE*103 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PM 1350 psi Fv 180 psi Ebend-)oc 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-;oc 580 ksi Applied Loads Unit Load: D=0.10, L=0.8840 kit Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Desicm Summerv -. .............. ............././.+.0 Max fb/Fb Ratio = 0.673• 1 - ......... ...=...- fb:Actual: 724.40 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi 47 Load Comb: +D+L+H • 0 Max fv/FvRatio= 0.481: 1 A A fv:Actual: 86.55 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4 0 tt,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.020 in Downward Total 0.024 in _ _ Left Support 0.49 2.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.53 Live Load Defl Ratio 2422 >360 Total Dell Ratio 2032 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 � � Printed:28 2t71431PM � Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Wood Be ' 'Iratg11r TFB a 4 e \ .' ;y /% �• \ �CU t3 S j NDS B 5 a s.,cse 2oi0`yi,,, Ems.. BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 kilt,Trib=0.670 ft Design Summary D(001', 46r.02600) Max fb/Fb Ratio = 0.165. 1 fb:Actual: 209.46 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H - Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 It,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.03 Live Load Defl Ratio 17653 >360 Total Defl Ratio 3457>180 lrltt d gra tgn TFB a 5 5 i+tK IBd 009 ?'I .►Sl~ '. BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary oe08 M?kf0t Max fb/Fb fb: Comb Ratio +D+ 0.951lsi 1 fb:Actual 1,210.19 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi • • LMax fv/FvRatio= 0.506: 1 A fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Defl Ratio 373>180 Wood Bean3esfin TFB a 6 ,atoic5ND tB4 09, 1 2O1O ASCE 710 BEAM Size: 5.25x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2900 psi Fc-Pill 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Unif Load: D=0.080, L=0.8840 k/ft,0.0 ft to 9.750 ft,Trib=1.0 ft Unif Load: D=0.080, L=0.2720 k/ft,0.0 to 9.750 ft,Trib=1.0 ft Point L=3.20 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.862; 1 Bt8::11 E8 83 fb:Actual: 2,443.56 psi at 4.518 ft in Span#1 Fb:Allowable: 2,836.03 psi Load Comb: +D+L+Hyr Max fv/FvRatio= 0.701: 1 • • fv:Actual: 203.32 psi at 0.000 ft in Span#1 • Fv:Allowable: 290.00 psi 9.750 ft, 5.25x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.214 in Downward Total 0.235 in Left Support 0.78 7.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78. 7:11 Live Load Del Ratio 546 >360 Total Defl Ratio 498>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: item Project Descr: using the"Settings"menu and then using the"Printing& Title Block"selection. Title Block Line 6 Priinted 28 MAR 23114,2 31PM �` 1`4 "b F d G l Y 1+tlT"151� I""i iv — Lic.#. KW-06002997 Licensee:C.T.ENGINEERING rim TFB a 7 il -; .r . r r .,, e u to p4�(iO4'1' 60;1 B 20 9,. r'�0•�_KE *'It! BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PrIl 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=0.0250 k/ft,Trib=3.0 ft D 00450 L 0.0750 Design Summary ::: Max fb/Fb Ratio = .01; 1 fb:Actual: 610.6164i at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi 411 410 Load Comb: +D+L+H A A Max fv/FvRatio= 0.050: 1 fir:Actual: 7.45 psi at 2.400 ft in Span#1 a.o It.2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr c w E t Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.07 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.07 0.11 Live Load Deft Ratio 32446 >360 Total Dell Ratio 20278>180 B #t�TFB a 8 its,ticg, ,(+BC0 ASCE10 BEAM Size 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: 'Level 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=16.0 ft Design Summary D 0.240 L 0.640 Max fb/Fb Ratio = 0.870;11 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 r • Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H .... A A Max fv/FvRatio= 0.467: 1 N:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load DeflRatio 468 >360 Total Defl Ratio 340 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pt ,ih bpi ;11'.1';4?: �6,....: r.: �ned APR2014 8 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : 3713A TOP FLOOR FRAMING 2 OF 3 . . . etlt Q ig TFB a 9 . it r II ..77 raridat*s *ix A E710 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=16.0 ft Desiqn Summary D 0.240 L'.640 Max fb/Fb Ratio = 0.349. 1 fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi Load Comb: +D+L+H Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798 >360 Total Defl Ratio 1307>180 111 en D ig l' \ TFB a 10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=9.50 ft Design Summary D 0.1425 0.380 Max fb/Fb Ratio = 0.074 r 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.05,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Del Ratio 13854 >360 Total Del Ratio 10076>180 i*:r4;1'2'7 7t- Z7tiiicarith*Pea#05fts;tre2014-ct02,01k4a771' B t ei� TFB a 11 BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2900 psi Fc-Pill 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Desiqn Summary Max fb/Fb Ratio = 0.750 1 0 0.180 L 0A80 fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 Fb:Allowable: 2,847.26 psi v Load Comb: +D+L+H Max fv/FvRatio= 0.398: 1 - 19.0 ft, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386>360 Total Defl Ratio 274 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 rg" P:nted. 29MAY2,0:4'425PM Lic.#:KW-06002997 Licensee:c.t.engineering i � �,TFBa12 � of ' . tattaits' r ,l ,Nlt t 2r9A3cibia,Asai BEAM Size : 3.5x14 TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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 Design SummaryD 0.1538 L 0.410 Max fb/Fb Ratio = 0.136: 1 fb:Actual: 312.49 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H • 0 Max fv/FvRatio= 0.117: 1 A A fv:Actual: 36.27 psi at 0.000 ft in Span#1 6.50 ft,3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 5844>360 Total Defl Ratio 4250 >180 . . o n . TFBa13 BEAM Size : 5.125x19.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade:24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!' 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads -cik Beam self weight calculated and added to loadsp52� 9. Unif Load: D=0.0150, L=0.040 k/ft,9.50 to o 6.0 ft,Trib=7.70 ft �`S�Oft,Trib=5.50 ft '2. Unif Load: D=0.0970 k/ft,9.50 to 16.0 ft,Trib=1.0 ft R� Point L=3.712 k @ 3.750 ft Point: L=8.066 k @ 9.50 ft Design Summary '. A "' 71 Max fb/Fb Ratio = 0.779: 1 y f(0.11:64TrY O80)r + D 0 08250 L 0 220 fb:Actual: 1,830.10 psi at 9.493 ft in Span#1 >.�::>_20 Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H ..< Max fv/FvRatio= 0.482:1 fv:Actual: 127.86 psi at 14.400 ft in Span#1 A 1s o n, 5.125x19.5 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 0.328 in Downward Total 0.367 in Left Support 1.01 8.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.51 7.88 Live Load Defl Ratio 585>360 Total Defl Ratio 523>180 a �: ', 1I.. �-i P ,iC 0 tl, Ci 7141 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D 0 09750 10.260 ::-.... -: Max fb/Fb Ratio = 0.214: 1 fb:Actual: 218.04 psi at 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi41 ID Load Comb: +D+L+H A A Max fv/FvRatio= 0.171 :1 fv:Actual: 25.67 psi at 0.000 ft in Span#1 3.25014 2-2x8 Fv:Allowable: 150.00 psi 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 0.17 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.42 Live Load Defl Ratio 7361 >360 Total Defl Ratio 5291 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ° s 1TPrinted: tki14 8 1 ' .149x , 1 Lic.#: KW-06002997 Licensee:C.T.ENGINEERING W attertri @S n x TFB a 15 ! .. Ictal p r 2OO 1D5,I �OO9, �}10,A$ E 7- BEAM Size: 3.5x9.5 TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Prll 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 Beam self weight calculated and added to loads Unif Load: L=0.1720 klft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.10 k/ft,Trib=1.0 ft Point L=6.50 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.679. 1 r D(0 10) L 72* fb:Actual: 1,569.78 psi at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi ... Load Comb: +D+L+H �......... Max fv/FvRatio= 0.510: 1 A A A A fv:Actual: 158.03 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.042 in Left Support 0.21 3.34 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1196 >360 Total Dell Ratio 1150 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed MR 28 2014,2.32PM .� i � -i i 1 a 1 :p G j� NS Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description 3713A TOP FLOOR FRAMING 3 OF 3 BeB eSt 1Cf TFB.a.1 4 7 20051 t3MBtr20091160/010,I SLE U BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary °(BPo iT tl01Q0 O) Max fb/Fb Ratio = 0.434•. 1 fb:Actual: 440.69 psi at 2.500 ft in Span#1 "'. Fb:Allowable: 1,015.16 psi Load Comb: +D+L+H = ID Max fv/FvRatio= 0.270: 1 A N:Actual: 40.47 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 50t 2.2X3 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.035 in Left Support 0.28 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.50 Live Load Defl Ratio 2644>360 Total Defl Ratio 1701 >180 %Je « De gll; TF a 18(LEFT) per ND! 313f GBOA010 SCE w 10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary D 00 0 0 Max fb/Fb Ratio = 0.086•: 1 fb:Actual: 197.32 psi at 4.000 ft in Span#1 Fb:Allowable: 2,283.82 psi Load Comb: +D+L+H . • Max fv/FvRatio= 0.066: 1 A A N:Actual: 20.53 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.0R,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.018 in Left Support 0.46 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 0.48 Live Load Defl Ratio 10711 >360 Total Defl Ratio 5469 >180 Be im 1 $' TFB a 18 (RIGHTS CaacWatio is per O5I S,[fit`. 110 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.750 ft Unif Load: D=0.0150, L=0.0250 kilt,Trib=0.50 ft Design Summary Max fb/Fb Ratio = 0.099. 1 fb:Actual: 225.80 psi at 3.500 ft in Span#1 Fb:Allowable: 2,290.44 psi Load Comb: +D+L+H �: • Max fv/FvRatio= 0.082: 1 A A fv:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 70R,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.015 in Left Support 0.52 0.71 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.71 Live Load Defl Ratio 9474 >360 Total Defl Ratio 5462 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 p* / iI % fp b r - 2014 232PM ll S N •lr - ;Al 'ai _ ,111 - ,� F j gf <t, T.t 28MAR t 1 . . Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Woodlleam C?es1 ' "'TFB a 19 iv 0 . s,..�a lc,ijia#ions perZltQ5 7t C 2009,CBC 2011ii ASCE 1 BEAM Size: 3.5x14,TimberStrand,/Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.320 k/ft,0.0 ft to 11.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary 1 Max fb/Fb Ratio = 0.319; 1 . o;o.�cr?°L��325)L(0.02680) fb:Actual: 721.37 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi :� Load Comb: +D+L+H • Max fv/FvRatio= 0.197: 1 fv:Actual: 60.97 psi at 9.845 ft in Span#1 11.0 n 2.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.092 in Downward Total 0.122 in Left Support 0.60 1.90 Upward L+Lr+S -0.053 in Upward Total -0.070 in Right Support 0.63 1.97 Live Load Defl Ratio 906>360 Total Defl Ratio 688 >180 `r e. 0 e 11Cl0@si�l TFB a 20 : , ;; N Cal r 24 Nl3S lf3c 2004.c 2010.1 E 7-'10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.320 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft Design Summary UM) Max fb/Fb Ratio = 0.102; 1 o WA) 80) fb:Actual: 233.95 psi at 3.117 ft in Span#1 Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H Max fv/FvRatio= 0.088: 1 • fv:Actual: 27.37 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load Defl Ratio 8461 >360 Total Defl Ratio 7194 >180 �TFB a 21 r O talc 413c 9 20 ABC010, j, v, . � ,: Po>Ri 20ij >Ni�. � �� )i 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design Summary 0.030 L 0.050 Max fb/Fb Ratio = 0.040 1 ..........k fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.033: 1 A A fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 R 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W S H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 999999>360 Total Defl Ratio 30418>180 Title Block Line 1 Project Title: Engineer: Project ID: You can change this area En 9 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6Printed 28 MARz 232PM Lic.#:KW-06002997 Licensee:C.T.-ENGINEERING wofit-so* Dem ,- TFB a 22 f! rw / s. t �i --- ltOr► F NIBS lEt �009 www*201 7 1� la r �, ��:.< ....fir, BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.940 k/ft,0.0 ft to 1.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.8840 k/ft,1.50 to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=0.40 k @ 1.50 ft Design Summary o o 1421 (9�ao o aea• Max fb/Fb Ratio = 0.452. 1 150.10 t 0.940- . fb:Actual: 487.18 psi at 1.500 ft in Span#1 : .- Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.340: 1 A A fv:Actual: 61.19 psi at 2.230 ft in Span#1 3.0 R,4x10 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 0.007 in Downward Total 0.009 in Left Support 0.36 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 2.12 Live Load Defl Ratio 4820>360 Total Dell Ratio 4152 >180 Weed'Beam Des! n,P TFB a 23 ..0s' \� , i y , ` t ,.,,. Ca rms per.., , g$,.ga, ,q CBCO1; ASCE '--6 s , F �: Vii. 6 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 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=0.10, L=0.8840 k/ft,3.0 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=1.0k@3.0ft Design Summary oro 1a2s1 L(0380� to L++� 0) IAA Max fb/Fb Ratio = 0.865; 1 + * iacariiirar fb:Actual: 878.56 psi at 2.720 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.806: 1 A A fv:Actual: 120.83 psi at 3.400 ft in Span#1 4.0 R, z-2xa Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.044 in Left Support 0.30 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.37 2.28 Live Load Defl Ratio 1307>360 Total Defl Ratio 1090 >180 CT Engineering Plan 3:A-D MFB.1 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 6.25 ft R1 _ R2 Span __ Uniform Load(full span),W= 2541 lb/ft Reactions Vmax= 7941 lb Ri = 7941 lb Mmax= 12407 lb-ft R2= 7941 lb Nominal Beam Size: b = 5.25 in. d= 9.5 in. Number of Sections= 1 bact = 5.25 in. dact= 9.00 in. Lumber Species/Type: 1.55E LSL REPETITIVE MEMBER? N Post?: NO Design Stresses and Factors: CL= 0.99 Moisture> 19%? N Fv= 310 psi LDF= 1.00 CM(v)= 1.00 Fb= 2,325 psi Cr= 1.00 CM(b)= 1.00 FcII= 2,050 psi Cv = 1.00 CM(cII)= 1.00 FcL= 800 psi CF(e) = 1.00 aim)= 1.00 S E = 1.6E+06 SipNOTAL=L/ 360 CM(E)= 1.00 0 INCH Emin= .79E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 191.6 310 A(in2) 29.20 47.3 Fb(psi) 2101 2309 Sx(in3) 64.47 70.88 0.0 in3 Delta(in.) 0.18 0.21 I (in4) 270.16 318.9 0.0 in4 REQ'D END BEARING= 1.89 inches NOTCH DEPTH = 0 inches fV,NOTCH(Tension Face) = <Fv'=. 310 psi USE: (1)5.25 x 9.5 1.55E LSL N.E.T. 7/13/2015 • CT Engineering Plan 3:A-D MFB.2 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 4.75 ft R1 R2 Span Uniform Load(full span),W= 816 lb/ft Reactions Vmax= 1938 lb R1 = 1938 lb Mmax= 2301 Ib-ft R2= 1938 lb Nominal BeamSize: b = 2 in. d= 10 in. Number of Sections= 2 bact = 1.50 in. dact= 9.25 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? - N Post?: NO Design Stresses and Factors: CL= 0.99 Moisture> 19%? N Fv= 145 psi LDF= 1.00 CM(v)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 Fc��= 1,300 psi Cv = 1.00 GM(cII)= 1.00 FCL= 405 psiSC-F(B) = 1.10 GM(op= 1.00 E = 1.3E+06 psi S OTAL=U 360 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 •HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 70.8 145 A(in2) 13.54 27.8 Fb(psi) 646 924 Sx(in3) 29.90 42.78 0.0 in3 Delta(in.) 0.04 0.16 I (in4) 45.41 197.9 0.0 in4 REQ'D END BEARING= 1.60 inches NOTCH DEPTH= 0 inches fV,NOTCH(Tension Face)= <Fv'= 145 psi USE: (2)2 x 10 HF2 N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.3 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 7.5 ft R1 R2 Span Uniform Load(full span),W= 261.25 lb/ft Reactions Vmax= 980 lb Ri = 980 lb Mmax= 1837 lb-ft R2= 980 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bact = 5.50 in. dact= 7.50 in. Lumber Species/Type: DF1 REPETITIVE MEMBER? N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? Y Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,000 psi Cv = 1.00 CM(cID= 0.91 FcL= 625 psi CF(B) = 1.00 CM(cD= 0.67 E = 1.6E+06 psi TOTAL=V 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 0.80 4 HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 29.7 136 A(in2) 9.00 41.3 Fb(psi) 428 960 Sx(in3) 22.96 51.56 0.0 in3 Delta(in.) 0.06 0.25 I (in4) 46.50 193.4 0.0 in4 REQ'D END BEARING= 0.43 inches NOTCH DEPTH= 0 inches fV,NOTCH(Tension Face) = < Fv'= 136 psi USE: (1)6 x 8 DF1 N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.4 PLANS B,C&D ONLY W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 4.25 ft R1 R2 Span Uniform Load(full span),W= 1078 lb/ft Reactions Vmax= 2291 lb Ri = 2291 lb Mmax= 2434 lb-ft R2= 2291 lb Nominal Beam Size: b = 2 in. d= 10 in. Number of Sections= 2 bact = 1.50 in. dact= 9.25 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? N Post?: NO Design Stresses and Factors: CL= 0.99 Moisture> 19%? N Fv= 145 psi LDF= 1.00 CMN)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 FCI I= 1,300 psi Cv = 1.00 CM(cII)= 1.00 FcL= 405 psi CF(B) = 1.10 CM(cI)= 1.00 E = 1.3E+06 psi STOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 78.9 145 A(in2) 15.10 27.8 Fb(psi) 683 925 Sx(in3) 31.57 42.78 0.0 in3 Delta(in.) 0.03 0.14 I(in4) 42.97 197.9 0.0 in4 REQ'D END BEARING= 1.89 inches NOTCH DEPTH = 0 inches fv,NOTCH(Tension Face)= <Fv'= 145 psi USE: (2)2 x 10 HF2 N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.5 IP SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC. LD. \./ UL1 / \ Span= 6.75 ft N1 x 112 Load Span Uniform Load 1 (full span) = 605 lb/ft Uniform Load 2(lbs/ft)= 880 from x= 0 4.25 feet Sum UL1 +UL2= 605 Concentrated Load(lbs)= 3700 @ x= 4.25 feet Reactions Vmax= 5975 lb Hi = 5975 lb Mmax= 12019 lb-ft R2= 5549 lb Nominal Beam Size: b = 6 in. d= 12 in. Number of Sections= 1 bact = 5.50 In. dart= 11.50 in. Lumber Species/Type: DF1 REPETITIVE MEMBER? N POST?: NO Design Stresses and Factors: CL= 0.99 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,300 psi Cr= 1.00 CM(b)= 1.00 FcII= 700 psi Cv = 1.00 CM(cID= 1.00 FcL= 625 psi CF(B) = 1.00 CM(cI)= 1.00 E = 1.6E+06 psi Delta=L/ 360 CM(E)= 1.00 0 INCH Emin= .58E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 127.95 170 A(in2) 47.6 63.3 Fb(psi) 1190 1291 Sx(in3) 111.7 121.2 0.0 in3 Delta(in.) 0.08 0.23 I (in4) 250.8 697.1 0.0 in4 REQ'D END BEARING= 1.74 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face) = N/A <Fv'= 170 psi USE: (1)6 x 12 DF1 OPTION: (1)3.5 x 11.875 1.55E LSL N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.6 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 3 ft R1 R2 Span Uniform Load(full span),W= 605 lb/ft Reactions Vmax= 908 lb 111 = 908 lb Mmax= 681 lb-ft R2= 908 lb Nominal Beam Size: b = 2 in. d= 8 in. Number of Sections= 2 bact = 1.50 in. dact= 7.25 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? N Post?: NO Design Stresses and Factors: CL= 0.99 Moisture> 19%? N Fv= 145 psi LDF= 1.00 CM(v)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,300 psi Cv = 1.00 CMccll)= 1.00 FcL= 405 psi CF(B) = 1.20 CM(cI)= 1.00 E = 1.3E+06 psi &TOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 37.4 145 A(in2) 5.61 21.8 Fb(psi) 311 1014 Sx(in3) 8.06 26.28 0.0 in3 Delta(in.) 0.01 0.10 I(in4) 8.48 95.3 0.0 in4 REQ'D END BEARING= 0.75 inches NOTCH DEPTH= 0 inches fV,NOTCH(Tension Face)= <Fv'= 145 psi USE: (2)2 x 8 HF2 N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.7 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 6.5 ft R1 R2 Span Uniform Load(full span),W= 453.75 lb/ft Reactions Vmax= 1475 lb Ri = 1475 lb Mmax= 2396 lb-ft R2= 1475 lb Nominal Beam Size: b = 4 in. d= 8 in. Number of Sections= 1 bact = 3.50 in. dact= 7.25 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? N Post?: NO Design Stresses and Factors: CL= 0.99 Moisture> 19%? N Fv= 145 psi LDF= 1.00 CM(v)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,300 psi Cv = 1.00 CM(cID= 1.00 FcL= 405 psi CF(B) = 1.20 CM(cp= 1.00 E = 1.3E+06 psi SroTAL=L/ 480 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 71.0 145 A(in2) 12.42 25.4 Fb(psi) 938 1011 Sx(in3) 28.46 30.66 0.0 in3 Delta(in.) 0.13 0.16 I (in4) 86.27 111.1 0.0 in4 REQ'D END BEARING= 1.04 inches NOTCH DEPTH= 0 inches fv,NorcH(Tension Face) = < Fv'= 145 psi USE: (1)4 x 8 HF2 N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.8 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 5.6 ft R1 R2 Span Uniform Load(full span),W= 522.5 lb/ft Reactions Vmax= 1463 lb Ri = 1463 lb Mmax= 2048 lb-ft R2= 1463 lb Nominal Beam Size: b = 3.5 in. d= 11.875 in. Number of Sections= 1 bact = 3.50 in. dact= 11.88 in. Lumber Species/Type: 1.55E LSL REPETITIVE MEMBER? N Post?: NO Design Stresses and Factors: CL= 0.98 Moisture> 19%? N Fv= 310 psi LDF= 1.00 CM(v)= 1.00 Fb= 2,325 psi Cr= 1.00 CM(b)= 1.00 FcII= 2,050 psi Cv = 1.00 CM(cID= 1.00 FcL= 800 psi CF(e) = 1.00 CM(ci)= 1.00 E = 1.6E+06 psi NOTAL=V 360 CM(E)= 1.00 0 INCH Emin= .79E+06 psi Incise Ci= 1.00 4,HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 34.1 310 A(in2) 4.58 41.6 Fb(psi) 299 2271 Sx(in3) 10.82 82.26 0.0 in3 Delta(in.) 0.02 0.19 I(in4) 39.96 488.4 0.0 in4 REQ'D END BEARING= 0.52 inches NOTCH DEPTH= 0 inches fV,NOTCH(Tension Face)= <Fv'= 310 psi USE: (1)3.5 x 11.8751.55E LSL N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.9 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 13.25 ft R1 R2 Span Uniform Load(full span),W= 618.75 lb/ft Reactions Vmax= 4099 lb Ri = 4099 lb Mmax= 13579 lb-ft R2= 4099 lb Nominal Beam Size: b = 3.5 in. d= 11.875 in. Number of Sections= 1 bact = 3.50 in. dart= 11.88 in. Lumber Species/Type: PSL REPETITIVE MEMBER? N Post?: NO Design Stresses and Factors: CL= 0.92 Moisture> 19%? N Fv= 290 psi LDF= 1.00 CM(v)= 1.00 Fb= 2,900 psi Cr= 1.00 CM(b)= 1.00 FcII= 2,900 psi Cv = 1.00 CM(cID= 1.00 FcL= 750 psi CF(B) = 1.00 Cm(c1)= 1.00 E = 2.0E+06 psi &TOTAL=L/ 360 CM(E)= 1.00 0 INCH Emin= .10E+07 psi Incise Ci= 1.00 4,HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 125.8 290 A(in2) 18.04 41.6 Fb(psi) 1981 2675 Sx(in3) 60.91 82.26 0.0 in3 Delta(in.) 0.44 0.44 I(in4) 485.78 488.4 0.0 in4 REQ'D END BEARING= 1.56 inches NOTCH DEPTH= 0 inches fV,NoTCH(Tension Face) = < Fv'= 290 psi USE: (1)3.5 x 11.875 PSL N.E.T. 7/13/2015 CT Engineering Plan 3:A-D MFB.10 W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 5.75 ft R1 R2 Span Uniform Load(full span),W= 618.75 lb/ft Reactions Vmax= 1779 lb Ri = 1779 lb Mmax= 2557 lb-ft R2= 1779 lb Nominal Beam Size: b = 3.5 in. d= 11.875 in. Number of Sections= 1 baa = 3.50 in. daa= 11.88 in. Lumber Species/Type: 1.55E LSL REPETITIVE MEMBER? N Post?: NO Design Stresses and Factors: CL= 0.98 Moisture> 19%? N Fv= 310 psi LDF= 1.00 CM(v)= 1.00 Fb= 2,325 psi Cr= 1.00 CM(b)= 1.00 Ecu = 2,050 psi Cv = 1.00 CM(cII)= 1.00 FcL= 800 psi CF(B) = 1.00 CM(q)= 1.00 E = 1.6E+06 psi &FOTAL=V 480 CM(E)= 1.00 0 INCH Emin= .79E+06 psi Incise Ci= 1.00 4 HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 42.1 310 A(in2) 5.64 41.6 Fb(psi) 373 2269 Sx(in3) 13.52 82.26 0.0 in3 Delta(in.) 0.02 0.14 I (in4) 68.30 488.4 0.0 in4 REQ'D END BEARING= 0.64 inches NOTCH DEPTH= 0 inches fV,NOTCH(Tension Face)= < Fv'= 310 psi USE: (1)3.5 x 11.8751.55E LSL N.E.T. 7/13/2015 CT Engineering Plan 3:A-D DECK JOISTS W SIMPLE SPAN-UNIFORM LOAD /\ /\ Span= 9.5 ft R1 R2 Spacing= 16 ir1 o.c. Span Uniform Load(full span),W= 67 lb/ft Reactions Vmax= 317 lb R1 = 317 lb Morax= 752 lb-ft R2= 317 lb Nominal Beam Size: b = 2 in. d= 8 in. Number of Sections= 1 bact = 1.50 in. dact= 7.25 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? Y Post?: NO Design Stresses and Factors: CL= 0.92 Moisture> 19%? Y Fv= 145 psi LDF= 1.00 CM(v)= 0.97 Fb= 850 psi Cr= 1.15 CM(b)= 1.00 FcII= 1,300 psi Cv = 1.00 CM(cID= 0.80 FcL= 405 psi CF(s) = 1.20 CM(cI)= 0.67 1.3E+06 psi 8TOTAL=L/ 360 CM(E)= 0.90 0 INCH Emin= .47E+06 psi Incise Ci= 0.80 4)HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 38.1 112.52 A(in2) 3.68 10.9 Fb(psi) 687 865 Sx(in3) 10.43 13.14 0.0 in3 Delta(in.) 0.22 0.32 I (in4) 32.98 47.6 0.0 in4 REQ'D END BEARING= 0.78 inches NOTCH DEPTH= 1.25 inches fv,NOTCH(Tension Face)= 64 psi <Fv'= 113 psi USE: 2 x 8 HF2 @ 16 IN.O.C. N.E.T. 7/13/2015 CT Engineering Plan 3:A-D Main Floor Joists w SIMPLE SPAN-UNIFORM LOAD-TJI /\ /\ Span= 22 ft R1 R2 Spacing= 19.2 in o.c. Span Uniform Load(full span)= 88 lbs/ft Vmax= 968 lbs Ri = 968 lbs Mmax= 5324 ft-lbs R2= 968 lbs Deltamax= U 320 = 0.83 Nominal Beam Size: RFPI 20 d 11.875 in. Number of Sections= 2 BEARING LENGTH= 3.5 IN Joist Properties Allowable Actual V 2840.00 968.0 M 7280.00 5324.00 El 566.00 562.21 BEARING 2830.00 968 USE: (2)11-7/8"RFPI-20 JOISTS @ 19.2"O.C. N.E.T. 7/13/2015 2x4 Hem`hIlitdI Fe:Columnil)44) WAIL COLUMN CA',ACITIES 2X4X d.75ft HF Stud INTERIOR CONDITION L-__. 1 9.75 ft Studs Applied v Bending Como. Eze Elia Jjgp, Bendina Moment Component UNITY CHECK Horizontal[E or WJ= 6.67 If 1 I s P Allowable Allowable duration duration lector lulu use I }[ply Eccentric 2gd Order 1fc F'cl' Vert(D+[Land/or S])= 911 plf w/ ` 60%<DL I Factored Load@ a=1.0 Crushing Load WS ES1 21 rf Et 2 Eft Fc Dern Es E Emla Loading Gravity P'defta f91En 1-02( Ib/1'b Load Case Width Depth Lab Height Load Factor ygL Jigs, aft IF) JFK) (Eb) LEO) fEb) go) 1t gal III get i J� J� 1180 Fb•(1-tc/Fce) [2.4.1] in. In. in. It. Vert. Horz. plf psf a=d/100. d=H/589 [3.9.2] 2,3 1.5 3.5 16,0 9.75 1.0 0 911.47309 0 0.901 1993 33.4 1.00 1.00 1.5 1.15 1,15 675 405 ':800 1,200,000 440,000 0 43 250 0.783 0.901 0.082 5,6 1.5 3.5 18.0 9.75 0.875 0.75 797.53895 5 0.999 1993 33.4 1.60 1.60 1.5 1.15 1.15 875 405 800 1200000 440000 951 37 219 0.659 0.999 0.211 7,8 1.5 3.5 16.0 9.75 0,5 1.0 455,73654 6.6666867 0.527 1993 ' 33.4 1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 1268 21 125 0.376 0.527 0248 (2) 9.75 ft Studs Applied v. 112.0.4416 Como. §IZg Elie Beg. Bending Moment Components UNITY CHECK Horizontal[E or WJ= 6.67 plf I Allowable Allowable duration gaggftsn factor factor gee jipf;. Eccentric 2nd Order Jfc/F'cl' Vert(D+[L and/or SI)- 2531 lb w/ 50%`DL Factored Load@ <=1.0 Crushing Load leA Cd Citi Et 0 2 Et Fc Pero Es E Endp Loadlna Gravity p"delte fc/F'F ro/F'b Wi Load Case dth Daunt 7tt Height Load Factor Ail, Jjotz 21 � � ID/ 1E2 Rai rat Qat 1211 St � 1180 � - / [2.4.1] In. in. in. ft. Vert.I Horz. plf psf a=dN 00 d-H/569 [3.8.2] 2,3 3 3.5 " 12.0 9.75 1.0 0 2530.8824 0 0.999 4784 33.4 1.00 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000 0 89 521 0.815 0.999 0.085 5,8 3 3.5 12.0 9.75 0.875 0.75 2214.5221 5 0.784 4784 33.4 1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 MISIBBIIIII 713 78 455 0.686 0.784 0.109 7,8 3 3.5 12.0 9.75 0.5 1.0 1265.4412 6.6666667, 0.392 4784 33.4 1,60 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 , 951 44 260 0.392 0.329 0.110 (3) 9.75 ft Studs Applied v pending Size ize J310, Bendina Moment Components UNITY CHECK Horizontal[E or W]=, 6.67 plf I fjJIE&bke Allowable duration duration fa5tSt tactor gm Jigs Eccentric 2nd order (fc/Fbl' Vert(D+[L and/or S])= 3797 lb w/ 50%DL Factored Loads <=1.0 Crushing Load lel Qg gg t Zf cs Eg Fc Dern Eg E Emin "Loafing Gravity aside nil='s tWnb Load Case Width Pegg Ink Height Load Factor 11011, Horz. al( aFP fl (02) as1 02) P1 1t sot at PP Ji, Jbi Ilan Fb'•(1-fc/Fce) [2.4.1] M. in. in. R. Vert./ Horz. plf psi a=dN 00 d=H/569 [3.9.2] 2,3 4.5 3.5 12.0 9.75 1.0 '0 3796.5369 0 0.999 6910 33.4 1,00 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000 0 133 781 0.815 0.999 0.085 5,6 4.5 3.5 12.0 9.75 0.875 0.75 3321.9698 5 0.724 6910 33.4 1..80 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 I 713 116 683 0.686 0.724 0.088 7,8 4.5 3.5 12.0 9.75 0.5 1.0 1898.2684 6.66668671 0.392 6910 33.4 ,..1.130 j 1.80 1.5 1.15 1.15 675 405 800 1200000 440000 951 66 390 0.392 0.285 0.082 (4) 9.75 ft Studs Applied v Bending Comp. Etso B1zg S9g. Bending Moment Components UNITY CHECK Horizontal[E or WI- 6.67 plf I Alowabl@ Allowable duration duration fac1211actor 059 Jjgj, Eccentric 2nd Order ffc/F'cl' Vert(D+[L and/or SD= 5062 lb w/ 60%DL factored Loads s=1.0 Crushing Load bold ¢SJ 49 &t Si Qn Eg Fc Dere Ea E Emin Loading Gravity E•defte WEI Ilk fan Load Case )pictb Depth Lib t{9jglll Load Factor " Merl Jigs, . aft (E)1 (Es) (Eb) (Es) LEO) est gal sot Jai sot )In kin )pig Fb,•(1-fc/Fce) [2.4.1] in. in. in. ft. Vert.I Horz. plf psf a=d/100 d=HI569 [3.9.2] 2,3 6 3,5 12.0 9.75 1.0 0 5061.6804 0 0.999 9037 33.4 1.00 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000 0 177 1041 ,0.815 0.999 0.085 5.6 6 3.5 12.0 9.75 0,875 0,75 4428.9704 5 0.694 9037 ' 33.4 1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 713 155 911 0.686 0.694 0.078 7,8 6 3.5 12.0 9.75 0.5 1,0 2530.8402 6.6666667 0.392 9037 33.4 1.80. 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 951 89 521 0.392 0.263 0.068 (6) 9.75 ft Studs Applied v Bending Comp. Stip S1ze 1 og, ending Moment Components UNITY CHECK Horizontal[E or W).• 6.67 plf Allowable Allowable duration duration factor flags gag B Elm, Fccentdn 2nd Ordef JIcIF'c)' Vert(D+[L and/or S])= 6328 lb w/ 50%DL Factored Loads <=1.a Crushing Load bold ;d 0 0 2 St Et Fc Dern Eg E Emig Loading Gravity F•dette 1c/FI ilk (b/F'b Load Case )b)gt] Depth ha Height Load Factor )(gr, Sims, sit IED) lE2) SEW (Ey) (fib) Pel PJ sot MPJ It1183LID LEO Fb"(1-fGFce) [2.4.1] in. in. in. ft. Vert.I Horz. . plf psf a-d/100 d-H/569 [3.9.2] 2,3 7.5 3,5 12.0 9.75 1.0 0 6327.6278 0 0.999 11163 33.4 1.00 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000_ 0 221 1301 0.815 0.999 0.085 5,6 7.5 3.5 12.0 9.75 0.875 0.76 5536.6743 5 0.686 11163 33.4 1.60 1.80 1.5 1.15 1.15 875 405 800 1200000 440000 713 194 1139 0.686 0.677 0.072 7,8 7.5 3.5 12.0 9.75 0.5 1.0 3163.8139 6.6666667 0.392 11163 33.4 1.80 1.80 1.5 1.15 1.15 675 405 800 1200000 440000 951 111 651 0.392 0.249 0.060 Design Notes: (1)No Increase Is made for drywall composite per IBC Tb1.2306.2.1 (2)4.5"removed from Height for Dbl.Top Plate and S01.Bot.Plate (3)Triangular Bearing(vert.ecc.)considered in bending(global failure),not crushing(servicibil (4)Second Order Effect of Column out-of-plane deflection considered (5)Exterior Wind:C&C WW(compounds Ecc.Bending Effect)pressures,Zone 485,85mph),.=1.40(Enp.C5p30ft Avg or Exp.B(280ft Avg.),Elf.Area-los.f.;ASCE 7 Fig.6-3 LIMED ON ANSI/AF&Pfitp)S-20051) Ke 1.00 Design Buckling Factor - c 0.80(Constant)> Section 3.7.1 -- - _ Cb (Varies) > Section 2.3.10 N.E.T. 1){4) WALL COIIUMN CA',ACITIES 2x4 Hem�Fa1e:Columns 2x4x8.75ft HF Stud INTERIOR CONDITION I 11 8.76 ft Studs Applied v. BBa9lao Como. ELe D1zfl Bea, Bending Moment Components UNITY CHECK Horizontal[E or V1Q= 6.67 pif 1 I Allowable Al19.3191P19_ duration duration Fedoras* ass btu, Eccentric 2nd Order UGF'ch Vert(D+[L and/or S])= 1143 pif w/ 50% = 'DL Factored Loads 1.Q Crushina Load ism o p9 &f St 2 Eli Egesta Eu E Emla Leading Gravity nag fc/F'c ilk 1l(E1 Load Case &Ith poisb flit Height Load Factor ye., him. all 1021 fEg) (Eh! lEg! 1E191 asl gal gs at (tai I80 12x0 krto lb-ft-to/Foe) [2.4.1] in. In. In. ft. Vert.I Horz. pif psf e=d/100 d-H/569 [3.9.2] 2,3 1.5 3.5 16.0 8.75 1.0 0 1142.6081 0 ( 0.999 1893 30.0 1.00 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000 0 53 281 0.814 0.999 0.094 5,6 1.5 3.5 16.0 8.75 0.875 0.75 999.78206 5 0.860 1993 30.0 1.60 1.80 1.5 1.15 1.15675 405 800 1200000 440000 786 47 246 0.675 0.960 0.185 7,8 1.5 3.5 16.0 8.75 0.5 1,0 571.30404 6.6866667 0.475 1993 3 0.0 1.60 1.60 1.5 1.15 1.15 I 675 405 800 1200000 440000 1021 27 141 0.386 0.475 0.208 (2) 8.76 ft Studs Moiled v. bga2166 Como. Elzs 6.1z6 Bea. Dendina Moment Components UNITY CHECK Horizontal[E orV11]. 6.67 pif Allowable Allowable duration duration factor factor 958 Horz. Eccentric end Order Ito/Fe Vert(D+[L and/or S])= 3047 lb w/ 50%DL Factored Loads <=1.0 Crushing Load bd.d 0 0 l &1 2 Ek Fc perp f E Emla L9.6410g Gravity P'deaa ff/Eg itig 1k//El Load Case nab psglb Irk tialgb] Load Factor yort dm, oil EDI 1E21 LE21 1Es! LEk) asi Psi psi gal Pal 1180 .e[lids 0 d[i)) [3.9.2]1-fc/Fcel [2.4.1] In. in. In. ft. Vert.I Horz. pit psf 2,33 3.5 ` 12.0 8.75 1.0 '.0 3046.6813 0 0.999 4784 30.0 1.00 1.00 1.5 11.15'1.15 675 405 800 '1,200,000 440,000 0 _ 107 562 0.813 0.999 0.094 5,63 3.5 12.0 8.75 0,875 0.75 2665.8461 5 0.732 4764 30.0 1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 , 440000 574 93 492 0.675 0.732 0.102 7,83 3.5 12.0 8.75 0.5 4.0 1523.3406 6.6686667 0.386 4784 30.0 1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 766 53 281 0.386 0.300 0.096 (31 8.76 ft Studs Applied vending Comp Sim En egg, Dendina Moment Components UNITY CHECK Horizontal[E or V1/]= 6.67 pif 1 Allowable Allowable duratlon duration factor factor 958 list(, Eccentric 2nd Order ffcIF'c) 1 Vert(D+[L and/or S])= 4570 lb w/ 50%'DL factored Loads 12_1..1 Crushina Load [019 c.d cd Sri fit Sri Ek ELI= a o Lgatlis) glair( E slo[[a fore NEI Widt Load Case Width DeIlk )ieiahl Load Facto( yell, LW, pit LED! Ito! fEhl 100! a) P91 .miPsI gal 1kin 1.0 1E0 fb"(1-fc/Fce) [2.4.1] in. in. In. ft. Vert.1 Horz. pif psf r e=d/100 d-H/569 [3.9.2] 2,3 4.5 3.5 3 12.0 8.75 1.0 '.0 4570.0216 0 0.999 6910 30.0 1.00 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000 0 160 843 0.813 0.999 0.094 5,6 4.5 3.5 12.0 8.75 0.875 0.75 3998.7689 5 0.686 6910 30.0 1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 574 140 738 0.675 0.686 0.085 7,8 4.5 3.5 12.0 8.75 0.5 1,0 2285.0108 6.6666667 0.386 6910 30.0 '.1,80 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 766 80 422 0.386 0.265 0.074 41 8.76 ft Studs 90011912, bga9109 Scorns. Size $lza 119g. Dendina Moment Components UNITY CHECK Horizontal[E or W]= 6.67 pif }I Allowable amble duration duration IaWWWLfaSSBL gs9, _ L[g!L ilposntdg 20d Order flcff'cl' Vert(D+[L and/or S])= 6093 lb w/ 50%DL Factored Loads <.t.e Crushina Load It/s1 0 Sid Srt p1 SL Ek Ep.esLp Eu E Emla Luton Gravity Fllolta 1NE:o ±112L 12LE12 Load Case Width f15t[h lab HeiaM Load Facto( ALL Holt. Pi 1E21 !Ea! _lEkl LEO) FED!. gsl ail asl Psi it 1180 kin No ) fb'(1-fc/Fce) [2.4.1] in. In. In ft. Vert.( Horz. pif psie=d/100 (1.1-1/569 [3.9.2] 2,3 6 3.5 r; 12.0 8.75 1.0 0 ''.6093.3626 0 0.999 ' 9037 30.0 '.1.00 1.00 1.5'1.15 1.15 675 405 800 1,200,000 440,000 0 213 1125 0.813 0.999 0.094 5,8 6 3.5 12.0 8.75 0.875 0.75 '.5331.8923 5 0.675 9037 30.0 '1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 ' 440000 574 187 984 0.675 0.663 0.076 7,8 6 3.5 12.0 8.75 0.5 1.0 3046.6813 6.6666667 0.386 9037 30.0 71.80 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 766 107 562 0.386 0.247 0.063 61 8.75 ft Studs AhhIlti2. Bending cam. la ,5lza Bea, bending Moment Components UNITY CHECK Horizontal[E or WI- 6.67 pif 1 91499194 Allowable dM1559a Qurallog tactor Fedor ass _ t14.(z, eccentric 2nd Order lfc/F'c)` Vert(D+[L and/or S])- 7617 lb w/ 50%DL Factored Loads .1..Q Crushina Load laid 0 crd 4t cd c.o Ek Fc perp Es E Emla Unsling kali F_ds11a luI ttlL ta1E t Lead Case Y169]b paath Ilik Halgbi Load Facto( ygd, (Hook Pit TElt! fEg! FEDI LEO! 1E1! et al at Psi Psi 11t113 kW kin Fb"(l-fc/Fce) [2.4.1] In. In. in. ft. Vert.1 Horz. pif psfa=d/100 d=H/569 [3.9.21 2,3 7.5 3.5 12.0 8.75 1.0 <0 7.7616.7025 0 0.999 11163 30.0 1.00 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000 0 267 1408 0.813 0.999 0.094 5,8 7.5 3.5 12.0 8.75 0.875 0.75 I:6664.6147 5 0.675 11163 30.0 '.1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 574 233 1230 0.675 0.650 0.071 7,8 7.5 3.5 12.0 8.75 0.5 1.0 I.3808.3513 6.6666867, 0.386 11163 30.0 1.60 ! 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 766 133 703 0.386 0.237 0.056 Design Notes: (1)No Increase is made for drywall composite per IBC Tb1.2306.2.1 (2)4.5"removed from Height for Dbl.Top Plate and 091.Bot.Plate (3)Triangular Bearing(vert.ecc.)considered In bending(global failure),not crushing(servicibil (4)Second Order Effect of Column out-of-plane deflection considered (5)Exterior Wind:C&C 95W(compounds Ecc.Bending Effect)pressures,Zone 485,85mph1.=1.40(Exp.0@30ft Avg or Exp.BfS!80ft Avg.),Eft.Area=10s.f.;ASCE 7 Fig.6-3 EASED ON ANSI/AFBPA ND- ,1 Ke 1.00 Design Buckling Factor I. c 0.80(Constant)> Section 3.7.1 Cb (Voles) > Section 2.3.10 N.E.T. 2x4 Hem`FI69'i5e:Columnt#11{41 W' LCO UMN CA-ACITIES 2X4X'.75ft HF Stud INTERIOR CONDITION Tr II (1) 7.76'ft Studs 'smoked v Bending Como. Elia Ea fie 111 Horizontal(E or W]= 6.67 pit Bending Moment Components UNITY CHECK AQonotlia 9llombls Oration duration factor(odor as Vert(D+[L and/or S))= 1394 plf w/ 60%<DL -_ <=1.0 crushing Load la d 2 ED Fc perp �9� Fccent i@ end Order jfc/F'c)' -[RFf[�IS] Y1g(h Depth ©© © E Eau Loading Gravity P'deka is/Es thEi2 FrMit i tigR, g5 �p©[+M©0�11JL'J 0 kin 1215 kW �iy f8eta/2631� •-® in, in. in. ®Vert. Horz. psi --_ NEN a-d/100 d•H/568 ILIUIMIMIHMIIIII 1.5 3.5 ''.180 7.75 1.0 10 1394.325 I w 26.6 1.00' 1.00 1.5 1.15 1.15 675 405 800 1,200,000 440,000 0 65 304 LUMINKIEILIIMINEXIMIN � 0'.ing 3.5 16.0 7.75 0.875 0.75 1220.0344 �, 26.6 1.60 1.60 1.5 1.15 1.15 675 405 800 1200000 440000 'I. 57 266 0.661 iii xcpm ==®®�' 7.75 0,5 1.0 697.16251 '®' 26.6 11.80 1.60 ®®®mfamm 800 1200000 440000 mai 33 152MNIXIIIMINILMUI (2) 7.76 ft Studs Applied vII Horizontal[E or VJ]= 6.67 If _ � t [I - ' Bending Moment Components UNITY CHECK p I Allowable A o b .atl• ure to �IsgtgC��,��■ Holz, eccentric end Orderfc/F'd' Vert(D+[L and/or S])= 3718 lb w/ 60%`DL Factored Loads <.1.0 Crushing LoadIII Sq 0 BE 2 J 2 Ell Fc oars E emen Oe Gravity nob&In � tbb •-Load Case 10 Depth I Height Load Factor ygd, boa, off lEsl IF02 pal pal It kip LLt10 8rJ-n Fb^(t-tGFce) [2.4.11 in. in. in. 8. Vert. Horz. plf psf -® 3 3.5 12.0 7.75 1.0 0 3717.7782 0' 26.6 1.00 1.00e-d/100 d•H/569 13.9.21 •-�© 3.5 7.75 0,875 0.75 3253.0559©I'' 26.6 1.60 1.60 ®® 15 800 1,200.000 440,000 t. 1301 608 • i 0�� ==©®� 7.75 0.5 1.0 1858.8891 6.6666667 ®®1.15��� 1200000 440000 114 532 '®' 0.880 0.096 �� 26.6 .1,60 '. 1.60 ®®1.15��� 1200000 440000 `� 85 304 �� I (3) 7.75 ft Studs ■�Applied v II Bending Como Ski gming Bending Moment Components UNITY CHECK Horizontal[E or W]= 8.67 pit I Allowable Allowableduration duration t9ill.91 �■ Lisa, Eccentric Order / Vert(D+LL and/or S])= 5577 lb w/ 50%i DL � Ham, Iles a 2nd dif±P'd' Factored Loads <.1.Q Crushing Logd QQ 2 E@,ggtp 5 Ervin Loading Gravity Midi frJF'c � fb/F'b Load Casa Width Depth 7llh Height Load Factor art o 150) tat PF.I 051 5 0 Ikon Is➢ „ - ce 11.111111.1111 12.4.11 in. in. In. ft. Vert.i Horz. plf psf �_® 4.5 3,5 12.0 7.75 1,0 0 5576.8873 26.6 1.00 1.00 a-1/100 1.81569 [3.9.2 •-�� 3.5 11(12.0 7.75 0.875 0.75 :4679.5839 ®®®� 800 1,200000 440,000 4 195 912 rajorramomENN © 26.6 1.80 '. 1.6o ®®®��"®" 1200000 440000 ®' 171 798 =�®� 7.75 0.5 1,0 2788.3337 6.6666687 26.6 1.60 - 1.60 ®®®�®i 8 d 00 1200000 440000 . �98 456 ® I I- (4) 7.75 ft Studs Pushed v Bending Comp. §lig111111111 Bending Mpmant Comoone VNITY CHECI♦ Horizontal[E or VJ]= 6.67 plf I Allowable Hgrz, Eccentric End Order Ifc/Pc)2K Vert(D+[L and/or S])= 7438 lb w/ 50%DL Factored Loads 1,2 Crushing Load 0 0 �( E Coils Loadlos Gravels Paella [gam m/F'bLoad Case NI 12.4.11 In.h in. ®0 Vert. Horz, !i) [ _�--___--- e-1//1100 d.HH//569 _�_ •®® 6 3.5 12.0 7.75 1.0 '0 7435.5564 0®'` 26.6 1.00 1.00 ®®�®' 1,200,000 440,000 260 1216 •®�� 3.5 7.75 0.875 0.75 6506.1119© 26.6 1.60 1.60 ®®®�®' `®" 1200000 440000 228 1064 ® 0® 0® j _________ mmumm®mil 7.75 0.5 1.0 3717.7782 6.6666687 IMME1111 26.8 11,80 1.60 ®®®manna1200000 440000 NEM 130 608 Lawimmai IIMM8.07 If Bending(6) 7.75 ft Studs Asslied v Como. §.184 B1Z8 ;: Bendina Moment Comoonen(g UNITY CHECK P I Allowable Allowable duration duration toslou Veil(D+[L and/or SI)= 9294 lb w/ 50%'DL Factored Loads factor k14fg Grub r vita ZP d n er fc/F c ((�) fb/F h <.1.0 Crushing Load Sr9 S2 Sd Sc[ •• E Emla Wang Gravity Load Case WW1 ggpjh Iilh Haight I sad Factor Al HgR, Si! IEa) LEP) IEO) ffp) Jai gal 121n kin 1210 Fb'•(1-fc/Fce) •- [2.4.11 In. In. in. ft. Vert.I Horz. plf psf �. c e•d/100 d•H/569 [3.9.21 •-® 7.5 3.5 '` 12.0 7.75 1.0 0 9294.4455 01m511bn 26.6 1.00 1.00 ®®®icam®i `®" 1,200,000 440,000 0' 325 1519 __ 3.5 ®' 7.75 0.875 0.75 6132.8398© � 26.6 1,80 1.60 ®®®��' 1200000 440000 285 1329 ®�i� '®' -�®®I' 7.75 0.5 1.0 4647.2228 6.8888887 26.6 1.60 1.60 ®®®�� 800 1200000 440000 163 760 [,��. U�� Peskin Notes: (1)No Increase is made for drywall composite per IBC Tbi.2306.2.1 (2)4.5'removed from Height for Dbl.Top Plate end Sgl.Bot.Plate 3 Trion.ular Bearing(vert.ecc.)considered in bending(global failure),not crushing(servidbit (4)Second Ober Effect of Column out-of-plane deflection considered I ■-.(5)Exterior Wknd:CBC W W(compounds Ecc.Bending Efted)pressures,Zone 485,85mph8•1.40(Ezp.C�30R Avg or Exp.8�80ft Avg.),Eff.Area•10s.f.;ASCE 7 Fig.6-3 illMMIIIIIIII • Deal i.n Buckrn r Factor Ch 0.80 Constant > Section 3.7.1 _- MUM (Varies) > Section 2.3.10 111111101111111111111•1111111 111111111111111111111111 N.E.T. CO 2x6 HemcFr Y.L:I Ir/71U(YI t1ini®) w LL2X6975ftH 62CA 1TIES EXTERIOR CONDITION 1 9.76 ft Studs Appked v Bending Cpmu. Eire Milt BSP. Bending Moment Components UNITY CHECK Horizontal[E or VVJ= 21.20•If ___--r l Alloweblo -du0120 rrntillackihaullIr111111111M11111M1111-- Horz. FccenMc 2nd Order Lfc/Fcl' Vert(D+[L and/or S))= 3131 plf w/ 60%,DL Ell_ 11 .121.2 Crushina Load 19[71 gst Srd ©©© £0 Fc',ergEgg E Emlu Ludlam Stapp ELI d (aLF'c 'Jai IOLE a • M[RST1-711 1069I1 penin DiIFTt lima r tl9R IMpit ©P ©I00Ie01 til lain loin LW M�ylliff®- MII in. in. in 0 Vert. Horz. pst --um eod/100'. d•H/569 :-® 1.5 5.5 ;180 9.75 1.0 0 3131 0' i' 21.3 1,00 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 470,000 0 230 859 0.113 IM�® 5.5 16.0 9.75 0.875 0.75 2739.625 ® 21.3 1.80 1.60 1.3 1.10 1.00 850 405 1300 1300000 470000 201 751 0.297 nizig®®nsigi9.75 0.5 1,0 1565.5 ® ® 21.3 1,60 1.60 1.3 WO®" 850 1300 1300000 470000 115 429 ��� '. 111 --_ ■ 1111111111111111111111111111111 9.75 iiill Applied v Como. �■�� Bending Moment Components -_ Horizontal[E or Ape 21.201pif I Allowable Allowable IIIR duration n• Hem Eccentric 2nd Order_ t® Vert(D+[L and/or S))= '' 7617 lb w/ 60%.DL Factored Loads . 1.0 Crushina Load © 1 Fc porn E ELQa910g Gravity P'dsBS 1 /lam' Load Case vindth (2565) I Helaht Load Factor YSiL lila. pilap" LEP) /ail®fE�1 Pd sal sal kin kin ids • / • ■_®®®®111111111 Vert. Horz. 0 --IIIIIII 11111111.1111111111111__--- e•d/100 d•H/569 ( -_ •-®©®� 9.75 t.0 ' 7577 `�®' 21.3 1.00 1.00 ®�®�®' ®" 1'30000 470000300 000 470 00 MIN 413 154e 0.640 362 1353 0575 I■-�©®�' 9.75 0.875 0,,75 6577.375 � � 21.3 1,60 1.60 ®i�'®�M2 ®" •-11112131111©®111MIN 9.75 0.5 1.0 3758.5 ®EMINIIIIIMBLIMI 21.3 1.60 1.60 giguzimmiximmigai 1300000 470000 NEM 207 773 0.294 111111=1111111113Ell (3). 9.76 ft Studs Applied v Pending om � - BSP, Bending Moment Components UNITY CHECK zontal or 21.20 If ■. Allowable Allowable 9PLetigo duration factor .n. gm hog. Eccentric Zgd Order ffc/F'cl' e t( [E SI) IP I . Vert(D+[Land/or S])= 10858 Ib w/ 50%DL Factored Loedg t.o Crushina Load ..Sl 4!1 St Se[ E Em10 L,4a910P StieYllY E:dS1tS 19tE'sJ9L Ilan 1.0..dso 1Mdth De Itttl Helaht Load Factor yirg. dm, sit !Plot 159) LEO) LEO) sot gel kin kin kin IVO-tc/Fce) [2.4.1) in. in. in. ft. Vert.I Horz. plf psf e•d/100 d•H/569 13.9.2] ■-®IIMIMIIIIII®®i 0.75 1.0 '0 10858 MOM MICEILBIIMLIZEINII21.3 1.00 1.00 ®®'®M231®' ®" 1,300,000 470.000 0' 597 2233 '®' .5miummicum®®' 9.75 0.875 0.75 9500.75 gismigimannami 21.3 1.60 1.80 ®igu®tzg®' ®" 1300000 470000 MEM 523 1954 0.496 '�' ■-mmiummorjam®®' 9.75 0.5 1.0 5429 ®�' 21.3 1.80 1.80 ®uo®mm®' ®" 1300000 470000 NEM 299 1117 0.096 (4)l 9.75 ft Studs bolas. Eluding gams. §)ZS 5129 c` Bendina Moment Components UNITY CHECK Horizontal E or 21.20 plf I ■ Allowable AIIQYI9OIE 8u[Sllun duration factor Patel - tf97Z. Eccentric End Order ffc/F'c)' [ 1^/1' Vert(D+[L and/or S])= 14199 lb w/ 50%DL Factored Loads <=1.0 Crushina Load Lig Sr9 Sri Sri Luaus E Emig Luisa SriS19t1I P.ldS1tlt Isfr9 Et'L &Eh -[ ( Width Depth Ilia 11910111 Yi[t. Lisa all fEO) fEO) IEO) !Ell) Psi PEI at Iain kW e•d/100 d•Hin " -./ •-® in. ®®0 Vert. Horz. '��--� -I♦�I♦IM��---_ _®781 2920 glaiimizam 0. IllIMII •®®0®®' 9.75 1.0 0 14199 01� '�' 21.3 1.00 1.00 ®�®��' ma 1'300000 47 00 470,000 683 2555 ®�'®'�® 096 ■®��®I� 9.75 0.875 0.75 12424.125 21.3 1.60, '.. 1.60 ®im®�®' ®" 0.090 •-��®®' 9.75 0.5 '1.0 7099.5 ®�� 21.3 ':1.80 1.60 ®u]®��� 1300000 470000 390 1460 111 MM. 111 1111111111111 1111111 1111 51 9.75 ■--Applied v Bending Comp, EVA 5273 SSP. Bending Moment Components UNITY CHECK I Horizontal[E or W)= 21.20flf Allowable Allowable duration duration!95121 I99& In tt9.IL Eccentric End Order Ltc/F'c)' Mill Vert(D+(L and/or S])= 17541 lbw/ 60%DL Factored Loade .•7.o Crushina Load 951 9.5[ 4! Sri &1 E Ervin Loam Gravity Miele fc/Fe !&L MEI Load Case [5151/h Damn 1128 Usinht Load Factor lszL ti91L 1211 LEA) IFS) LEO) ISO) 1581 Psi PEl kin lain kin Fb"(1-fc/Fce) [2.4.1] in. In. in. ft. Vert.I Horz. plf pat a•d/100 d•H1569 [3.9.2] •-®®®®' 9.75 1.0 0 17541 MI=IMOUNIMMIEfilaill. 21.3 1.00 1.00 ®®'®wgj®' ®" 1,300,000 470,000 In= 965 3608 unit' 0.095 •_11113=®®IMECIII 9.75 0.875 0.75 15348.375 111111M1111111311•111131191111 21.3 1.60 1.60 ®M®��®" 1300000 470000 844 3157 ®®® -�®®� 9.75 0.5 ''.1.0 8770.5 ®I�® 21.3 1.60 1.60 ®�® ®" 1300oo0 470000 482 1804 pesian Notes: (1)No Increase is made for drywall composite per IBC Tb1.2306.2.1 (2)4.5"removed from Height for Dbl.Top Plate and Sgt.Bot.Plate (3)Triangular Bearing(wart.ecc.)considered in bending(global failure),not crushing(servicibil (4)Second Order Effect of Column out-of-plane deflection considered (5)Exterior wind:C8C WW(compounds Ecc.Bending Effect)pressures...SEE HANDCALCS l I WIN 1.00 Desi.n Bucklin.Factor - c 0.80(Constant)> Section 3.7.1 Cb wades) > Section 2.3.10 N.E.T. 180 Nickerson St. CT ENGINEERING Suite 382 I N 0..F.., /� Seattle,WA Project: C%L,4 (_;.e7/J Date; 98109 3�w� (206)285-4512 Client: GJG, 14 D J Page Number: (206)285-0618 • I • 'fi) iK,(a1a• E pt-�; -,- . .. . ..., „ , . . . . • , „„ ,:,....T.,,, ..„.„ „:„, . , . . . , . :._,3°I:: 21.19 't--A,:•1:' �2X I 1...,.. ,„_, .. . .., . .„ „ „ , . . „, . , , , • „ .. H,,, H . _ • cD 2 is Ali 1 • • 1 : �• � ' 1' j ? 51. 2 =3 ( -.1. -1.-1.--•• t s 1 i I . .1 .1 , 1 i I. - 1 .ftl .STat. • I I I I tFCall I l l • '1 I• I i - " , 1 ' 1. i I I I .,, ' : I I 1 1 1 ‘11�Z ; 2 L_ , Li i I 1 ' '1 + I I. ' 'r I I I I ! Ii;:' 1 -i , • K • K :t ' K I ' I I i I 1 I 1 , i • I I I I I I L 1 I '.1. i ; 1 . 1 ,. I 15 1_.._. ./' 1 ,iii I . ; I: 1 11 II I 1 , I I , ! I I I • I :• i ;• ; 1 i I. � 1.. I. •I.. ..I. I , 1 I I .. ..._. I i I • I I : I I. i ' I ' .i . I I. I 1_. 1 _1 ' I._;.. I • • j l • 1 1 1 , 1 I I _ j . I i ' I I 1 i .I I ! I I I i 1 ..I ' 1 I • I I I 1 1 .I i I I i 1 I ' , .... •! I I , I I I II 1 1 I_ I..•. 1-_ I I. I . I. I 1 i ' I 1 I 1 I I I 1 I i , I II I I it • 1. 1 I I • .._ I. 1 ..I I I - j - I . I ' . ' 1 11-...I ..I.. I I I i I I I - L _ 111 IiI I , Structural Engineers 180 Nickerson St. CT ENGINEERINGN t: Suite 302 Seattle,WA 'p I Project: 1 •1 Mite: 98109 T f,L� CA Dayea-V14 (206)285.9512 Client: I+1Q�4 4 V IPAX: Page Number: (206)285-0618 1E5UILA-- OP 041==0 - 2S- , 11'41t.-"°1Z G STvb_S �..bG. WPtI..+t.. 61'ut;%. DEs%C m fit(,"ole (Z� (3)- -0.) (5) roi .DS ' 77) ' 775 13,1 r 3,7'' •5.5'\ 74\ 9.a AJ b..Ft, z. 9. ,F37I f3:75 II 3,D" 6.tr\ 7,�K GAG 2.951 9,56, 9.75' 7 I it " '` „' ' l.C. . )N^c-gloms L-R eB.7I �rc� � M�41�, / C.i4 2 /� /° r:%"" �F- c g 1 Q ._ T, '? e 1T' 1fa Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. ' Suite 302 .T�II-4 N C./I �t �1 Ili Seattle,WA Project - 1 i I-46. OK) Date: ey� / j'�^-(" 981(9 \ , f G (20G)285-<F512 ) Client: k 1l" ) '4 OS 1 PX: / Page Number: (20G)285-0618 r 150 1LT— OP 'vim( �j - 2. G H.Fl.'.' E-,c,-r—1(9I'' A?s1AL_ N 1<<T4 g,c,. - .L66., W611) . .i s1 � (,-5----&.-----).Q .0...) . -- To , • a y : 7.71 ' :- 775' : -s131 IF ts11‘A Fes.: 9.05' 87I ' . "131 GG .9 6/ 9•5a ` 9:75' �; 313 10.€ k I7 _ � z ou : Design Maps Summary Report Page 1 of 1 IIItiSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classificati:)n,„..:stite Class 1.,— "Stiff Soil" Risk CategoryII/III , ., N .,„..it,-,7/ fix £ I ' vert _'�' s x .� F x is "�� : �� it i,,,..„.,,,,r,--„,, r- ,-;,,,,,,-„2-„,. ' 1' {may.; 9 .. t�8�t1� ��� ,S` g� / �ry, .9 -�Y�t��d g• �f s j€P �✓ /" Z , fT''''''''•% Ye�'cU 3R� y�l}ysy ♦ .r^ ,/�fG - Si1.... 1 $aim, ` f) �L. � ` ,s.' ,. ' r p jd �wsu FY7 t �✓ ', t' ,� ..: fit` "" f a 'w1 i. t . �'.' R.yi F USGS-Provided Output Ss = 0.9729 S„s = t,,,- 1.080g Ste = 0.720g Sl = 0.4239 S„� = 0.6679 So, = 0.4459 For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. CE Response Sp ctlr�u Design espouse Spectr+u r 0.12 i 10 011 o..“ 0,77 t iti 0.'41 a Sa. 04o l 0.<al {x42 0,130A 0 22 X4.16 0.001100 0.20fA.4* 0 D. 9 1.00 I.ctt 1.40 L 0 Lel 2 Vit# 0.00 0.20 0.40 b> ! 10* 1, 1,..40 Y 1*0 2.00 i T tilt 1� r �i+l 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 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3713 Elevation A Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.gov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM,= 0.68 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDS= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, 5D1= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural IrregularitiE - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT#: CT#14051:Plan 3713 Elevation A Soo 0.72 h„=19.00 (ft) So,= 0.45 x=0,75 ASCE 7-05(fade 12.8-2) R= 6.5 Cn=0.020 ='.ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) 5,= 0.43 k=1 ASCE 7-05(Section 12.8.3) Tt=6 ' ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos f(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T'(RAE)) (for T<T J 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So+•Ty(T''(RAE)) (for T>Tj 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 S)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,v 0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF# CI C2 C3 C4 CS C8 CT CO C9 CIO CII C12 Ci3 C14 C15 C12 CIT 'VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 C•=_ DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, w,'h," w,'h," DESIGN SUM LEVEL Height (ft) h,(0) (soft) (kat) (sgft) (kafl (soft) OW) (Idps) (lips) £w,'h,0 Vi DESIGNV y,,,m nx-Roof - "19.00 19.00 1870 `0:022 41.1 781.7 0.61 4.40 4.40 7.01 901 Top Floor 9.00 10:00 10.00 1517 0.028 333 0,022 49.8 498.0 0.39 2.80 2.80 613 7.33 1000 0100 000 _ 00 00 0.00 0.00 0.00 1st(base) - 90.9 1279.7 1.00 720 13.14 16.34 I E=V= 10.08 VIA= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F",= DIAPHR. F, E F, w, E w, F,= M_wp, 0.4'S,,6.nip 0.2'So,-IE'wp LEVEL (bps) (bps) (kips) (IiPs) (kips) £w, Fc„Max. F",Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 3/28/2014 N.E.T. ASCE 7-10 WIND Part2.A SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Elevation A N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. - - Building Width= 37.0'i 45.0 ft. Vutt. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1AthruC V asd. Wind Speed 3 se,.Gust= mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Hip Hip, N-S E-W Psion 25.7 25.7 psf Pitch= 450. 30.0' Figure 28.6-1 Psio s= 17.6: 17.6 psf Figure 28.6-1 Ps3oc= 20.4 20.4'psf Figure 28.6-1 Poo D= 14.0. 14.0 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Ku= 1.00 1.00 Section 28.8 windward/lee= 1.00 1.00(Single Family Home) X*Ku*I 1 1 Ps=N`Kzt"I"peso= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf(LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Pso 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf (LRFD) Pse and D average= 15.8 15.8 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2"2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50` 0.80; 0.50 0.90 16 psf min. 16 psi min. width factor 2nd-> 1.00' 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA AB AC AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 33.00 14.0 0 103.6 0 248.6 0 103.6 0 380.5 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 8.3 11.0 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 870.2 Ar= 1114 13.9 17.8 V(n-s)= 16.97 V(e-w)= 21.10 kips(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 3713 Elevation A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 19.00 19.00 0.00: 0.00 0.00 0.00 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00, 0.00 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w) 0.00 V(ns)= 16.97 V(e-w)= 21.10 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 9.05 9.05 11.63 11.63 7.01 7.01 9.01 9.01 Top Floor 10.00 0.00 0.00 7.92 16.97 9.47 21.10 6.13 13.14 7.33 16.34 0 - 0.00 0.00 V(n-s)= 16.97 V(e-w)= 21.10 V(ns)= 13.14 V(e-w)= 16.34 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Elevation A SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0,625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) — 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N&S_Roof SHEET TITLE. 1'lig 371; 1 • CT PROJECT#: CT#14051 Plan 3713 Elevation A Diaph.Level k Direction Typ.Panel Height= ft. Seismic V I. 4.40 kips Design Wind NS V I. 7.01 kips Sent Seismic V I. 4.40 kips Sum Wind NS V I- 7.01 kips 11)DISTRIBUTION TO SHEAR LINES C5 .,, i39 cIi II (14 C15 01 Trib hElia Above Line Load linagrOM� Shear,v Line E W tat Line Trib 2nd Line Trib. E E •I W •1 r-; 2.199 3.50656 ®IIMEM®® ch": E111 2.199 3.50855 a .._ ®MINCIMIECEMIEECI m 0.00 0.00 0�� MliMernangEMBEi 0.00 0.00 , EfigENWANINEWEEMEIMME.:;:iii2MEMBASEMWOREIRIMM0.00 0.00 0.1111111111111 IMININFMMI 0% 111=11311111NEEKEIREEMENMAIndsomallagi 0.00 0.00 mom INIENENERNIZONAIRMEMINIMIMENEOLVEFERWM 0.00 0.00 r MOP IKE11m 0.00 0.00 0 IZIMICIE L= 0.00 0.00 =2E11 Balance Check: ak ok Balance Check: ok ok ok 0k 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Line ID Lwall Ca Lwell' Hn„LL v V Amplifiers V' Type Type v V (ft) (ft) (ft) (Pit) (k) P 2wrhlll (pit) (pit) (k) PE.:.:AUNEMNIKI:IAW)IMIZEIIK.ESINMEEIIIIIEEIIIIIIIILGIIIIIIIIILLIII MUM KIRI Mail ME=EMI Man 4FAINNASIPM 0.00 MEMO 0.00 NECUMMEMQ 11112111O' 0 0.00 MENNEN 0.00 MERMEN ME DO' Q BalaliMMOMMENSE30.00 s 0 0.00 ��0' MIZE r0.00 MERNIIKA 0.00 IlliEnna0 00 ffir.AMEEEMIKAMINFAMIENOLIESSALEIMEIMINKENIMMIN MEN NMI ILLS WEE= W...MENFAMAVAISINEMINITLIMMEMELEIMAIMMEIMMIECE MEM Nalall Mill MEM MI 0.00 MENACE 0.00 IMEMIliall0 111Ca00 0.00 BEILISKE 0.00 MiEMMIEN0 00 ELqi 0.00 litAININCE 0.00 1111321111111K111 02311M=KM NEN0.00 TALSIMEN 0.00 IMILLIIIMENQ 00 0.00 * 0 0.00 MILIMMICIM0 NCR 00 p-1.00 "iTable 4.3.4 AF&PA SDPWS,Footnote 1 'Special E Q.DL Uplift Factor DL Uplift Factor wM1nd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add) Reduced Net OTM Addl Max. Line ID Lose, w dl ID(81) ID(#2) Lone OTM Rorie Level Abv. Total it U U,,,, OTM Rvn,, Level Abv. Total U U,,,,, U,,,,, HD (ft) (kit) Above Above (9) (kip-ft) (kip-ft) (kip-ft) kl ft (kip ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) ki,R) (kip-ft) k (kip) (kip) y y ^P ��;;183 g-. 16.07 17.81 29.35 -11.53 -11.53�06`. 1: K•?j -0.72 28.40 31.88 -3.48 4 -3.48. ? -0.22 -0.22 NONE 11 knit 1: 0.0 '�i':� Y "� u"b '#00 li - 0.00 NONE ( 00 -. w too "--- 0.00 NONE •":i':P.: 0.0 E ff,;, '� : , 0.00 NONE 119,1 0 0 V13 y,0s;- :It IDD _ 0.00 NONE �^ax9 D15 7.25 8.87 8.57 0.10 47 010 IDD ; 0.01 13.82 9.39 4.44 444 a 0.01 0.51 NONE , 18 9.9 „ y i• 7.68 9.14 9.32 -0.18 , 0 18 100x', 0 -0.02 14.58 10.21 4.37 4.37 1 0.57 0.57 NONE -r. 0.0 ^0,10 *, 1.000.00.. _ 0.00 NONE 'unit e . 00 _ 5002 II 0.00 NONE ^ 00 1,'( ., =� 1.00 _ D a 0.00 NONE x 111 4154 000,18. 35050 ,0: 0.00 NONE � :. . 0.0 Q.10 ? t :-ww°, 0.00 NONE Holdown CU.Offset from SW End: in T= 0.00 -11.81 N.E.T. 3/282014 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Elevation A SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0,131"dia.X'2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING N&S_Top Floor SHEET TITLE: ;'s $ 8. ' ¢xx-,�xi �` CT PROJECT#: CT#14051:Plan 3713 M Elevation A Dlaph.Level: _ '•r Direction: Typ.Penni Height ft. Selemk VI- 2.8 kips Design Wind NS V I 8.1 kip* Sum Seismic V I 7.2 kips gum Wind NS V 1 13.1 kip* 1 DISTRIBUT ON TO SHEAR LINES LIne TrO% W IRON let Line Tbrlove b L2nd Line TribliElifflpiiiineiel. UnnElf.1m ShW r.1 1.401 3.06577 'BtLin T!'�„ _® 3.60 657�� 1.401 3.06577 �® 3.60 6.57� � �m 0.00 0.00 0.00 0.00 mmmi m 0.000 0.00 0.00 0.00 0�� �m 0.00 0.00 0.00 0.00 0�� Vis„ gym 0.00 0.00 0.00 0.00 �.• itimENEENEI �m 00.00 0.00 0.00 0.00 0�� � d _ 0.00 0.00 0.00 0.00-.- Ecinzi Balance Check: ok ok Balance Check: ok ak ok ok 2)DISTRIBUTION TO SHEARWALLS E.O. E.D. E.O. E.Q. E.O. Wind Wind Wind Line ID Lwall Cr Lw H.vnu v V Amplifiers v Type Type v V Ifl) (R) (R) (pit) (k) N 2wrh rig (If) (II) (k) r WEST 1�;i FYI, -Y,ii5 35 40 +'r 102 3.60 1.00 1.00 1 2 :PBTN :N 1 8 6.57 . F '�96' 0 00 ....Se. y•1'• 0 0.00 1.00 1.00 - - 0.00 ,619 0.00 �'Fp • 0 0.00 1.00 too .. 0.00 „• $G'.% 000 ,•6,18 0 0.00 too 1.00 _ ,..„ 0.00 ,r,b;$T „561,A A4'g7""1'' ' 1457 ,-.0,}{),? 160 2.33 1.00 1.00 10 :p8 A. 22 4.26 STI� 1 H =741 1.q,0,, 7 91 ' 0,10 160 1.27 1.00 1.00 1 0 PB PB 2 2 2.35 ., 'x.00% 0 00 T 8.10 1 0 0.00 1.00 1.00 0.00 ry,5i 0.00 A.70 N 0 0.00 1.00 1.00 - - 0.00 1.0 2 000 6,10 0 0.00 too111...0000000 00 _ _ 0.00 iiiii ii uI �C - 1.00- 0 000 r 9,10 1 0 000...000000 .00 111...000000 .00 too1,.....- 0.00 y - /% �.-0 0.00 9.#0 A 0 0.00 1.00 1.00 0.00 ;_,,,,,, "1.9$ 0 00 ; 9:36" 0 0.00 1.00 1.00 _ _ 0.00 p-1.00 vvTable 4.3.4 AF&PA SDPWS,Footnote 1 -Special E.Q.DL Uplift Factor DL Uplift Factor avlMnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Restated Resisted Reduced Net OTM Add') R.duad Net OTM Add'I Max. Line ID Lro.�, w dl ID(#1) ID(#2) L0 0 OTM Rc.M Level Atty. Tote) fi U U,�m OTM Ro,0 Level Abv. Total HD (fl) klf) Ab 6 Above (R) (kip-ft) (klp-ft) {kip-R) kl.R) (kip-fl) (k (kip) (kip-ft) (klp-ft) kip M1) km-ft ii (kip-M1) k (hip) (kip) 37 4 ()f A p 35.15 32.76 122.30 -89.54 1' -101 07 ¢,; -2.88 59.81 132.88 -73.07 „- 76 55 a -2.18 -2.18 NONE 0.0 1L1b� � �. iiial�t9111, 0.00 NONE �•a ?`z-.„€a 0.00 NONE 1:,i," 0 0 ,!:, 0.00 NO ,1,{(.�` 168 11.1$-: : 14.32 21.23 24.01 -2.77 277" -0.18 36.76 26.08 12.68,,,,,:!:.: 12.66' 0.89 0.89 STH01A `6 E 1,$ _ 9 9 ,0,15 1„^ - 7.66 11.53 6.59 2.94 ') 2 76 0.38 21.04 9.33 11.71 16.06 ossol 2.10 2.10 STHDI4 0 0 9.15 - � 0.00 NONE tj ..:1.1:';'::.';':'21111',,':.!: i.. , f kP 0.0 rit,15 p[ ss 0.00 NON 00 0,1...1E.: ,:,u ?i 00.00 NO NE 0 0 'WU is --, 00.00 NONE NO SW ELEMENTSiiiiz .t N 0.00 NQNE '. t l "r 0.00 NONE OTM EL , 0.0 d .' - ' ,�starL Holdown Cfr Offset from SW EndMI 2- -11.61 -101.08 3/28/2014 N.E.T. CT ENGINEERING E&W_Roof 'Cll-EPERTOTJErT# Cfff 4405I'Plan 3713 ' Elevation A Dlaph.Level: ,..,...I Typ.Panel Height 'f' rt. Seismic V I- 4.40 kips Design Wind E-W V I. 9.01 klps Sum Seismic Vi i. 4.40 kips Surd Wind E-W Vi- 9.01 kips 11)DISTRIBUTION TO SHEAR LINES' Line TrilE'V. W E IMYMN altV l'‘el 1st Line Above 1-;nnedLlIn'ed Trlb. IISEIMENIMEMIEBER NROGINCOnlinal 2.199 4.80807 agegrgigii6;1;,'MOW Oitegiiank,gain=3111.13E.1331 IMEEIMI IMIM MEM MilliiiiMIZVO 2.199 4.50607 Sena inaVONEV'SWIEMIC,:.aS*1111,:n MEM CM MOM MI=MEM ' "KEEM: 211MangealCS.M'',r,i'11firt".2'.1=111:M 0.00 0.00 M:= Vft,,, '.,'MIMOMOSZ.V.Xn- 'fir 7'7,• .",111KINI 000 0.00 M:=11..1=111 MliMMOMMUMW MM 0.00 000 O ' , •-•CIIIIII OMEOM: ... .......... MIS 0.00 0.00 11OINININIIIIIIMI , ......mg wpgfamg twavillot vort •-,:,;;;NIM o.00 o.00 PI 111•111111.1111I .ve •',';----.KIMKOMINSTIONVICS .441,0,3;.• -1;;CtiO 0.00 0.00 OI 10 1:11:1111111 L. 000 000Balance Check Ok Ok Balance Check ok oh ci, Ok Enna 2 DISTRIBUTION TO SHEARWALLft EQ. E.Q. E.O. EQ. E.Q. Wind Wind Wind Line ID Lwall C. Lwall' H,,, v V Amplifiers V Type Type v V (ft) (ft) (ft) (plf) GO p 2'ffn' ' (plf) OM (k) MAIMELUEERVIE,:..T.IIECIIMEELSOOMEMMLMk' 6; -NZ)1)5 3)•11 5 5 5 • MEM 0-00 RINS1KII 0.00 IIIIIIIIIIIIIKUNI MEI MOE IL 0.00 ,A T.11,," Ertinumwspidlimmummil■mmeolcz) loa..r.M.sm000rillENEIMEM WUMMTGEPREOMEMILESZViWaliOWLMMUCArtl.4=t1M63TRAN WEW WWI ,',1,r•P-IEREINEDE 0-00 NjALIN112111 0.00 MERMEN O O O0.00 5.8401O 5:,....AMMERiC.4 0-00 "-CELEIIILII 0.00 111111MMIIIII ELMO O 0.00 - ,,,v,AllOiniMBEES 000 ','N'ALL IKE 0.00 MIZEMEEM O O - O 0.00 ..,...., sika 0.00 •.,1E22;..K. 0.00 Eigmaim sus mol mum 0.00 1.00, 0.00 r,imx Km o.00 migamiglim Fp mom ism Fp 0.00 0-00 . ;AM KM 0.00 MILIMMEIM ONC21111111 O 0.00 NW!......011;''.4f/1'4NVIENNEEN 0.00 I..Z112,ME 0.00 MULIMMILIMI NM WEI=I O 0.00 wag ,..•.‘,...,:.maggno. 000 zalliEEDWIll 0.00 IIIIIIIIIIIIKIII O O 000 p-1.00 1`1Table 4 3 4 AF&PA SDPWS,Footnote 1 .S.edel EQ OL U.ilt Factor er DL U.Itft Factor wM4nd 3)OVERTURNING RESISTANCE Seismic U lift Wind U lift Resisted Resisted Roduced Net OTM Addl Reduced Net OTM Adel Max. Line ID Lo,.... w dl ID(#1) ID(ff2) L,... OTM Row; Level Abv. Total ft U U„„„, OTM Row, Level Abv. Total U U.0„, U... HD ft (k1f) Above Above (ft) (M.ft) (kip-ft) (M.-ft) (kip-ft) (kip-ft) (k) (M.) (kip-ft) (ki•-ft ki•-ft) (kip-ft) (kip-ft) k (kip) kl• Filitk:!.;- 32.4 WiellP11 30.14 17.81 91.73 -73.92 i -73 92 Op....mix: ElliligE111 63.17 tetAN zz.4.0.1 Sii.. 'i 0.00 NONE '",=.„.;,.,<, .",,,,. .. 13.3 "' '?'-...:ft(..gr'4':•'=0.:.-J".F4so°';..'..11.08 8.84 15.54 -6.69'''.'%:'1 -6.69 7.,'1:1:01.Y...,,,Nti -0.60 18 12 16.88 1 24:.%OP: 1 24 4: gl 0.11 0.11 NONE'' ''N'4./Thl '',".3.:".7 13 5 111'113.:-,!,'34 ' 1.3.4 "',11.24 8.97 15.91 -6.94;::•';''''.,-',7,' -6.94'''..,:';P,:',:4-...r.li -0.62 18 38 17.29 1.09 ri; 1 09';',.1 ,'0 0.10 0.10 NONE''' '...; • '. -'.: 0 0 DA - ,, '•:;;;,', ', ill ikiP' lr'.. e:$1c 0.0 Ritliff1P,,K1!:::MI 111111MKIMIMI', t:VMMIIIIIIIIIIIIMMIM* 0= 0.00 NON'. OP* ntlq bIt',41.... 0.0 %4 ii; ,. '' 4'' F'A''°'''''"''' '' r, ; mF:,'..0 0.00 Nom 0.0 ..,,T1,, ,, ,.; - , „.,,,. IV 0P) 0.00 NONE aittiZiM iti?milroo:44110 00 711'' ,:',“T14,..T, oit,.:. .4.,'E tL..:......,1.t.ATIO,, 0.00 NONE -i 00 ; ';..:5' Ar,:;. 0.00 NONE Holdown Cfr Offset from SW End'443 in I= 0.00 -87.55 N E T 3/28/2014 CT ENGINEERING E&W Top Floor ELI SHEET TITLE: m 'gX, . 7 • �-`„ ,i:r«;, ,r':;'S 1;,%, CT PROJECT#: CT#14051:Plan 3713 Elevation A Diaph.Level: Dlreclion: Typ.Panel Height N. Seismic V I- 2.8 kips Design Wind E-W V I- 7.3 kips Sum Seismic V I- 7.2 kips Sum Wind E-W V I- 16.3 kips 1 D STRIBUTION TO SHEAR NES TriE% Above Lina Load UnHorm ShW Line E W tat Line 7rlb 2nd Line 7r16. E •I W •I k:EMI 1.401 3.66624 : EEKIIIIMEMEEMEEEMI=IMMO EMU :r, x IZIB015 909 MUM OM 0.00 0.00 0.00 0.00 0-� unamentsta�� 0.00 0.00 0.00 0.00=rim ®m 0.00 0.00 0.00 0.00 ' OMNI 0 00 0.00 0.00 0.00 NW=•� KEZEmOKOSIERSPIR 0.00 00 0.00 0.00 0. 0 - E=�® vE=EIMEEDIMEECIECI Balance Check: ok ok Balance Check: ok N.G.I ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.O. Wind Wind Wnd Line ID Lwall Co Lwall' HN„LL v V Amplifiers v Type Type v V (ft) (ft) (ft) (PI?) (k) P 2w/hu.' (PR) (Pit) (k) EfflalingiMUSMNIEMMEM eo- 000 e 0 0.00 Mill/MMEMMILIIII=111111E2NO 0.00 tWirin ¢a 0.00 a 0 0.00 Elommismpmemmizomm 0.00 BMW 13 MI.0 112/11111MISMIDIIMELMMILLIIIIIIIIN NEM ROM Mil O 0.00 NAMp 0.00 MUMMAp 1111=1111=1O 0.00 Malanala 0.00 a p 0.00 Mill/MMILLIIIp=2111p0 0.00 s EEO® ' EEEMMEMIIIIIINI®p I� Mc 0 OD G •;10 • 0.00 �� ' ' 0.00 SET 000 '9 :p 0.00 MEM MEMp 0 0.00 Mina azi: 0.00 e 0 0.00 micamilm0' 0' 0.00 0.00 MEWAIIILE 0.00 11111:17111E/M p MEE BEM 0 0.00 p- 1.00 ,,Table 4.3.4 AF&PA SDPWS,Footnote 1 •5'•ectal E.Q.DL U•if Factor: DL of Factor w/Wnd:,,,,,,, 3)OVERTURNING RESISTANCE Seismic U.lift Wind U•lift lloeo)ed Roeiated Reduced Net OTM Add') R.due.d Net OTM Add'I Max. Line ID Lolw w dl ID(41) ID(e2) Lxa0 OTM Ron; Level Abv. Total n U U,,„, OTM Ron, Level Abv. Total IJ U,,, U,,,,, HD ft) (kll) Above Above ft ki•ft) la.ft kl•-ft) (Hp-ft) (k1•-5) (k) (kl• (kJ.ft id-ft (10.-ft ki•-ft k).ft) (k) (Hp) kl• !,NQ•T 4474'. i® r,'f ':. 23.90 26.39 59.79 -3340 -107 32 00 -4.49 57.69 84.96 lirelm. , 70 44 a ':,' 0 -2.95 -2.95 NONE r 2 00 \01$: \0,0._ t +,_''/' 0.00 NONE d"._ ee iiME 47 0.00 NONE " -18.78 ,o. "" :: ® a, -0.29 -0.29 NONE RIM '` ,. 13.15 14.39 33.17 ER=MI 9.41 10.37 12.40 -2.03 2 03.:\ � '� -0.22 24.28 13.53 10 75 � 10 75 1.00', 1.14 1.14 STHD14 ,, a e , .al a.s ? . „I. 00 a _ NEM.?,r a'_ a IIIMar,M• 0 0.00 NONE v° -e 0.00 NONE 00 �.1fi. , B70, 'Ae4V4 ., '•«fQT- PRA¢ 1P;ATEsTII 'SERIPTIV 4.e" 00 0.10 s+Illta e1 m e+m 0.00 NONE NON-STACKING SW ELEMENTS ) +.PoJ3. ".e {, 0.00 NONE P .: 0.0 e R x.- . o- „'_ 0 0.00 NONE \G', .`WM 0.0 : ao- °'_ ' v0 0.00 NONE Holdown Ctrr offset from SWEnd Sin I. -07.55 -116.89 N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#`14051:''Plan;3713 Elevation A WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq = 476.7 Ib V w= 4506.1 lb V1 w= 3529.3 lb V3 w= 976.8 Ib ► ► v hdr eq= 72.4 plf ► H head = t 8iji i l�, r 1.10 ft Vt :, , 61 F2 �[, k j 1!IDOMP,AkAlitiN WALL TYPE H pier= t �� ��, t �1,� 8 plf P6TN E.Q. 5.5ilip,ov44 as �� ;y ' CC y plf P64114.1' WIND feet s ' H total = �liiki 1 si 0/ � t I, fif ql. 8.1 feet • `,,,w �,� .�.,. .'//f a %GS ! i< ark "S sis R' �5�nc 1.5 ,,-Itiiiiiiiiilillik , Nits feet �y � �� 43 � � j N � �F���� n ' ''l t ,''r/y 4 �, a 0 i epi' `, REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 • Htotal/L= 0.27 , ► ► Hpier/L1= 0.34 Hpier/L3= 1.24 LA total = 30.39 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 spect Ratio;Sec.4.3.4.2: Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Elevation A WALL ID: S.2.A V eq 1091.8 lb V1 eq = 543.7 lb V3 eq = 548.1 lb V w= 2237.2 lb V1 w= 1114.0 lb V3 w= 1123.2 lb it- o- v hdr eq= 96.4 plf ► • H head= .,l ' ` y ii " � 1.10ft . ;. [" , �./ � � Sao .:., .. ,a j � ii, H 'i L. :411, H pier= tr9 e el if ,• plf WALL TYPE ti Z , A', \\ P6 E Q 5.5 1�7 w, +$ pit _ ]€IEwE plf P4 WIND feet p I l6 � " Ems' 0@ . H total = r ,� a y r i/:z iF feet . Oj' , \z g d a ¢ 4 a y y ogiN H sill— R e / E @'E 3 r€ Rcl 1x k 1.5 c��;E o Pzs '\ %Cal a agAkyt E� ° d, /' , i feet - ��E1rh * /'., "a i �•- y '�" \. a 'i -fir' ' , \i A ' a:;. Nr y ,� REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 1 0 1 ► 0. Hpier/L1= 2.26 Hpier/L3= 2.24 L total= 11.33 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Elevation A WALL ID: S!2.B V eq 1107,2 Ib V1 eq= 893.8 /b V3 eq = 213.4 Ib V w= 2268.8 lb V1 w= 1831.5 Ib V3 w= 437.3 lb ► ► v hdr eq= 96.4 plf ► H head= A \a` ,f,/�� a •�`� .%s S, '.,,. , d �`...-il old latiN A 1.10 ft V r/� A e,sem >,, � C]' E'i 1AAttrA 8 F2 WALL TYPE H pier= ] 1l �� k` '';'/%4141,..,441, p/f P6TN E.Q. 5.0 7 E ; ,plf P6 WIND feetin olpkinalliellnitiOA 1z H total= ' I � 9 , 8.1 feet I ' >9 '10' •i : ,r�, AIMMINIWOW ms"\ ''i,'iElirrilillarlidifilYli j,;;;*411111E:fhillitilftillilit 111NeriiIttilii ig `1 aw o_ p +" k41 E % lli. ✓4 E 0,:r6,';;NrIllitlitt 211111111104F 4INIC1„,MW.,..11411111111.10V1 feet Rh S Ir REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 6.5 L2= 3.5 L3= 1.5 Htotal/L= 0.70 , ► ► ► Hpier/L1= 0.78 Hpier/L3= 3.25 L total= 11.49 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Elevation A WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq = 2119.4 lb V w= 6339.2 lb V1 w= 1705.6 lb V3 w= 4633.6 lb ► ► v hdr eq= 120.1 plf > H head= ' ' -a,' ,P,i'j C 63 ?, 1.10 ft �,/ 44' F �. * i q° ' w,, , - ' k�* R r ' /� > t " r �' . 8 F2 �,, .q. WALL TYPE H pier= vt * „ v e a; p/f P4 E.Q. 5.0 "e• v1 W'' • * .r ; k. v3 t , p/f P3 WIND feet ; , l H total= �( „ ..a4 „ ,f `� ale i&, • � ,: F 9.1 Odra*3 e* � feet s drag3 , /- 94 k 'j pi, a Sad � ¢phi i 1 tit Hsill= E 4\ vs/Le 1 t �: II 3.0 q , Ih ? // tl-�� C W pif k7.s$ l feet i ,,y • r • 'fir :�„ \ 4 •�. REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 0 41 Htotal/L= 0.38 i ► Hpier/L1= 1.67 Hpier/L3= 0.61 L total = 24.15 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2: Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING E&W_Maln Floor L::::1 SHEET TITLE: .i i..i .`g'. .:;i: a7.�. .., :.i".d#a� r :, i ? yf: CT PROJECT#: CT#14051.Plan 3713 Elevation A-D Dlaph.Level: ?`or Direction: Typ.Panel Height. n„ft. Seismic V I= 0.6 kips Design Wind E•W V I= 6.6 kips Sum S.ismio VI= 6.8 kips Sum Wind E-W V1= 19.9 kips 1 DISTRIBUTION TO SHEAR LINES Lin. TriE% W M11221111st Lino ATbobvo Liend Lin• Trib. � CELIGNINdOPOSEMENUIRMEZECIZehmOitiCAMMESENI&LO �m T',. o.00 o.00 o.00 0.00 0MI p. JAMECIIIIIIMMEUMBEIMINIMIIMMISIM a 0.256 2.74968 .�.= t � 0�� �\> 0.00 0.00 0.00 0.00 . NEKCHREEMELEMEIMMEISEEMMEEM N.. 16,01:21.1EMEEINELEIMEEMMII=in 0.00 0.00 0.00 0.00 0' -_ o.00 o.00 0.00 0.00 0. -_ m 0.00 0.00 0.00 0.00 10�� D. MME aA I=RENE= 3.8o ECM 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.O. Wind ind Wind Line ID Lwell Co Lwall' Renu v V Amplifiers v' Typ. Typ. v V (ft) (ft) (ft) (Pit) (k) p 2o',1r (Pit) (PIO) (k) 0.00 :KAMM 0.00 MEEMIMMEMEp X90 0.00 ommusgsmnsmospa 0.00utzAiglimm 0.00 IMILMMEMIKRIIIIMMIll 0.00 0.00 . ;g?2AQ 0.00 MilMINIEMECILIMM 0.00 0.00 YRIvAILIM 0.00 IMILIZIMEMOI0 11Csi0 0.00 IFAMOMMWMWSES 0.00 a p 0.00 MOOMMEEMENEMM wommm 0.00 0.00 1.,,i, MAKIM 0.00 MILIIIIMIERIMMINI=1111 0.00 yarzimignmagta 0.00 :,ws�o 0.00 mium.0En=gice0 0.00 0.00 MAINUMM 0.00 MEEMMEEMOMEMINCSOM=MMUMM o.00 WIREWERVAWNOWAREA 0.00 WEAAMEIM 0.00 MiLLIM '5 - 'MEM 0.00 0.00 ifigui;*imilp 0.00 EammuninQ -^imum0.00 ..m t,14:,:l 0.00 ovAin 0' 0.00 ®" macm0 mi= 0 0.00 p-1.00 '-`)Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Uplift Factor: r DL Uplift Factor wM4nd: 3)OVERTURNING RESISTANCE I Seismic,Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Reduced Net OTM Add'I Mos. Line ID Lo,,n, wdl ID(#1) ID(#2) Liu OTM Rona Level Abv. Total it U U.L. OTM Ron= Level Abv. Total U U,,,,,, U,,,m HD $0 (klf) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft)::: (kip-ft) k (kip) (kip-ft) (kip-ft) (kip-ft) ki•ft (kip-ft) k (kip) (kip) fpp \�> 1 \ ori,,,, �:, �? 27.97 41.36 -13.39 l,0 -102.20 -4.76 55.14' 44.94 10,20 gAtt. -68.88 4.20 -3.20 NONE i.;:‘, 00 fl,10.00 NONE q4777,2 :/ 0 0 #i,1a` r-.7't":77/ •. 0.00 NONE 00 '410 - ` tf. r.c) 0.00 NONE l i� 0.0 5 r i 1tl.H. 0.00 NONE tic \a ., 00F 0.00 NONE 0.0 0.15 t 1J€ v_ -kAiiiiit 0.00 NONE i 00 410 •.1 ' �� fe 4 0.00 NONE 4 E ,,',,A,4 '..! n, 0.° X1,1$ tr pi,:o fii� 0.00 NONE 1, : 0.0 4,15 S ,4",, OA 0.00 NONE a,,, ,7,,K•144. 0.0 61,16 >�/ ' S416 E , 44. lid 0.00 NONE ,1,4*''' '. 0.0 1. E^t,,%- LV. a 0.00 NONE N.E.T. 4/26/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Elevation A-D WALL ID: N.O.A V eq 3411.6 Ib V1 eq= 1146.3 Ib V3 eq = 2265.3 Ib V w= 6724.9 Ib V1 w= 2259.6 Ib V3 w= 4465.4 Ib P. ► v hdr eq= 156.9 plf ► A H head= A v m� » 1.10 ft �/ a X3 1 «6E74p eq t a`lot - a ij WALL TYPE H pier= s . ,� � t ' » », » Of 1 3 E.Q. 5.0 ytr tt pl#',3 041:: 7::::::41111,1 ri « « plf P2 WIND feet s� x thOg �`' ` H total = k t" a� % g K lit feet8.2 lend �` / E `ic3` �� ..» R "iix'iVSs_- .»» � IllrAllE Ill �: allt rg r t r E � � iy a, ,� ��R ? P a f k G �, e E ` r t ��]t , t f `fee / afTj/ y / ' V REFERTO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 2.9 L2= 13.0 L3= 5.8 Htotal/L= 0.38 Hpier/L1= 1.70 , I� Hpier/L3= 0.86 L total= 21.75 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2: Overall Shearwall] N.E.T. 4/26/2014 "....yGot..lP 1713P\ -1-__-• /2..,/,{ _ __ iONtAs,reZ _____. .fiAK2 1,)„.. .... `ta MNN : ff. c:_ e_te.........._ipirloo 17:-- m P — _ ——®mt3-- -- • ;; likji,.:1:1' ,, :i 1-2 M1 _- - % 1 li ‘11.1°' 4\41 4,--t-L" s+w-x T _ �_ - -_ CM �u`�r-r— Fe '" F�4 RIM ,_.1-.1. �I ll 4i6J\ T_________LI_Ct ie.Plarilf G i It "(jC) 10 (16 j-k1/4...-L- 114 b \II i' : ........,--" -..... r, :. ..--- i'--. i 1 ri., r1 n' i ,." i �ION 11-, -- 1 1. ,s\j, t V : -2 --17)/ j '. c., , 11.J . ',„,. _ ._ ..... 17:— ... _____ L L4.,,,. „Ht./14- k 4 i ' ,'�. i' • 1R -1 I p 1.r►. 2 .. i x Iis, 1 I R 1E '2 r i 15 16:/ --,,L.%-o..:-, 11 f: I DGE n — - _ HDR ,i 111111111111L- MANUFACTURED ROOF 75 - -I ---`' c MANUFACTURED ROOF TRUSSES AT 24''O,C. `,y`�^ '. GA�./ ! -.-- 7 7' TRUSSES AT 24'O.C. I "S?R)146\'1146~ •_\� .E W�,:m\l ` ,,.JYIY J. / /�'{/ Cobs. a 2S. F .\,,r4Idn. I 180 Nickerson St. C T ENGINEERING IA__ � State 302 11J . y Seattle,W A • 98109 Project•. + :7 • ' 4' Date: /3/2--7//f4 (206) 12 Client:. ! l�1 I FAX: tl Page Number: (206)285-0618 • • .. ..i,t‘v1;ci , 1K1'44- .17--Eilz- e. ;(,.... 1 •:' i '..1-cfc;1' K ,. , ;Nr..2,,A. • . . . . • . . , : , , . . . i ••••:.• ,•• , ,• , , .. ,• , . 7-, ; I • • • 11 I it • 1 �3C'1�h1 cN�; . , • I I 4v\ II Ii • ; ; • . 1 ! : 1 I i • , , 1 '. "A!..64 • I V ; I• j I� I 1 C,'.51 . I I I i 1 �` I ': i i 1 k4 li : i1r • I i i i 1 i j I f ! -I- I r 1. ' , i- I , • I .1 .. • I .. ' i 1 • I' _:__ 1 H ....I. ! IA '. I , , ! 1 I 1 I I i I I I I I 1 I , , ' 1 i- I 1 li ( • t i 1_ I I I I L: I €- 1 I , 1 i 11 : I j i. i i I I : . I 1 I r 1 ! • I I I i ' : I i • 1 I I I • 1 :.. I 1 I f + I • I I • r I I I I I I I I I I • I • .i..I... I I I 1 • : 1 : I ' 1 1 I 1 I , I , i • • 1I { I I i. i 1 _—. 1 , I I I I I • , I f 1 I I. I i...• I. 1 ,. I i L L.. ,.... I 1 1 II 1 , I ..1 I I j I I I. I . .. I I I . I . 1 I I I I I 11 I I I • II. � ; � ; I I 1I ; f iI • 1... 1 I s 1 I I •' I_ 1 I • • I II ._ • ( I j Ili i III I ii ! I . ill : ! I I.. 1 I.. I 1 I 1. I ( f • 1 1 I f , I 1 I I I III I , I • • 1 I I ( I I l i • II • I .r ! , I i I i I ' .I_I 11 I I , , i I ' IIiII I ! I ? i I Structural Engineers i II 2. /�L11� _ � p-1—T�1 yY�.;.C.YY—�—r�pi �w [ y1:1,i.� � r1 �1 -T`--�^�i ` Y- - l ,ry :IL:1.n y J L IT, ,l „r..�.r.�l._r JI „.1",4 1.,1,1,„...11.i� I i }, r.J_. ..1 lv� 71_:.�.....>..�.T�-y... .......y f...,....m},d�f.,�.M.�'`,,...�-.�, r� r�-.Ttt._1 1T,.-,r -1---F 11-- ----"—r-r:1:: ■gym■ !....._. CO y1 in __2_, 1 r_ -4,--::: _ ____,,,,T _„... , -E(........„ , .2.11 ft. •• 2.11 fta .}7 �� NET wtt,Tt1,1�= 22,5u / /1 c,,E,-- m -c,ri 7..3S 415. q1 2:S7S# SEISI\A\C Gk? ' 15 tbdir 3820 \N Wt..> c ? 7 3540 APA PORTAL FRAME WITH HOLDOWNSbI Dimensions Allowable Seismic Force Ib Type 1 cep Type 2 ( ) Allowable Wind Force(lb) Allowable Wind Force(lb)MM Width Height Single Segment Dbl.Segment Single Segment Dbl.Segment Single Segment Dbl.Segment DF HF . DF HF DF HF DF HF DF HF DF HF- (in) (ft) G=0.5 G=0.43 G=0.5 G=0.43 G=0.5 G=0.43 G=0.5 G=0.43 G=0.5 G=0.43 G=0.5 G=0.43 8 ' 850 791': .1700 1581 1190 1.107` 2380 2213''; '1369 min. 16 1273 : 2737 2545 max.10 i 625 I: 581` 1250 1163... 875 814 1750 1628. = 1006 936 2013 ;1872• 8 I 1675 I 1558` 3350 3116; 2345 2181- 4690 4362 2697 2508 5394 5016 max.24 max.10 1125 2250 2093' 1.575 1465 . 3150 .:2930,7z, 1811 1684: : 3623 3369':": 8 •`1520 ^. : :1414-4 3041 282$;- 2128 ;;:, ;1979`. 4257 '; 3969` `2448 -; 2276:'' :4695 '•4553 • 8.5 1398 1300 2796 2600`; 1:957 " 1820 3915 3641 2251 2093 4502 `4187 22.5 9 1276 1186- 25521124311786 1661 .3572 3322 2054 • 1910 4108 ._ 3820... 9.5 '1154 1073: 2307 2146` '‘:::1615 1502`: :3230 . 3004`: 1,857 1727 :3714 3454 max.10 1031 959 . 2063 1918: .:1444 1343; 2888 2685 1`660 .. 1544 ' =3321 3088::.::' Table Notes: DATE DERIVED FROM APA TECHNICAL BULLETIN TT-100E(DEC.2012) #TT-100E,TBL. 1 ALLOWABLE VALUES INTERPOLLATED-VALUES (footnote(c):&(d)) DATA INPUT: . Footnotes: (b)See APA Technical Bulletin TT-100E Figure 1 for construction (e)Design Value allowable wind increase= ` 1.4 (f)Design Value with drift increase= 1.15 Type 1: Story Drift is a consideration (e.g.-Seismic Load or In-tandem with wood shearwalls) Type 2: Story Drift is a NOT a consideration(e.g.-Wind Load AND not in-tandem with wood shearwalls) - Downs• A Portal Pram-e with Hold APA . Technical Topics for Applications TT-100E DECEMBER 2012 Figure 1. Construction details for APA portal-frame design with hold downs EX EI1 OF HEALIER'NI H D OUBL PORTAL.FRAMES(MVO BRACED WALL P�'.IJEE S) r------EXTENT OF HEADERW1TTl SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 2'-18'FJbt HED WIDTH OF OPEH1NO I FOR SINGLE OR 0o aLS PORTAL 11EA,CER TO JACK-STUD ° I 1 STRAP PER WINO DESIGN. ¢ e a a "Cr i•_ _° o . rc _— RJ,It{, 1000 LSF, ON BOTH .. _ .... PQNYe1ALL e: SIDES OF OPENING OPPOSITE `-, ---- 1 i 1-rEIG1T "; a SIDE OFSHHEAT�HING. G a ▪PF,.R y 1 - - - �P_A P A �, 1 s s O s I I • • s .. I11N 3"},11-VC 1tE't HEA6�R , ',. i▪ n;:-.1.F.4-4F ' '' STEELH'HEADER PROHIBITED r • t , IF NEEDED, PANEL a r °e: .4.1 ` a FASiENSHEATH INGTO HEADER WITH SD SPLICE EDGES SHRLL �• ▪ I I, A r OCCUR OVER AND EE F4, . II `- FAS i EII T O P °, COMM ON OR OALVAI{I2EIi BOX U141LS IN S'dRID NAILED TO COMMON I .00 PLATE TO F, P:3T7ErRNASSr104vt{ BLOCKING WITHIN ae HEADEP.WITH R 4 MIDDLE 24"OF PORTAL ( TYVO ,AR HEADER TO JACK-.STUD STRAP PER 1��INt f' HEIGHT,Owr Ravel +2 li DESIGN,MIN. 1000 LBP,ON BOTH SIDES .. ROWS OF IED R•; a ": Cr 3"O.C.NAILING :. 2.2 Of OPENING OPPOSITE SIDE OF SHEnT=IING. , SIf0,C. NAILSP :` FS "at, ^�°; ES REQUIRED Il! m• ?"O;C.-Yr, s2 ... u�R� EACH PANEL E2OE. 'b. -A :.R Ryt NI*, .1., • °`.1 ;1': 1 I.t IN.DO VELE 2X4 FRAI.IIIIG COVERED 'Ari H LIM. ;;;rte�__ ° ; Lilt{_31E"WOOD I ;Ill BFB'TRICK 1,'JOQD STRUCTURAL PANEL SHEATHING TYPICAL PORTAL ,ley--�--.�., 'lti STRUCTURAL l' R°'°° WITH ED COIJM ON OR GALVAPIITc ;BOX HAILS AT • FRN/ CONSTRUCTIOI1 s;®; ,»s PANEL ,�. S 3"O.C.IN11:LFR4frNNG(STUBS,B:LOCKING,PilD R SHEATHING it;.. :' : SILLS)TYP. aln�y� ;oA I (KING AND JACK STUD).MIN_LEhdGTiH OF PANEL PER TABLE 1 r,. . as INJLiBER OF JACK STUBS PER TABLES R502:5(1;t& 0MILS.(2)3500 LB STRAP-TYPE(HOLD,OO'WNS (2) >... (EMBEDDED INTO CONCRETE AND NAILED INTO ti tila •, FRAMING) s 4' g -5E MIN.REINFORCING OF FOUNDATION,ONE 04 BAF. 1,11x{.1 000 L6 HOLD-0O iVtl nL.,. I-- TOP•AND BOTTOM OF FOOTING.LIP BARS 15'M N '-DEVICE(EMBEDDED INTOI I . - - {_. COt9CR TE APID t{11LEO 6 'MIN.FOOTING SIZE UNDER OPENING 1512"X 12". ATURNED- DOWN SLAB SH ALL,BE PERMITTED AT DO OR OPENINGS. N-1213-(i)&,"DIAMETER ANCHOR BOLT INSTALLED PER 8403.1.6-'MTH 2'X 2"X 3116'PLATE WASHER FRONT ELEVATION SECTION 180 Nickerson St. CT ENGINEERING Suite 302 F N C. Seattle,WA Project OL. • O • L-A%N S7 Date:3 jr 98109 (206)285-9512 • FAX: Client: Page Number: (206)285-0618 • • i 1-r0.,E..7►' �r ,• op: s 'AA. • • • • • • I' C ' • • • z !�/' 9 : .�1 x6 �7 `tL t 11 . 14... ji , 1 • i • 3 : - ; E,,....t, , _,.... , ,,.„, ..,. ...., .... ,....,. ; ..;. , ..! ,. , .,,,„...;J.-. . , i , , , , ,„ , , ,, , , , , , , ., , , i ,, i ; , , i, „-..., .=,‘,„,„ c...„r ‘.....; 6f-> . ; i. , , .. • - --: ' ! , , I.1_- , . 1 1 ! 1 • I , , ' i1 ! - I l i t ! I 1.. i I • 1 1 1 1 , 1 } I • f : • • ,_ i . 1 - - ( ' - i 1 -._ I ! H . I • { + i I • I 1 , !. I ! : 1 : -1 1 • I : - :. . i t _ J I 1 j ! : 1 1 I . 11 : • I..1. !- ! 11 : :: ! ! ! ! ! .. ' i I ! 1 - - j 1 1. ! 1 1 11. .',. I. :, i • i I ( ! I f I • , , i.. t 1 1 ! I • . I ( I t . • • 1. t I • I ; : I j ' . . I I 1 a • 1 i- 1 • ! ; ; . i 1 1 1 i • 1 1 ...i• • I 11 1I ; ! I 1 1. 1 _ ii t ! 1 _ LI 1 • I ) i I , Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 ,�/^�� Seattle,WA INC. r^^ tom, 3 Z / 98109 Project: / o —'1..-L. < Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 • • C1R-kWiti - ' ' , *04.. - ; il-7e ,n0C-7 r' ' . kbL\n., &.•; • • ; claws-r : • '"= 7 ` gipd 11. C H I ; I7� I i i • 0 • 1 I • • . I i 1'�y� Lp 1 I I I I I Ii • I I ' 1 I • r , , . I : i I ; • ! i : ; : ! ! : ; I ! ' 1 ; I : :1-71,L0,41Mr it;,000..,b; movv\-f• , ii>i , ..-t)mt.,1 I I . + I ._ : 1 I ' ,i›t.JA7-,I j � �I • 1 ; . , ; II ' 4't " I I •, • -I I I HH I. a I C 1 I II I iI I II , I. . . I . i.. 1 i 1 1 . 1 I , 1 ; , II 1 + I I I. :. .:. I t � i - 1 ._, I I I I_- 1 14:, 17 I ! I : : I , : I I ,OCA� `i + �� + I 0 ••• M .I � I _ • I C r • f—a 7 I I , ; ; 1 i i 1 ': '• 1 I : _ 1 i 1 • 1 I_, I ., I • II I II ' ( I 1 'I I 1 i i i I 1 1 1 Structural Engineers Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:26 MAR 201;:2,11;07,, Gen i 4tin4-'5 i i = w +�tli fit ,>,i 4, a % p C,ING.1 U14, 614 t,23,V 1?F 123 Lic.#:KW-06002997 Licensee:G.T.ENGINEERING Description: F2.5:30"x30"Footing with 2000psfASBP_11.7K d8ererice PI .,0'" Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:2006 IBC&ASCE 7-05 Gent illnformabox t„, ,,,. Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis SettingsFooting base depth below soil surface = ft /o Min Steel Bending Reinf. -- Allowable pressure increase per foot of dept.= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimension -ice ,.:: Width parallel to X-X Axis = 2.50 ft Z Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 10.0 in Pedestal dimensions... y,r, PuijuU. px:parallel to X-X Axis = in � i pz:parallel to Z-Z Axis : in ksi Height - in m Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.250 in ... fD Relit 4iin ? w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 iiE i �,1 Reinforcing Bar SizE = # 4 _ ' '” i''t _ �, Bandwidth Distribution Check (ACI 15.4.4.2) �_ - •" Z Z Section Looking to+X Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a rXpp,,:. lied Load %" °.; ,.„y.. :; D Lr L S W E H P:Column Load = 11.70 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. iSi Title Block Line 6 Protea zenuRzo�a asaM eIeio ;tin; , $ .. tFtG :cK a 44 : ii .ate,% Lica#:KW-06002997 Licensee:C.T.ENGINEERING Description: F2.5:30"x30"Footing with 2000psf ASBP_11.7K pES1A tAAAY g,;: �.; Design OK Min.Ratio Item Applied Capacity g Lbti PASS 0.9985 Soil Bearing 1.997 ksf 2.0 ksf +D+LGovernin+H aboutoad Z-ZComaxis inaon PASS n/a Overturning-X-X 0.0 k ft 0.0 k ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5201 Z Flexure(+X) 2.457 k-ft 4.724 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5201 Z Flexure(-X) 2.457 k-ft 4.724 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5201 X Flexure(+Z) 2.457 k-ft 4.724 k ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5201 X Flexure(-7)+X 2.457 k-ft 4.724 k ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3667 1-way Shear( ) 27.504 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3667 1-way Shear(-X) 27.504 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3667 1-way Shear(+Z) 27.504 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3667 1-way Shear(Z) 27.504 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.6799 2-way Punching 101.988 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Tjetailer estits . , Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z X X Ratio o erturfirng S b lity„w,�• ,� Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning footin flexure 4 Flexure Axis&Load Combination Mu Which Tension @� As Req'd Gvrn.As Actual As Phi"Mn Status k-ftSide? Bot or Top? in"2 in"2 in"2 k-ft X X,+1.40D 0.1367 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.40D 0.1367 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+0.50Lr+1.60L+1.60H 2.457 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.457 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+1.60L+0.50S+1.60H 2.457 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+1.60L+0.50S+1.60H 2.457 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+1.60Lr+0.50L 0.8484 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+1.60Lr+0.50L 0.8484 -Z Bottom 0.216 Min Temp°/0 0.240 4.724 OK X X,+1.20D+1.60Lr+0.80W 0.1172 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+1.60Lr+0.80W 0.1172 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK X-X,+1.20D+0.50L+1.60S 0.8484 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+0.50L+1.60S 0.8484 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+1.60S+0.80W 0.1172 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+1.20D+1.60S+0.80W 0.1172 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 0.8484 +Z Bottom 0.216 Min Temp://00 0.240 4.724 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 0.8484 -Z Bottom 0.216 Min Temp 0.240 4.724 OK X-X,+1.20D+0.50L+0.50S+1.60W 0.8484 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X-X,+1.20D+0.50L+0.50S+1.60W 0.8484 -Z Bottom 0.216 Min Temp 01 0.240 4.724 OK X-X,+1.20D+0.50L+0.20S+E 0.8484 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X-X,+1.20D+0.50L+0.20S+E 0.8484 -Z Bottom 0.216 Min Temp°41 0.240 4.724 OK X-X,+0.90D+1.60W+1.60H 0.08789 +Z Bottom 0.216 Min Temp 0.240 4.724 OK X-X,+0.90D+1.60W+1.60H 0.08789 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+0.90D+E+1.60H 0.08789 +Z Bottom 0.216 Min Temp% 0.240 4.724 OK X X,+0.90D+E+1.60H 0.08789 -Z Bottom 0.216 Min Temp% 0.240 4.724 OK Z Z+1.40D 0.1367 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z +1.40D 0.1367 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z +1.20D+0.50Lr+1.60L+1.60H 2.457 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z Z +1.20D+0.50Lr+1.60L+1.60H 2.457 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.457 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z Z +1.20D+1.60L+0.50S+1.60H 2.457 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z Z +1.20D+1.60Lr+0.50L 0.8484 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,11:33AM ,....DQ' 1l1( ? :e/ii: . .: .: . :.. 619 ," t1.1 Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description: F2.5:30"x30"Footing with 2000psfASBP_11.7K Ftaat)ng 'lexure ,,, ± Flexure Axis&Load Combination Mu Which Tension As Req'd G .As Actual As Phi'Mn Status k-ft Side? Bot or Topp? in"2 in"2 in"2 k-ft Z-Z,+1.20D+1.60Lr+0.80W 0.1172 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+1.60Lr+0.80W 0.1172 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50L+1.60S 0.8484 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50L+1.60S 0.8484 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+1.60S+0.80W 0.1172 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+1.60S+0.80W 0.1172 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.8484 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.8484 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 0.8484 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 0.8484 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50L+0.20S+E 0.8484 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+1.20D+0.50L+0.20S+E 0.8484 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+0.90D+1.60W+1.60H 0.08789 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+0.90D+1.60W+1.60H 0.08789 +X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+0.90D+E+1.60H 0.08789 -X Bottom 0.216 Min Temp% 0.240 4.724 OK Z-Z,+0.90D+E+1.60H 0.08789 +X Bottom 0.216 Min Temp% 0.240 4.724 OK OneWay,Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 1.53 psi 1.53 psi 1.53 psi 1.53 psi 1.53 psi 75 psi 0.02041 OK +1.20D+0.50Lr+1.60L+1.60H 27.504 psi 27.504 psi 27.504 psi 27.504 psi 27.504 psi 75 psi 0.3667 OK +1.20D+1.60L+0.50S+1.60H 27.504 psi 27.504 psi 27.504 psi 27.504 psi 27.504 psi 75 psi 0.3667 OK +1.20D+1.60Lr+0.50L 9.497 psi 9.497 psi 9.497 psi 9.497 psi 9.497 psi 75 psi 0.1266 OK +1.20D+1.60Lr+0.80W 1.312 psi 1.312 psi 1.312 psi 1.312 psi 1.312 psi 75 psi 0.01749 OK +1.20D+0.50L+1.60S 9.497 psi 9.497 psi 9.497 psi 9.497 psi 9.497 psi 75 psi 0.1266 OK +1.20D+1.60S+0.80W 1.312 psi 1.312 psi 1.312 psi 1.312 psi 1.312 psi 75 psi 0.01749 OK +1.20D+0.50Lr+0.50L+1.60W 9.497 psi 9.497 psi 9.497 psi 9.497 psi 9.497 psi 75 psi 0.1266 OK +1.20D+0.50L+0.50S+1.60W 9.497 psi 9.497 psi 9.497 psi 9.497 psi 9.497 psi 75 psi 0.1266 OK +1.20D+0.50L+0.20S+E 9.497 psi 9.497 psi 9.497 psi 9.497 psi 9.497 psi 75 psi 0.1266 OK +0.90D+1.60W+1.60H 0.9838 psi 0.9838 psi 0.9838 psi 0.9838 psi 0.9838 psi 75 psi 0.01312 OK +0 90D+E+1.60H 0.9838 psi 0.9838 psi 0.9838 psi 0.9838 psi 0.9838 psi 75 psi 0.01312 OK Prntrhing Shear . . All units k Load Combination... Vu Phi`Vn Vu/Phi*Vn Status +1.40D 5.675 psi 150 psi 0.03783 OK +1.20D+0.50Lr+1.60L+1.60H 101.988 psi 150 psi 0.6799 OK +1.20D+1.60L+0.505+1.60H 101.988 psi 150 psi 0.6799 OK +1.20D+1.60Lr+0.50L 35.215 psi 150 psi 0.2348 OK +1.20D+1.60Lr+0.80W 4.864 psi 150 psi 0.03243 OK +1.20D+0.50L+1.60S 35.215 psi 150 psi 0.2348 OK +1.20D+1.60S+0.80W 4.864 psi 150 psi 0.03243 OK +1.20D+0.50Lr+0.50L+1.60W 35.215 psi 150 psi 0.2348 OK +1.20D+0.50L+0.505+1.60W 35.215 psi 150 psi 0.2348 OK +1.20D+0.50L+0.20S+E 35.215 psi 150 psi 0.2348 OK +0.90D+1.60W+1.60H 3.648 psi 150 psi 0.02432 OK +0.90D+E+1.60H 3.648 psi 150 psi 0.02432 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. , s % EMjN�G t2 € s TTitle Block Line 6 Pnn e28 AR 4 , .. r,ti [T d II. , , „ LicenseeC. . INEERING Lic.#: KW-06002997 Description: F2.0:24"x24"Footing with 2000psf ASBP_7.5k Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:2006 IBC&ASCE 7-05 Material Properties Soil Design Values = f c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 2.0 ksf fy:Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greaten ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Ir}tml stonS , ` .. ' Width parallel to X-X Axis = 2.0 ft Z Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 10.0 in N X Pedestal dimensions... 9 in N px:parallel to X-X Axis = pz:parallel to Z-Z Axis = in a Height Rebar Centerline to Edge of Concrete.. in m at Bottom of footing = 3.250 ineg RSI itit'rGvg ...i 2'11.11e w Bars parallel to X-X Axis _ Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 3-#4 Bars Reinforcing Bar SizE = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 7.50 k OB:Overburden = ksf k-ft M-xx = kft M-zz = V-x = k k V-z = Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,12:24PM �, . _ .hrk.,� ,,.,.,.. ,-. ,%Wi,2„0-,r... -h- V fir,iR --,;,- le ..:aigaL,r X,:H- Lie.#:KW-06002997 Licensee:C.T.ENGINEERING Description: F2.0:24"x24"Footing with 2000psf ASBP_7.5k 0 S00WAt , ., „ ,,J. Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 2.0 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2686 Z Flexure(+X) 1.575 k-ft 5.863 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2686 Z Flexure(-X) 1.575 k-ft 5.863 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2686 X Flexure(+Z) 1.575 k-ft 5.863 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2686 X Flexure(-Z) 1.575 k-ft 5.863 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2247 1-way Shear(+X) 16.852 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2247 1-way Shear(-X) 16.852 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2247 1-way Shear(+Z) 16.852 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2247 1-way Shear(-Z) 16.852 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4281 2-way Punching 64.219 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Resin' Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ,... � roc „ Footing C , .:. `....:\\\ Flexure Axis&Load Combination Mu Which Tension @ As Req'd G .As Actual As Phi Mn status k-ft Side? Bot or Top? inA2 inA2 in42 k-ft X-X,+1.40D 0.08750 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.40D 0.08750 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.575 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.575 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.575 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+1.60L+0.505+1.60H 1.575 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+1.60Lr+0.50L 0.5438 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+1.60Lr+0.50L 0.5438 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+1.60Lr+0.80W 0.0750 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+1.60Lr+0.80W 0.0750 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+0.50L+1.60S 0.5438 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+0.50L+1.60S 0.5438 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+1.605+0.80W 0.0750 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+1.60S+0.80W 0.0750 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 0.5438 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+0.50Lr+0.50L+1.60W 0.5438 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+1.20D+0.50L+0.505+1.60W 0.5438 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+0.50L+0.50S+1.60W 0.5438 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+0.50L+0.20S+E 0.5438 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X.+1.20D+0.50L+0.20S+E 0.5438 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+0.90D+1.60W+1.60H 0.05625 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+0.90D+1.60W+1.60H 0.05625 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+0.90D+E+1.60H 0.05625 +Z Bottom 0.216 Min Temp% 0.30 5.863 OK X-X,+0.90D+E+1.60H 0.05625 -Z Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.40D 0.08750 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.40D 0.08750 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.575 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.575 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 1.575 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.575 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z.+1.20D+1.60Lr+0.50L 0.5438 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 • � yj Printed: nted2$MAR2014, 24PM .r " - - r; ,s ✓ �yeC . � I., > % . . x •e a C.T.' 3 Lic.#: KW-06002997 LiCe:C.T.ENGINEERING Description: F2.0:24"x24"Footing with 2000psf ASBP_7.5k Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft Z-Z,+1.200+1.60Lr+0.80W 0.0750 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z.+1.20D+1.60Lr+0.80W 0.0750 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z.+1.20D+0.50L+1.60S 0.5438 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50L+1.60S 0.5438 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.200+1.605+0.80W 0.0750 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z.+1.20D+1.60S+0.80W 0.0750 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.5438 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.5438 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 0.5438 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 0.5438 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50L+0.20S+E 0.5438 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+1.20D+0.50L+0.20S+E 0.5438 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z.+0.90D+1.60W+1.60H 0.05625 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z.+0.900+1.60W+1.60H 0.05625 +X Bottom 0.216 Min Temp% 0.30 5.863 OK Z-Z,+0.90D+E+1.60H 0.05625 -X Bottom 0.216 Min Temp% 0.30 5.863 OK Z Z +0.90P +160110 05625 +X , Bottom 0.216 Min Temp% 0.30 5.863 OK T1',':' , io , At Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.9362 psi 0.9362 psi 0.9362 psi 0.9362 psi 0.9362 psi 75 psi 0.01248 OK +1.20D+0.50Lr+1.60L+1.60H 16.852 psi 16.852 psi 16.852 psi 16.852 psi 16.852 psi 75 psi 0.2247 OK +1.20D+1.60L+0.50S+1.60H 16.852 psi 16.852 psi 16.852 psi 16.852 psi 16.852 psi 75 psi 0.2247 OK +1.20D+1.60Lr+0.50L 5.818 psi 5.818 psi 5.818 psi 5.818 psi 5.818 psi 75 psi 0.07757 OK +1.20D+1.60Lr+0.80W 0.8025 psi 0.8025 psi 0.8025 psi 0.8025 psi 0.8025 psi 75 psi 0.0107 OK +1.20D+0.50L+1.605 5.818 psi 5.818 psi 5.818 psi 5.818 psi 5.818 psi 75 psi 0.07757 OK +1.200+1.60S+0.80W 0.8025 psi 0.8025 psi 0.8025 psi 0.8025 psi 0.8025 psi 75 psi 0.0107 OK +1.20D+0.50Lr+0.50L+1.60W 5.818 psi 5.818 psi 5.818 psi 5.818 psi 5.818 psi 75 psi 0.07757 OK +1.20D+0.50L+0.50S+1.60W 5.818 psi 5.818 psi 5.818 psi 5.818 psi 5.818 psi 75 psi 0.07757 OK +1.20D+0.50L+0.20S+E 5.818 psi 5.818 psi 5.818 psi 5.818 psi 5.818 psi 75 psi 0.07757 OK +0.90D+1.60W+1.60H 0.6019 psi 0.6019 psi 0.6019 psi 0.6019 psi 0.6019 psi 75 psi 0.008025 OK +0 90D+E+160H 0.6019 psi 0.6019 psi 0.6019 psi 0.6019 psi 0.6019 psi 75 psi 0.008025 OK PurlChtrtg s* -2- All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.400 3.568 psi 150 psi 0.02379 OK +1.20D+0.50Lr+1.60L+1.60H 64.219 psi 150 psi 0.4281 OK +1.20D+1.60L+0.50S+1.60H 64.219 psi 150 psi 0.4281 OK +1.200+1.60Lr+0.50L 22.171 psi 150 psi 0.1478 OK +1.200+1.60Lr+0.80W 3.058 psi 150psi 0.02039 OK +1.20D+0.50L+1.605 22.171 psi 150psi 0.1478 OK +1.20D+1.60S+0.80W 3.058 psi 150 psi 0.02039 OK +1.20D+0.50Lr+0.50L+1.60W 22.171 psi 150 psi 0.1478 OK +1.20D+0.50L+0.50S+1.60W 22.171 psi 150psi 0.1478 OK +1.20D+0.50L+0.20S+E 22.171 psi 150 psi 0.1478 OK +0.900+1.60W+1.60H 2.294 psi 150 psi 0.01529 OK +0.90D+E+1.60H 2.294 psi 150psi 0.01529 OK 180 Nickerson St. CT ENGINEERING • Suite 302 ..N C. cp 1,-). Seattle,WA Project: e7:)Ly ex.4 at, 1"-I.A.IN,1 371-4-,pate: Z/ZEVie'l, 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 . . • . . " : . ! • . . : . . . „ „ . i . : . . • . . . • • : , . , • . .C., . ,1 ' 01•NT• ''.triti;er,ri ki G • . i. . 1 . Z.,. : •.. • ; , . . . • . . : 1 . • „ . • • : • . . . • CiPsi;9. 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(574 , , ••, , ,• ,•••,,,•_,.• . ,,---i• , -• • ,--; •,•H• ;. 1- ;••1-•,-- , ; i• !: , - - , . - 1 * ' n--'- ' 1 . ' ' 1 , 1 . I , , i • '. .1 : i i • i 1 i .1- ; i : ' ; , ; 1 . . . I ! 1 I. : H 1 , 1 I 1 , ! i 1 !. , -- 1„1 ! i ' 1 i , :. . ! 1 I. ..t.._.;.. 1 _I :_...,....,....,. : • : I ' ..,. I • : - . . .. Structural Engineers • 180 Nickerson St. C T E N G I N E E R I N G Sete 302 ScatNc,WA `�� V rr y INA. 1 A .y..�/y Z�/z2/4 98109 Protect: ( �d IV r _ �'T■V �-� Datc: ✓ (206)285-4512 FAX: Client: Page Number: (206)285-0618 I i • ' ' f--- ' i,. .. /N . ,, : •a/e,--.e...,' ' , ,,, , ,, , , , . „ ,. . I / ' ! ' l oN l�orJT. -t'Gl 17.,.. ; I I I , i 1 (t &,)(1'37 IL (o.� • ' = '1 . .I I I -1 I , ! , „ . I I : I I 1 ; -1- TG -. I I ; i I 2Z Cil' 1 i 1 1 . I I 1 ! 1 { : l '+ IS I1 � - � :. i • • I 1 1 I I ..l I ( ; � • i II , , . 1I , ; ; ! ii 1 _ I. I I !22- 1I i I -1 I ' ' I 1 , ! a, V 11 ; i ; A' 1 i ' 1 7 , I_ ��, I - - , ' 1. I , I 1 1 I.I 1 � t � ( r j b ' , 1 I 1 i ;,; I i I I I i i i_.�_ , , , 1 ! - ; I { , � 1 i 1 - V i.. I 1 ! I I '_. Z 1 , 1 1 • 1 , A • 5 ` I iI- I , • i � 1 ; ; i . ; 1 • , I 1.1, 1 : ; 1 L.- I• I . i i , -.i- I ', 1 , I • 1 11 I 111 ' I 1 ; H. � II; I 1 1 Z J ' I i1 1i ! , 1 • • I l , I 1 l I ' - I I , 11I I j 1i I ,. ;_ , Ili 1 , �. � j E , I ! 1 I 1 I 1 � ' I i i 1 ; I I I . .. ! 1 I , I ; . I I j � i I ' _ ' 1 , ' I 1 i � I 1 I I I i ,•.. 1 , I ' ! • 1 1 I i 1.., i I I i ; l f I11 1. 1 III , I 1 I I 1111 I I .1. i ( I I I 1 1 I Structural Engineers Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 User:KW-0602997,Vet 5.8.0,1-Dec-2003 Page 1 (c)1983-2003ENERCALC Engineering Software Cantilevered Retaining Wall Design 11164_retai ning_wall.ecw:Calculations Description CANT RET WALL H=9.5' (TOW minus 12.25") Criteria I Soil Data I Footing Strengths& Dimensions I l Retained Height = 9.67 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.17 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 0 Top Stem Stem OK Total Bearing Load = 5,704 lbs Design height ft= 0.00 ...resultant ecc. = 5.16 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,997 psf OK Rba = 8.00 Reeb Soil Pressure @ Heel = 540 psf OK arr SSizize = # 5 Rebar Spacing = 8.00 Allowable = 2,000 psf Rebat Placed at = Ed e Soil Pressure Less Than Allowable g ACI Factored @ Toe = 2,205 psf Design Data ACI Factored @ Heel = 597 psf fb/FB+fa/Fa 0.850 Total Force @ Section lbs= 2,781.91.9 Footing Shear @ Toe = 11.2 psi OK MomentActual 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 Overturning = 2.46 OK psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 8.03 Lateral Sliding Force = 1,992.4 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,205 597 psf Equiv.Solid Thick. = Mu':Upward = 1,810 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 231 10,430 ft-# Concrete Data Mu: Design = 1,579 10,430 ft-it f'c psi= 3,000.0 Actual 1-Way Shear = 11.17 61.72 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9©35 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 590010 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 11164_retaining_wall.ecw:Calculations Description CANT RET WALL H=9.5' (TOW minus 12.25") Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,992.4 3.56 7,086.1 Soil Over Heel = 2,659.6 3.25 8,635.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 48.8 0.67 32.4 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,017.0 1.66 1,691.6 Total = 1,992.4 O.T.M. = 7,086.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.46 Footing Weight = 674.5 2.25 1,516.7 Vertical Loads used for Soil Pressure= 5,704.0 lbs Key Weight = Vert.Component = 1,204.1 4.50 5,414.9 Vertical component of active pressure used for soil pressure Total= 5,704.0 lbs R.M.- 17,457.3 Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Lk Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 1 9 (c)1983-2003 ENERCALC Engineering Software11164_retaining_walLecw:Calculations Description CANT RET WALL H=6.67'(TOW minus 3'-11") Criteria 0 Soil Data I Footing Strengths& Dimensions M Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.00 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.67 Soil 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 Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in -a Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 2,499 lbs Design height ft= 0.00 ...resultant ecc. = 4.29 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,687 psf OK Rebar Sizeess = 8.00 Soil Pressure @ Heel = 185 psf OK Rebar = # 4 AllowableRebar Spacing = 12.00 - 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 Wall Stability Ratios Shear Actual psi= 16.2 Overturning = 2.31 OK Shear Allowable psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Caics Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 817.2 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Resultsill Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,896 207 psf Equiv.Solid Thick. = Mu':Upward = 394 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 51 2,096 ft-# Concrete Data Mu: Design = 343 2,096 ft-# f'c psi= 3,000.0 Actual 1-Way Shear = 2.68 29.55 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 22.00 in Heel:#4@ 22.00 in,#5@ 34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 2 User KW-0602997,Ver 5.6A,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 11164_retaining_wall.ecw:Calculations Description CANT RET WALL H=6.67' (TOW minus 3'-11") Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1II _(c)1983-2003 ENERCALC Engineering Software 11164_RETAINING_WALLECW:Calculations Description CANT RET WALL H=4.67'(TOW minus 5'-11") Criteria I Soil Data I Footing Strengths& Dimensions M Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.50 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in -. Axial Live Load = 0.0 lbs Design Summary 4Stem Construction 1 Top Stem Stem OK Total Bearing Load = 1,449 lbs Design height ft= 0.00 ...resultant ecc. = 2.53 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,183 psf OK ebaS = 8.00 Rebar Soil Pressure @ Heel = 266 psf OK Rebarr Sizize = # 4 Allowable = 2,000 Rebar Spacing = 16.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,374 psf fb/FB+fa/Fa = 0.261 ACI Factored @Heel = 308 psf Total Force @ Section lbs= 476.0 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 634.7 Footing Shear @ Heel = 13.8 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 7.2 Wall Stability Ratios Shear Allowablesi= 93.1 Overturning = 2.74 OK p Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 408.8 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results I Special Inspection = - Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,374 308 psf Equiv.Solid Thick. = Mu':Upward = 161 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 28 625 ft-# Concrete Data Mu: Design = 132 625 ft-# f'c psi= 3,000.0 Actual 1-Way Shear = 0.00 13.84 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2009 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 11164_RETAINING_WALLECW:Calculations Description CANT RET WALL H=4.67' (TOW minus 5'-11") Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 408.8 1.61 658.7 Soil Over Heel = 366.7 1.58 580.6 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.83 83.3 Load @ Stem Above Soil= Soil Over Toe = 18.3 0.25 4.6 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 467.0 0.83 389.2 Total = 408.8 O.T.M. = 658.7 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.74 Footing Weight = 250.0 1.00 250.0 Vertical Loads used for Soil Pressure= 1,449.1 lbs Key Weight = Vert.Component = 247.1 2.00 494.2 Vertical component of active pressure used for soil pressure Total= 1,449.1 lbs R.M.= 1,801.8 Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall DesignPage 1 I _(c)1983-2003 ENERCALC Engineering Software11164_retaining_wall.ecw:Calculations Description CANT RET WALL H=2.67'(TOW minus 7'-11") Criteria I Soil Data I Footing Strengths& Dimensions M Retained Height = 2.00 ft Allow Soil Bearing = 2,000.0 psf f'c = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.67ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 4.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingilSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0lbs Design Summary i Stem Construction iTop Stem -` Stem OK Total Bearing Load = 682 lbs Design height ft= 0.00 ...resultant ecc. = 0.67 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 643 psf OK Thickness = 8.00 Soil Pressure @ Heel = 383 psf OK Rebar Size = # 4 Allowable = 2,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 794 psf fb/FB+fa/Fa = 0.051 ACI Factored @ Heel = 473 psf Total Force @ Section lbs= 119.0 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 79.3 Footing Shear @ Heel = 4.4 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 2.5 Wall Stability Ratios Shear Allowable Overturning = 4.42 OK psi= 93.1 Sliding = N/A Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 132.3 lbs Wall Weight = 100.0 Rebar Depth 'd' in= 4.00 Masonry Data f'm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 794 473 psf Equiv.Solid Thick. = Mu':Upward = 42 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 11 71 ft-# Concrete Data Mu: Design = 30 71 ft4 f'c psi= 3,000.0 Actual 1-Way Shear = 0.00 4.41 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job# Dsgnr: Date: Description:RETAINING WALLS Scope: Rev: 580010 Page 2 User:KW_0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 11164_retainingwallocw:Calculations Description CANT RET WALL H=2.67' (TOW minus 7'-11") Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 132.3 0.92 121.3 Soil Over Heel = 73.3 1.16 85.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 12.1 0.17 2.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 267.0 0.66 177.1 Total = 132.3 O.T.M. = 121.3 Earth @ Stem Transitions= Resisting/Overturning Ratio = 4.42 Footing Weight = 149.6 0.67 99.5 Vertical Loads used for Soil Pressure= 682.0 lbs Key Weight = Vert.Component = 80.0 1.33 106.4 Vertical component of active pressure used for soil pressure Total= 682.0 lbs R.M.= 536.6 WOOD FRAME CONSTRUCTION MANUAL. 63 1 1 A Table 2.2A Uplift Connection Loads from Wind . (For Roof-to-Wail,Wall-to-Wall,and Wall-to-Foundation) r 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1' '4'5'6'7 , Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 S T 24 195 213 232 •272 315 362 412 465 521 612 0 0 psfe 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1.100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 RI • 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 iRi 10 psf 36 152 178 204 260 321 386 456 530 609 736 CO 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 1.46 189 236 286 339 395 486 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 �P4,t 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 " 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. ' 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 16 19.2 24 48 Multiplier I 1.00 1.33 I 1.60 ' 2.00 l 4.00 1• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. `j. : 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wail-or `' " wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. `' 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the �!+: 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 i��_. includes the overhang length and the jack span. 'i 'is. a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. fVin;•... 'EEL AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA ln/►/��/ )1'/ INC. I 98109 Project: �Y1 I`�✓I�� �� F341 '�tit/ Date: (206)285-9512 FAX: Client: Page Number: (206)28S-0618 \Aii L•O'N) 7), volit_ ‘0.1\Vza)erk:41 :I CQ7, mwAth r iZ HO MQ ( wT) vv. g 14,4(414:72,- 3 15 P5 (2 DZ ,"fie to Cogitho ---rP,µss 4� ' 36: .1 4-d- , 8 iPe 6120-kn c4Lr /1- 13 i u -ire?. erUFM30 f if A s 2� TICS 21::_- (2' bi.7;-* ( 4)(7) 01 0,6) a 44, ,/D-14._ P, 40A ' GAD6rE - '7/0 _ � CJS - (1-6y 60/Z)(n.75 (o,60 = 114 Vb Nvj roc C_) -VP. Gvo0brOdo .e . pky, • 't i ,q, c Avisuhes- F - '�� = (FY nA ) 5614 fwd ✓' Structural Engineers TRUSS TO WALL CONNECTION ';I'j \'AI(11'; #OF TRUSS CONNECTOR TO TRUSS PUSS TO TOP PLATES I11'I III I 1 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" on ,1!) 1 H2.5A (5) 0.131"X 2.5" (5) 0.131" X 2.5" 5;',:i nu 1 SDWC15600 - - ,t'{-_ , in...... 2 H10-2 (9) 0.148"X 1.5" (9) 0.148"X 1.5" MAI 701, 2 (2)112.5A (5) 0.131" X 2.5" EA. (5)0.131"X 2.5" EA. O II 20 2 _..... _. (2)SDWC15600 - - t,lo i.fn 3 (3)SDWC15600 - ROOF FRAMING PER PLAN .11Siiihr 8d AT 6" O.C. 2X VENTED BUCG. 0.131` X 3" TOENAIL pr i%I =1Ilk MI H2.5A & SDWC15600 STY'F \ COMMON/GIRDER TRUSS �- PER PLAN TRUSS TO WALL CONNEC110N TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VALUE I of TRUSS . - PUES CONNECTOR TO TRUSS TO TOP PLATES Ur1.JrT 1-I 1 H1 (6) 0.131'X 1.5" (4) 0.131" X 2.5" --4.0(1_1_ 1 H2.5A -!'...V.) 415_._.I.___ (5) 0.131"X 25` (5)0.131"X 25" �S5 L_ U1.. 1 SDWC15600 - - 4Y5 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1070 MOi 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. WI - 2711..."- 2 (2)SDWC15600 . - - (17(E----71.315_ 3 (3)SO6C15600 - 14n .345 --- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND ito SDWC STYLE 8d AT 6" O.C. CONNECTIONS ,G IN H2.5A & SDWC15600 STY!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) 19 TYPICAL TRUSS TO WALL CONNECTION [