The URL can be used to link to this page

Specifications (110) yvv6T2ct-1 - (50 33-1,6 6--L,) APp\ktrove_ CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285 0618 (F) A ,_, • #15238 �r+� r 6� �I 2r�j5 Structural Calculations _TDIC N ;i SIO River Terrace �� o►NF,, 4 Plan 3 • FFF�/: Elevation A , td �� REG�iN� Tigard, OR ��.� 22 <c� FS T 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. 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 crawlspace is primarily 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.i 8114. RB.a.3 RB.a.� 2 2x8 DR (2)2x1 HDR (2)2x1 X HDR (2)sc10 HD' _ T1P.AT ADJAC I El;'u� ¢ WINDO VS(1)9X6 ING STUD wg1 BTWN.SGL TR R s 'A1 i A AINI . o 41111111i1111. -,,eeen�esr --, __ -, p GVW T . " 0 mi y vo az �{ T g SET 17 w /le\\\\\ ' r i ce AI (2)2x8 HDR I(2)2x8 1 D R / �._.. RB a 5 1111 /0 MIN.HDR MIN.HDR d' TONT.ROOF SLOPE j TO ROOF BELOW RB.a.7 RB.a.7 II GABLE END TRUSS xi SSM. RB.a.6."-RB.a.6 OA - Roof Framing Plan 1/4"=1._0 XI P3%71:0 iimir 0 timiginsak (2)TRIM.@CTR.HDR 1 TFB.a.2 TES.a.22 TFb.a.1 e)2x8 DR H.R 4110 •R ,1 4x11 HDR 1 HDR r 2)2x8 DR r I _—. '-WIND WS:()x91 - 2)TRI i•i STUD }TWN)G4NNG IS- D i .}_ TRIMMERS,U.N.O. z STHD14 m y rccz 8.: l� WO 3� z STHD14 ww 1 g@ o 1 1 I r----- i i r -, ii 2 t. .J_. L - STHD14 I NI I E Al41 18 r+ i 59.0 TF9.a.8 ' TFb.a.9 TFH a 0 :.��\\x.000\� '� �,� ,N -. II !� I \ I,li ®.W - _—__rit 'i� r-y tip_2 f �yL�_ec."=.en 14 —1 FURN., WH �•QPEN FO�pij`,- ° I F.I 1 59.0 iBELOW, 999 2 STA.41, G LT ,��F� ��'1 I I II 1 NiI�ENoit ..] _ TID'a I _ S _ - ' g' .7:;_"==== _L; -ST37- RI"'P4 ST3}. r ti .T.--_, a�___L_a_ __1___ ---. i I p I 1 E Z e TFb.a 11,y� �I —�_ 3 ?'F6 12 © F 5.2514 PS�DJ - *3. 4LVI.Fe'i - '.�a..4.--.aa��a'\�vw..w s•I ..r. I I/ Tr I 0 n; s giilio Z µ � - yS7 F '? iIa TF9 a.6 _ . o F iP Ni ----MOM -rl-'©M °` ' - TFS a.1._.4- I ol�r � n m � ci \ 18 , TFB a.13 11 � 3 56.1 vKi•A:.' F �,• LB 5 25x1•:CONT.�4 STHD14 3Q m i 1 SND1d = © LEI ER F II IAI:===:r > - .41 Sim_- nmeaS i TrBa7 CIOTF9 a �78M, 7FB.a.21 MANUFACTURED ROOF �.B HUHSIM. MANUFACTURED ROOF TRUSSES @ st 24'O.C. —SI.,.nvOF SLOPE TRUSSES@24'O.C. P3 TFb.a.21 TO UPPER ROOF TFB.a.17=NOT USED OA - Top Floor Framing Plan MAIN FLOORSHEARWALLS 114"=1._0„ 3T-0' T ' 19'-0" I F -s 0 L 5 0 3 C.SLAB 1 m SLOPED SLOPED DOWN /\ —t 1/4:12 P O T.O.S. (SLOPE 1/4:121 ( O.S.21 w • S V S @ V -1 HR�L..:r. :. ® :::.:::.:::::::11.:?:-..:..:'......::::......::... L , STHD14 . . I m .WAYTYP WtO r AC4.GAP S PBSH8 . 1 TVP n N :± F .--•_'•.'•-''.7'.;"•01. '+'.:.'•=•7'='. - J-- 0 - --.: l• ' :. ... . BEARING WALL •• j„,,-.,,,,...-FTG l ABOVE, TVP. /{3$14 EAWAV' r :. ro {BEARING WALL.-.. :. .. `ABOVE 2rA'P13NY WALL_.-Z -6 P6 T T ' 15•8 V4 2x6 PONY J�•'-� 4]r2L _ 8' T ;. -5'. tA' ' 14 81/4":. l- I < S ` _ _ HDA :- 1`C STHD14 STHD14 ,I.' n T.O.S. - ...I :.7. 4:....-.WA1PONY::::._. 2:. -' T PT W(31 I/. 414 WY BEARING wAL m 19'-61Y1 31/2-CONC.SLAB LA _ `": - �- SBSLOPES31/2' , /- -- — --- Z...., FROM BACK TO APRON F _ 2 + VERIFY GARAGE SLAB HEIGHT D7 9c4 PONY WITH GRADING PLANISI ..._.. ..._.. .WAIA...':..,..... ...1. O d 18 a S6.1 r .'.'.I. -0'-0' ® I .. WALL ..I. TOS- _ 131/r CONC.SLAB 1 WM' - I,SLOPED DOWN - 1 1i2'is u�l, 1/4:12 ._ _ .J STHD14}.m�- - STHD14 '� ` _ -� ?a I ,, J m 1-101/j' 16'-3' 1-101. V-4- 5'-63/4' 5'-11/4- T 0 OA - Foundation Plan Foundation Plan 1/4".1.-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# 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: 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 Pinted:28 MAP 2014,229PM tiftipla; temple Beam .°Y ,,... r� ::',,,- FsIEt ALu;NC_1943-2014 Buk 6:941".23, e 611t_1. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING Wood Beam Design RB.a.1 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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 Unit Load: D=0.0150, Lr=0.0250 k/ft,Trib=7.20 ft Point: Lr=3.20 k @ 4.80 ft Design Summary .,,,m, Max fb/Fb Ratio = 0.562: 1 D(0.1080 Lr(0.180) 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 fv:Actual: 46.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft, 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S 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 Wood Beam Design : RB.a.2 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 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,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 Max fb/Fb Ratio = 0.745: 1 0(0.330 Lr 0.'o.1 80vL r 0.180 fb:Actual: 694.24 psi at 0.999 ft in Span#1 Fb:Allowable: 932.23 psi 4 Load Comb: +D+Lr+H ,.a - Max fv/FvRatio= 0.807: 1 A A fv:Actual: 121.03 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft, 2-2x10 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 Defl Ratio 3325 >360 Total Defl Ratio 3058 >180 Wood Beam Design': RB.a.3 Calculations per 2005 NDS,IBC'2009,CBC 2010,ASCE 7-10 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-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=22.0 ft Design Summary D(0.330)Lr(0.550) Max fb/Fb Ratio = 0,530: 1 fb:Actual: 493.67 psi at 2.000 ft in Span#1 " `, y Fb:Allowable: 930.87 psi Load Comb: +D+Lr+H 0 Max fv/FvRatio= 0.634: 1 A A fv:Actual: 95.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.01'1,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr SWE H 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 MAR 2314,2.29PM sg ..p ' Fqe #131 051T 111 t 1,EC .% Multiple s Beaten x,,„",gag:„ �zCa 7i4c.„1983-20 9u s,'t a 2a,V -s_a41,2 Licensee:C.T.ENGINEERING Lic.#:KW-06602997 Wood Beam Design RB.a 4 , Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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 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 AIli Max fv/FvRatio= 0.124: 1 2 iv:Actual: 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 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 Wood Beam Design RB.a 5 Calculations`per 2005 MDS;IBC 2009,CBC 2010,ASCE 7-10.' BEAM Size: 2-2x8,,SSawn, 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=7.30 ft Design Summary D(0.1095)Lr(0 1825) i 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 fv:Actual: 13.09 psi at 1.900 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,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 Defl Ratio 14400>180 Wood.Beam Design RB.a.6 Calculations per 2005 NDS,IBC 2009,.CRC 2010,ASCE 7-10 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-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=2.0 ft Design Summary D(0.030)Lr(0.050) Max fb/Fb Ratio = 0.139; 1 ` _' ' fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi III Ill 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 ft,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. Title Block Line 6 Painted 28 MAR 2014,229P 11 WtI �4si,,,s.”..:( �tiant ,r 4 1T 1\En 405 -1EC6 ;,,,,. t --,.,,,„01%•". ERC ,1 o :;; 4, i a:1 123 v .14.1.23 Lic.#:KW 06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.a.7 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 740 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=23.50 ft Point: Lr=3.20 k @ 0.20 ft Design Summary �...„ Max fb/Fb Ratio = 0.629; 1 D 0.3525)Lr(0.5875) fb:Actual: 640.02 psi at 1.270 ft in Span#1 2. Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H "`' 0 Max fv/FvRatio= 0.487: 1 A A fv:Actual: 73.06 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 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 Defl Ratio 1897>180 Wood Beam Design': RB.a.8 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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 L,(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 Load Comb: +D+Lr+H Max fv/FvRatio= 0.103: 1 A A fv:Actual: 15.52 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft,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 Deft Ratio 999999 >360 Total Defl Ratio 23361 >180 Wood Beam Design : RB.a.9 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 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 LAO 1125) Max fb/Fb Ratio = 0.263. 1 fb:Actual: 256.84 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.207: 1 A A fv:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0ft 2-2,8 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 Defl 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 Printed:28 MAR 2014,2 29P =0M14051T 1 14059 1.E06. 'Multiple Simple.Ele lni ,.. 6 i s, _1_ vu , Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : RB.a.10 . Calculations per 2005 NOS,IBC 2009,CSC 2010;ASCE?_10 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 = 0.162; 1 '"'-',Vi;:-., ''. "'"'s§RtErfiitt, ;'• 'Wvi.'7,.:„.;-:'-.",,,: fb:Actual: 164.38 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H A = Max fv/FvRatio= 0.166: 1 fv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft.2-2X6 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 MAP 2014,2 31P ' � ,2tX123Multiple S le Bearr :IERe �5�3-24S� B9Hve` 1ii33 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wood Beam Design,: TFB.a.1 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D(0.1,._. 0.380) 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 • • Max fv/FvRatio= 0.401: 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 40ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.029 in Left Support 0.49 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.76 Live Load Defl Ratio 2701 >360 Total Defl Ratio 1649 >180 Wood Beam DesignTFB.a.2 Calculations per 2005 NOS,IBC 2009,CBC 2010,ASCE 7-10 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-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.10, 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 Design Summary “, Max fb/Fb Ratio = 0.991 ' 1 iD 0;1%: . fb:Actual: 1,067.54 psi at 1.613 ft in Span#1 rmi Fb:Allowable: 1,076.80 psi x= ;fir Load Comb: +D+L+H `_>;.:. ws 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) 2 L Lr S W E H Downward L+Lr+S 0.032 in Downward Total 0.035 in Left Support 0.49 5.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.24 Live Load Defl Ratio 1521 >360 Total Defl Ratio 1358 >180 Wood Beam Design TFB.a.3 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.10, L=0.8840 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.673. 1iiiliiilil fb:Actual: 724.40 psi at 2.000 ft in Span#1 Fb:Allowable: 1,076.80 psi , Load Comb: +D+L+H 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 ft,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 MAF 2014,2:31PM et "'‘'ti= 1T 14661 t6 Multi ie `Sim me QeaTt"1 ugd:6, 1 �:u.,..,r �",�.,u s: � t:s .,. i � ��ar'r��..,., �IERCALC,�"�I8�-2f)S�,k3u�f�,'>e1.1.'1�,V,e8'#4��3'„' Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design: TFB.a.4 Caicutations per 2005NDS,IBC 2009,CBC 2010,ASCE 7-10 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 k/ft,Trib=0.670 ft Design Summary D(0.010eo3,4b1°25s0) 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 ft,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 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 World B am.Desijn:: TFB.a.5 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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=0.10, 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 Max fb/Fb Ratio = 0.951; 1 fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi • Load Comb: +D+L+H - Max fv/FvRatio= 0,506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0n,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 Beam Design TFB.a.6 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 rt 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-PrIl 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=3.20k@4.50ft Design Summary Max fb/Fb Ratio = 0.862; 1 BE8:8i:1,E8:ga83 fb:Actual: 2,443.56 psi at 4.518 ft in Span#1 Fb:Allowable: 2,836.03 psi Load Comb: +D+L+H 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 Defl Ratio 546 >360 Total Defl Ratio 498 >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 MAP 2014,2.31PM Mu If l''' SIrllpie Begin _ Fs 0:114051T fltngr114OS1 4.EC6' i,ENERCAL-C,1Nc 1983-2014,t365d6 14.1°23,Vet 6.14-1-M3, Lie..#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design : TFB,a.7 Calculations per 2005 MDS,IBC 2009,CBC 2010 ASCE 7-10 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 Design Summary 0(0.0450 L(0.0750) Max fb/Fb Ratio = 0.061 • 1 fb:Actual: 61.64 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.050: 1 A A fv:Actual: 7.45 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+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 0.07 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 Defl Ratio 20278 >180 Wood Beam Design,., TFB.a.8 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 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=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0,870: 1 3(0.240 L(0.640) fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 ' +':'+ Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.467: 1 A A fv: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 Defl Ratio 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 Printed:8 APR 2014,8.02AM 6 flulwrpt Simple Beam J >xl iz1 c rtc_ s3- o14 B 4 1 ,14 6 tic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 wood Beam Design.: TFB.a.9 ' ,.' Calculations per 2005 NDS 2009,CBC 2010,:ASCE 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-Pr!! 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 Unit 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 = 0.349: 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) 2 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 W d`Beam Design TFB.a.10 Calculations per 2005 FIDS,IBC 2009,CBC 2010,ASCE 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-Pr!! 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 SummaryD 0.1425 L 0.380 Max fb/Fb Ratio = 0.074; 1 fb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psi ""`,$,i Load Comb: +D+L+H • 4 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 5.0 0,3.5x14 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 Defl Ratio 13854 >360 Total Defl Ratio 10076 >180 Wood Beam Design :.TFB.a.11 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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-PrIl 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 Design Summary Max fb/Fb Ratio = 0.750. 1 D(0.180 L(0480) fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 it Fb:Allowable: 2,847.26 psi Load Comb Max fv/FvRatio= 0.398: 1 19.0 n, 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 1r 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: 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 8 APR 2014,8 02A M wlt�pie Slm a Bei ,..., ,, ,filo= t 14O51T-11E1t 11 7-las 4-, ENER€�iALC,INC, 1983-2014,Eu d_6.14_1.26,ver.614.1.28- Lic.#:KW-06002997 Licensee:C.T.ENGINEERING W©odBeam Design : TFB.a.12 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 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-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=10.250 ft Design Summary D 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 • Max fv/FvRatio= 0.117: 1 A AA fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 5844 >360 Total Defl Ratio 4250 >180 Wood Beam Design TFB a.13 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,0.0 ft to 9.50 ft,Trib=5.50 ft Unif Load: D=0.0150, L=0.040 k/ft,9.50 to 16.0 ft,Trib=7.70 ft Unif Load: D=0.0970 k/ft,9.50 to 16.0 ft,Trib=1.0 ft Point: L=3.20 k @ 3.750 ft Point: L=5.40k@9.50ft Desiqn Summary Max fb/Fb Ratio = 0.605: 1 iF __ f1011 1°�J8 oso0,__ _____ D(0 08250.L(0.220) fb:Actual: 1,421.38 psi at 9.493 ft in Span#1 t . ` Fb:Allowable: 2,349.29 psi A Load Comb: +D+L+H Max fv/FvRatio= 0.397: 1 • fv:Actual: 105.23 psi at 0.000 ft in Span#1 • • Fv:Allowable: 265.00 psi 16.0 ft, 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.253 in Downward Total 0.292 in Left Support 1.01 6.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.51 6.17 Live Load Defl Ratio 758 >360 Total Defl Ratio 657 >180 Wood.Beam Design TFB.a.14 _ Calculations per.2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary 0(0.09750)L(0 2601 Max fb/Fb Ratio = 0.214: 1 fb:Actual: 218.04 psi at 1.625 ft in Span#1 li. °• Fb:Allowable: 1,016.95 psi Load Comb: +D+L+H Max fv/FvRatio= 0.171 : 1 2 A fv:Actual: 25.67 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.250 8,2-2,8 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 Printed:8 APR 2014,8:02AM • An ut pie Sr a3 earn / RC I.. 18 41 & 44 ,,,,, .,...,. . .,,,.. ��,� ;- INCC" � �'f4 i 8,1E " . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING � Wood Beam Design : TFB.a.15 r: w Calculations per 2005NDS,IBC 2009 CBC 2010,''ASCE 7-10 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-PrIl 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 kilt,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.10 k/ft,Trib=1.0 ft Point L=6.50k@2.Oft Design Summary — Max fb/Fb Ratio = 0.679: 1 r r D(010) L O. 720 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 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 9 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 Deft 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:28 MAR 2014,2.32PM Fie Q:1141NS3T 1fi ttf1 11 Cfs Mit. u1 Ipl impjBearn.:.. . .t RCAI c INC1983-2Ol4-B„ :s_14_i,23,Verrj4.1.23 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Design : TFB.a.16 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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 p(R 48, o Q5g80) Max fb/Fb Ratio = 0.434: 1 fb:Actual: 440.69 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psiY.. Load Comb: +D+L+H Max fv/FvRatio= 0.270: 1 A A fv:Actual: 40.47 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0R 2-2x8 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 Wood Beam Design : TFB.a.18 (LEFT) Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 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-Pr!! 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 IN0 0150 0 0407 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 U CQ, fv:Actual: 20.53 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.0 re.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 _Wood Beam Design : TFB.a.18 (RIGHT) Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 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-Pr!! 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 k/ft,Trib=0.50 ft Design Summary ' Max fb/Fb Ratio = 0.099 1 0bq$ 1 i 0gga5 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 • fv:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 7.0$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 Printed 28 MAR 214,2 32PM ;', > 4t1 351T ' t> 451 1. lTlultl ie Sdrin le DealI1t1l t ENEitcALciNc 198-=201a Buad;614 23,uer614 -`4, Lic.#:KW-06002997 Licensee:C.T.ENGINEERING ;Wood Beam Design : TFB.a.19 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 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-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 , 010051 L(0.02680) Max fb/Fb Ratio = 0.319. 1 D(0. L(0.32 + fb:Actual: 721.37 psi at 5.500 ft in Span#1 Fb:Allowable: 2261.18 psi Load Comb: +D+L+H Max fv/FvRatio= 0.197: 1 A A fv:Actual: 60.97 psi at 9.845 ft in Span#1 11.0 ft 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 Dell Ratio 688>180 Wood Beam Design : TFB.a.20 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 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-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,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 klft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft Design Summary 4,"' Max fb/Fb Ratio = 0.102. 1 D I=0_04,Q b°e° 80 fb:Actual: 233.95 psi at 3.117 ft in Span#1 Fb:Allowable: 2,301.93 psi ,.i . Load Comb: +D+L+H Tyr, �` 11 Max fv/FvRatio= 0.088: 1 A A 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 Wood Beam Design TFB.a.21 Calculations per 2005 NDS;IBC 2009,CBC 2010,ASCE 7-10 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, L=0.0250 klft,Trib=2.0 ft Design Summary 0(0.030 L(0.050( Max fb/Fb Ratio = 0.040; 1t, .-...:.,' =-:;m2:., "7,1.=;",Y, fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.033: 1 fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft.2-2,8 Load Comb: +D+L+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 0.05 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: 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 MAP 2014,2:32PM Mtilupwe Slmpie pear 111-' F Q i 51 -n 1�1.>lrS <, ..... ` �N>�IA�c,�+zc.asst.2o�4�Thats �� ,�3 - Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design .: TFB.a.22 Calculations per 2005 NDS,IBC 2009,CSC 2010,ASCE 7-10 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 D o.142 ( 80 884 Max fb/Fb Ratio = 0.452: 1 b(o.,o)t(o.s4.-�0� °+ ; fb:Actual: 487.18 psi at 1.500 ft in Span#1 a- , Fb:Allowable: 1,077.63 psi -, `"I�,4II Load Comb: +D+L+H • `e' Max fv/FvRatio= 0.340: 1 A fv:Actual: 61.19 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0 ft, 4x10 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 Defl Ratio 4152 >180 Wood Beam Design : TFB.a.23 Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-10 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=0.10, 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.Ok@3.Oft Design Summary ,„„ D(0.1425.L(0380 Max fb/Fb Ratio = 0.855: 1 f f.................._..• ul ttQ$..o) fb:Actual: 878.56 psi at 2.720 ft in Span#11, -., Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.806: 1 A fv:Actual: 120.83 psi .at 3.400 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 e, 2-2x8 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 Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD /\ /\ Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 Ib/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 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%? N 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(=lI)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(q)= 1.00 E = 1.6E+06 psi TOTAL_U 360 CM(E)= 1.00 0 INCH Emin = .00E+00 psi Incise Ci= 1.00 0 HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH = 0 inches fv,NorcH(Tension Face)= < Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. • C T ENGINEERING Suite 302 `�� _',''.' I N C. /� ? IH :S L-1 (_�ye: k) Date: Z. 12 Client: 3t '> 14 Os' Page Nuinbcr: PAX: i (206)28S-0618 • . I � • • • i• ; . ,tit k :i7_._ • IF' : $ ' • I 1 • _ •I : ril.r)r-. ...- 1522/2.. ® • . i I 2 ` 1 • • ' ; 1 : • i I ; I N : I ; I 1 ;sbL•17 i, $ -,=--7-7- -i-t-__::3:6 ig•1•ri,••;C,2; -=.--,-.5,[2010 I/21. • • i 1 1 , 1 i I 1 1 i ' ! S'St'1b.. i �t I 1 1 , � i 1 i �� - � I I C 'TT1 -o f. -' -i tV\.• M K5 o 1 1 , iI ; 1 I ; IX11Z-s 7 % 2 �..� } 1 L I : _ . 1 2' 1.:' 3. . K g.l1w . I 11 ; . I � I K ' 1 I I I I ` I J / Ste+ 1 , "y► 7 L" , 1 I I I . I I • I ,, : I I 11 , I A l fl 1 I .I I I I.. h. t i �k I I. -__. 1 _ - _ - L , I 1 J _ 5 g'�` 1 I I I I r I I I '. I, 1 1 l...l.- 1 ..• 1 i , i 1 , • I 1. I I I ' • • • 1 i• I 1 I I , i , 1 • .I....1_ I • • ...• I I... I I 11 I I. • i : I I ' I. I 1. ; I ( I i I ' 1II 1 ' ' , I • • I _ 1 I ; ' 1 1 1 . I I . .. i f I 1 1 I 1.. ' ` I ' I ` 1.. I t ' 1 I I t I .. f i 1 I I - / • 7 1 • 1 1 1 , I I I . I I - , . - ' 1 II • 1 1 I :. I I : . • , i ' i 1 I I ' . I _ I ' I I ' � 1 1 1 I 1 I I + I 1 I ' •• i 1 11 1 I i ' I 1 ' 1 • • j I I 11 - I i i • 1 t i i :. 1 � I I • I _ ..-I I : i 1 1 1 Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 (/�'Q /� .t , Seattle,WA N `--�I 6:7`++c��t 1 (7II..-`t 60k-) 0-V1+ (206)98109 1'roject:�V�/I Oute: (206)285-9512 FAX: Client: A l,rae 1 v Page Number: (206)285-0618 -1 )1)1(;:t-- lJP 041 = 2)"4 ►s.)- C- \o '1`VE►GMT QT`t. Tv1DS 61.°i1. ; DESGM G�'i�'bc �Z� (1.) (5) TomV . a 771 775 37\ 5,5'\ 74\ 9,2\` tJ1‘D-Ft.i , 9.DB E37I F.791 II 3. 74; GPs G 2.961 9,5(:, 9.75' , 7101- 2.5‘6 3.7" 5.6'c WC. )NvEr<ion L44 e ‘-v,,,tb, uJ= a 8 02-1\A k L ((14 3 iFcP T • Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 `w,'' Seattle,WA Project: x7 �rtr e,[� v 1 f1 L ?��l Date: 0sV)4+ (206)``,nay (206)285-4512 1 Client: \)V�4 14 O� 1 Page Number: (206)285-0618 15U 1 LT VPr UDS a 2„7� Irj -5-"Kt.--.GT)-1. 14E1 amt. Lac. WANL..L.- 6•Tul S: siGmsTt.�s l60> (z) (5> c) (5) , K. d. 771 7 ' 04 . tk11lb.f _ C€31 E3 71/ '6 "N31 GwG,E �.9 � 9, , 9.75' 3131 - "` 10.E 17e Ll 4- O,St-1� 2E a �pV IC 5 Lis‘1- 124,\1._ CtO.F. (1\ •C- , 7- LCD ) 4- ' {ZOrnrk ULT. Ecp: ��( +=lp zzol,m0 ��Z_ -f'4TCH'`< Ga ->= 4-3 Com. 3n:7--I '• = . K� k< SAJ Zc-39,2‘)` 6.7t D,97 .l. -1151s: ot t t.A v,..-; 2.4 i s3fs n -o ��6�c rF-(13 21.3 46.25 ` 9' (-0 Z (44 Q + S6P5i- i- 1c0, c 152 Gt <St31 C Structural Engineers Design Maps Summary Report Page 1 of 1 ImusGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III ;r � B avertonil'4 r duri. , Ali v4:1., '--r,t,-„, '1;'::::4***44:i;;;e...,,,,,a ,-,„,,-,,,,,,,,...„.„ ,,„..-Ay.,,.,--131-':',--- : :--- -1 .,' rasp r 4 ice_ . •s,•tllS Q .g 0 e0 e , lif ,,,, ,, ,- .,:ki,:: :„,,,,,,,, ,,,v,„. 4i. .. �,i5 „'' i.'''' . 0 King City i,,,,,,....!.41,1,-„,-.,:;$,,.-, ,,.-6„ro r--. Po '•'-,.„,,,,-, 1,,,,,:-;;;:,--':I__,:- A til . I ati� ' x h as .<. USGS-Provided Output S. = 0.972 g SMS = 1.080 g S°5 = 0.720 g S. = 0.423 g SM1 = 0.667 g S°1 = 0.445 g For information on how the 55 and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the'2009 NEHRP"building code reference document. ca NICE Response se Spear m Design response Spectrum 1.20 o. 07-2 0.44 on G 7 0.5.4 VI r tit 0,44 x.83 0 22 A,2A 0:22 all tf$1 0.043 A-000,00 8 80 t1. p.#S1 0• 8020 1.80 120 1,431 1- 1. 51 0l6 028 t#,kt1 6.6fl f3. 1.00_....rL. 1.#b t. Q i.II# s period T tote) Period. l sat) .00 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 Twin Creeks, 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 S1= 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.usgs.gov/research/hazmaps/ http://geohazards.usqs.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 SM1= Fv*S1 SMi= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 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 Twin Creeks,Elevation A Sos= 0.72 h„=19.00 (ft) Sm= 0.45 0=0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) Sr= 0.43 k=1 ASCE 7-05(Section 12.8.3) T.=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Sm/(T'(RAE)) (for Ts Ti) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,`T,)/(T21RAE)) (for T>T,) 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)(MINA S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOCKUP REFS Cl Cl Cl C4 C5 C6 C7 CS CS C10 C11 C12 CII C14 Cl? CIG Cl? 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 DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w; w;'h,' w,*5 x5 DESIGN SUM LEVEL Height (ft) 5,(5) (sgft) (kst) (sgft) (ksf) (s(15) (650 (kips) (kips) Ew,'h,` Vi DESIGN V V_:,.., NS E-W Roof - 19.00 19.00 1870 0:022 41.1 781.7 0.61 440 4.40 7.01 9.01 Top Floor 9.00 10.00 10.00 1517 0.028 333 0.022 48.8 498.0 0.39 2.80 2.80 6.13 r. 7.33 10.00 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st(base)- - 90.9 1279.7 1.00 7.20 13.14 I 16.34 E=V= 10.08 E11.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F,,_ DIAPHR. F, E F; w; o w; Fp,,_ EFF,_ww 0.4`SOS'IE'wp 0.2'Sos`IE'wp LEVEL (kips) (kips) (kips) (kips) (kips) 2:w, Fp,Max. Fp,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 2.60 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 N.E.T. 3282014 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 Twin Creeks,Elevation A N-S E-W F-B S-S 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 45.0 ft. V u/t. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed P asec.ccat= &: 03', 'Vll$,mph (E016-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Hip Hip N-S EW PS30 A= 25.7 25.7 psf Pitch= 45.0:: 30.0 Figure 28.6-1 Ps3o B= 17.6 17.6 psf Figure 28.6-1 Ps30 c= 20.4 20.4 psf Figure 28.6-1 P5300= 14.0 14.0 psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) )\*Krt*I : 1 1 ps=a*Kzt*I*pa30= (Eq.28.6-1) NA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) psB= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) psi,= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PsAand caverage= 23.1 23.1 psf (LRFD) Po B 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 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac A0 AA As Ac A0 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 An= 870.2 AF= 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 Twin Creeks,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-W) 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 0.00000. 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(n-s)= 16.97 V(e-w)= 21.10 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MiniPart 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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)= 2t10 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 Twin Creeks, Elevation A SHEATHING THICKNESS tsheatbing= 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 Roof SHEET TITLE: gEii "'';:'^:;.,,�:'• `. CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A Diaph.Level: Direction: Typ.Panel Height Aft. Seismic V I- 4.40 kips Design Wind NS V I• 7.01 kips Sum Seismic V I- 4.40 kips Sum Wind NS V I• 7.01 kips 111)DISTRIBUTION TO SHEAR UNESI Or C2 C3 C4 C5 C5 C7 C8 C9 C/O •C11 C12 C/3 C14 /11C��/5�}}/}1/°C�11��5 Line TrIE% WREM 1st Line Tbrlb Line LI a Trib. �L�IdYWIdYI MOEN + '®2.199 3.50656 ro•, �®�®® +,, 2.199 3.50656tam ®' ®�� A '®m 0.00 0.00 0.00 Mr,'M o0 0.00 0.0 0' o� 0.00 0.000 •;,..311r"CEEMMIIICIE 0' o0 �m ,p 0.00 0.04-. �m 0.00 0.00 000 E.Mo c^L= 0.00 0.00 Balance Check ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. E.Q. E.Q. E.Q. E.O. Wind Wind Wind Line ID Lwall Ce Lwall' livui v V Amplifiers v Type Type v V (ft) (It) (ft) (PS) (k) P 2wM"' (pit) (PS) (k) °I ' `®®MLLE MEM® ' MO=® 0.00 0 0.00 ��O OO �o � ■0 000 IMAM ARMOIRES 000 I 0 000 ��oo®oo SYMWAIBMEIZA 0.00 KW Q 0.00 MiKMMEA0111112111000 9.00 > '.Q 0.00 insamamo®000 9.00 440:111EN 0.00 MilLIMMULUMor®000 9.00 s 0 0.00 ��o®®oo e 0.00 MAW o 0.00 010' 000 xa 0.00 + 0 0.00 ®" ®" 0' o00 p-1.00 .'Table 4.3.4 AF&PA SDPWS•Footnote 1 'Spada)E Q.DL Uplift Factor ;94✓@ DL Upldt Factor at/Wnd 3 OVERTURNING RESISTANCE Seismic U•lift Wind U•Ilft Resisted Resisted R.du.M Net OTM Add'I Reduc.d Net OTM Add'I Max. une ID LDL,n. w dl ID(#1) ID(#2) LAR),) OTM R0 Level Abv. Total n U U,•m OTM Ror0 Level Abv. Total U U. U,,, HD (ft) (Id!), Above Above (ft) ki.ft ki.ft k1•ft (Ia ft Id.ft (k) (kis) (41.-0 ki,-ft (ki.-ft) (kip-ft) (kl R) (k) (kip) ki. 'MEVArNiii 16.07 17.81 29.35 -11.53 �� s -0.72 28.40 31.88 -3.48 • c + -0.22 -0.22 NONE :�'. 0. 5111 0 -,- s'CSEl'',.>,'�, r 0,,;+. 0.00 NONE ;''• 0.0 a .411f2,01@t a_ ,,•i-e1) 0.00 NONE. i5'1 PIM 0.0 aWWI= 0.00 NONE 0.0 110::,,,,g713 ■ + as a a 0.00 NONE + 7.25 6.67 8.57 0 10 ',��• 0 10,v.,:a+ ,+. 0.01 13.82 9.39 4 44 :a 4.44 c 0.61 0.61 z z 7.66 9.14 9.32 -0 18 -0 16 g ��,., -0.02 14.58 10.21 4 37 �T'e 4 37 (3 a 0.57 0.57 N '. t +',e ' 0.00 d m: o.0 0.00 NON o.o 0.0 a L.olieEa a_ 0.00 NONE 0.0 'bilk, a 0.00 NONE ":. ® + Mr. 0.00 NONE '.. Holdawn Cfr Offset from SWEnd P,v /in E. 0.00 -11.61 N.E.T. 3282014 • CT ENGINEERING N8S Top Floor x SHEEPRT OJETITLECT CT #: CT#14051:Plan 3713 Twin C eeks,Elevation A Diaph.Level .r Direction: Typ,Panel Height ft. Seismic V I- 2.8 kips Design Wind NS V I- 8.1 kips Sum Seismic V I. 7.2 kips Sum Wind NS V i- 13.1 kips 1 DISTR BUT ON TO SHEAR L NES Line TrIbE% W ENO 1st Line Trib Above Line 2nd Line Trib. � ) Unto.7„ShW r I <- '®' 1.401 3.06577a-^ +'A'. ®' ® .r®. 1•11=11MEM givsniwzi mos 1.401 3.06577 1111111531M® 3.60 6.57 IIIIESCIN®i ®pmw0.00 0.00 0.00 0.00 . MEW EITEN:mmzreEVAINEZIMMISOREST031 o.00 0.00 0.00 0.00 ' ,,. 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00=LIM IEFINm 0.00 0.00 0.00 0.00 ONMEIME • w 0.00 0.00 0.00 0.00 0mimmoi E. EIEME131111EZIEW Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.O. E.•. W nd Wind Wind Line ID Lwaf C. Lwall' v V Amplifiers V Type Type v V (0) (0) (01 (Plt) (k) p 2wrh/`l (pl1) (PI0 (k) APRIMINIM 0.00 FIESIMMI 0.00 MilEMIELL111pp p 0.00 ,r 0.00 EIMASIMM 0.00 INILIMMEIMppp0 0.00 0 0.00 p 0.00 MilM1111111111pp 0 0.00 ILIZANNOLX, 00 o .00 � 0 0.00 ��0® 0 0.00 moat :a TERI 6.00mumQ 0.00 INIEGEMEMMMIIICIE 0 0.00 7^s:.s-,.: 0.00 EMAISIE1111 0.00 MiENNIBINIpp 0 0.00 MIELWRIERGEEP, „AMA 6.00 a:31VMM 0.00 ®" '0 ®0' 0.60 WariABBIERIV ARM 0.00 0:;ifVf• SIM 0.00 MIE11111111Mpppp 0.00 o.00 T=T,»,<p 0.00 MLA MEM pppO 0.00 p-1.00 '''Table 4.3.4 AFBPA SDPWS,Footnote 1 96 'Special E.Q.DL Uplift Fedor: ,�3.?%a DL Uplift Factor wNNnd 4.,,,,,�� 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Rsds.sd Net OTM Add'I Rsdu<sd Net OTM Add! Max. Line ID Las wdi 10181) ID(62) Lone OTM Ron. Level Abv. Total R U U,,,,,, OTM Rvne Level Abv. Total U U,,,m U.,,,. HD fl k Above Above (ft ki•ft ki•ft ki•-ft ki•ft kl.ft k kl. ki.-6 kl.-ft hi.ft) (ki•-fl) ki•-ft k (kip) ki• = t 37 4 ' 35 15 32.76 122.30 S9 54 n , 101.07 �P 00 ' J " v -2,88 59.87 132.88 73 07 w4E"•� 76 55)€„40.00 � SaM a.Qa NONEiN0 rsi � oE • 4 e I 0.00 .•:t • 'ir 0.0 3r e'8Jj as `) 44 j 0.00 NONE Ed f ,o-, i 16.6 y '/14.32 21.23 24.01 -2.77 1666 -2.77 -0.19 38.76 26.08 12.68 t 12.681Iff 0.89 0.89 STHD1a V o ( �+ Aar''''a9 t r „3= 9.9WCi‘ ragern 7.66 11.53 8.59 2.94 1•{},94 2.76p,.,,,', 0.36 21.04 9.33 11.71 :';` 16.08. d 2.10 2.10 STHD14 0.0 81!''. d° as 0.00 NONE ;jalrlaBESAM 1(9a 0.00 NONE a 1,qR 0.00 NON 9-tiO al ;14 s'( 0.00 NONE ANON-STACKING SW ELEMENTS �-4 ,,' ; � �i 1fG5`(I a a° �,:�i 0.00 NONE -o,,,,,'.;g, _._. 0.0 N.:44 ',. I( 0.00 NONE Flddown ctr Offset from SW End / in E_ -1161 10108 N.E.T. 3/28/2014 CT ENGINEERING E8W Roof =e.... �" ,,r:Itl4 CT PROJECT#: CT#14051 Plan 3713 Twin Creeks.Elevation A Diaph.Level: Direction: Typ.Panel Height a. Seismic V 1- 4.40 kips Design Wind E-W V I- 9.01 kips Sum Seismic V I- 4.40 kips Sum Wind E-W V i- 9.01 kips (1)DISTRIBUTION TO SHEAR LINES Ci 02 C3 Ci CS Cl 1. C8 C9 CIO CII 017 113 C14 C15 C16 bLine TrIE% WIgliffl 1st Line Trib Above Line Line Trib. � Uniform Shear,ly 2.199 4.50607 ®' __ 2.199 4.50607 ®' ��0� 0.00 0.00 IP-- 0.00 0.00 0' -- 0.00 0.00 0' -- �m 0.00 0.00 0-- ;,;,;�m ; r� 0.00 0.00 0-- rts,emu =Nommo £ Y% 0.00 0.00 0-_ E-EITIECIE I. 0.00 0.00 IIMMEGE Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Line ID Lwall Cs Lwalf Hwui v V Amplifiers v Type Type v V (ft) (9) (ft) (pg) (k) p 2w/h(_, (pl0 (pill (k) .so-_. 2. ,g ® :: l ®NEKIIM®" ®" a IMEM 000 = p 0.00 ��p OO 0.00 el a ®i ' ��®� al:aaae � ., :. 1= N. r�=r� ® <' gat+�Y� W l 0 0.00 p 0.00 ��pIAO o.oa 9.99 04•14,11:. 0.00 ��0��0 0.00 0.00 e p 0.00 ��p OO 0.00 0.00 = ,. • 0.00 MILLEMESp p0.00 0.00 l • 0.00 =MINIM 0.00 WAISIMENWIWIANN 0.00 p 0.00 NiammummOO-O 000 0.00p 0.00 ��ppp0 0.00 0.00 , p 0.00 MilIMMILINOO-O 0.00 p-1.00 ')Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.Q.DL Uplift Factor: "y2p DL Uplift Factor wMAnd'[ 707 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Restated Resisted Reduces Net OTM Add Reduced Net OTM Add) Mas. Line ID Lw.c wdl ID(#1) ID(92) Lusa OTM Ro,M Level Abv. Total LI U U.,, OTM Rom Level Abv. Total U U,,,,e U.,,,e HD (ft) (kit) Above Above (ft) (kip-5) (Mp-9) (kip-ft) (kip-ft) (kip ft) (k) (kip) (kip-ft) (kdp-ft) (kip-8) (k p-ft) (kip-ft) (k) (kip) (klp) 7 32.4 r 30.14 17.81 91.73 -73.92 -73 92 1 ptl,.,,w..,,,,,,,..7:1,,, -2.45 38.50 99.67 -63 17 , -63 17;:% -2.10 -2.10 1N'`'; P o.oe.i V i 4g 0.00 NONE +' 13.3 a g' ' ,"(s 11.08 8.84 15.54 -6.69 9.E -6 6914,914,..:)',U••,,,,)',.)._.• '1 -0.80 18.12 16.88 1.24 .„. 1.24 s 0.11 0.11 NONE „ & 13 5 a� ;i' 11.24 8.97 15.91 -0.94 y, -6 94 -0.82 18.38 17.29 1.09 1.09 0.10 0.10 NQNE 0.0 - o.00 NONE ?n , ✓ +','Y $ 0.00 NONE `• 00 CI 0.0 v 1, .,f'f�b".'..rpti!i //s��7( 0.00 NONE m E 0.0 dye ,is,% � a D ''''''Ni 0.00 NONE p Aft?"mss ",paaffi'': g.0 /.%,c-y sa� Y 0.00 NONE ,,', ';';,,,,.;a 7 S„Ap a :.: ,a Whilr 00 MI '.:i s . 0.00 NONE ;41 '0 '1 '. 1 6 YT a 0.00 NONE 6N, i R. s i4. r . 0.00 NONE =.\ Holdown Ctr./Offset from SWEnd 05'k `j :n >:= 0.00 -07.55 N.E.T. 3282014 CT ENGINEERING E&W Top Floor SHEET TITLE: - >`LTSes. .f :aidd°"t ',C, _..fin CT PROJECT#: CT#14051.Plan 3713 Twin Creeks,Elevation A Diaph.Level: r NOTE: LOAD VALUES SHOWN ARE FOR Diaph.Le u^19 Typ.Penal Height ft. Seismic Vl= 2.8 kips Design Wind E-W Vi= 7.3 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum Seismic V i= 7.2 kips Sum Wind E-W V i= 18.3 kips TnE Y.• Above Line Load Line E W let Line Trib 2nd Line Trib. 2.90 6.34�2 ESEEEEP eat " r®'. 1.401 3.66624 = r r 276 K' '®'. n3 ".'%'I 0.88 1.60 SWT' 909 �m n*1° 0.00 0.00 0.00 0.00 0 Wim-f€t,. :0• ..- ono 0.00 0.00 0.0o Q �m 1 0.00 0.00 0.00 0.00 ' '®' m be''f. 0.00 0.00 0.00 0.00 7 �m 0.00 0.00 0.00 �0.00►�/ 0 E_®.r ® E. 4.40 9.01 Era Balance Check: ok ok Balance Check: ok N.G.I ok ok 2 DISTR BUT ON TO SHEARWALLS E.Q. E.Q. E.Q. E.Q. .Q. Wind Wind Wed Line ID Lwall Cs LwaH' H. v V Amplifiers r Type Type v V (ft) (ft) (ft) (P19 (k) p 2w/h") PIO (pit) (k) •P' 710 717 71.. 713 C14 =7r-' s ,s i ��lracmp."le.L"IM AJ1:e, d 6.34 smossmammahma 0.00 p 0.00 p♦►,' 1.00 0 pp 0 0,00 kw .;„,9,, 0.00 p o.00 �� 5.00 o pp o o.00 ,re...... ., I �� L�p 276 3.70 int 9.66 c � �� 276 2.67 MAP 9,t„q. xe ��M�� .00 0 '5=1,51• °Aw ��® 4:, _ 2.66 a 00 p 0.00 1.00 0 111121111.E.' 0 0.00 �d" alni : �[ �� .00 0 Fes; 0., 'Itar11 ' ELn�FFIlliLan�nlatif6 ra'ii1 a.il ' ,i ',Ifireggirni"k4iNEgi 0.00a p 0.00 mom 1.00 0 pp 0 0.00 p-1.00 ''Table 4.3.4 AF&PA SDPWS,Footnote 1 ;. 'Spatial E.Q.DL Upli#Factor: �^= DL Uplirt Factor wM4nd: 4i fitw.r 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted Reduced Net OTM Add'I Redceed Net OTM Add'I Max. Line ID La,,, w di ID(#1) ID(#2) Lu,,. OTM Ro,M Level Abv. Total C U UW„, OTM Ro,u Level Abv. Total U U,,,,, U,e,, HD (II) (kit) Above Above (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (k) (kip) (kip) Te" E 26 2 10.7. ;:4061 23.90 26.39 59.79 i, -33.40 m--107.32 'fit 1aes -4.49 57.69 64.96 -7.28 y41"3'i; 70 44 P'"•` r(7 -2.95 -2.95 NONE 00IligRE g lit tl 0.00 NONE ``iii 0.90 NONE t 0 00 E ppb` s bS 31?r7 15.4 13.15 14.39 33.17 -18.76 -18 78 p,045.!!!:::1117:';'7., n -1.43 33.68 37.47 3 79. 3 79 Ciieie -0.29 -0.29 NONE 11.7 9.41 10.37 12.40 -2.03 iii, 203 40, .. -0.22 24.28 13.53 1075, i 1075'',P;(:.4 1.14 1.14 STHD14. 0.0 y. )1�0 k : °�++'. 0.00 NONE a t . a7:::1,64!„.,,,:::;,i.! k a 00 p�`0#� 1 0.00 NONE n 1,,,,„,p,,,,,,.., (JONSTAC KING SW ELE0.0MENT$ 4111:05 F i ' `y;?`', 0.00 NONE0.00 NONE gett NMI 0.0 n tpt 11t :r„ n 0.00 NONE F 0.0 ,., r' ,x,. `.°. _ ., 0.00 NONE ''. Holdown Ctr.Offset from SW End: ,in E= -87.55 -116.89 N.E.T. 3282014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation A WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq = 476.7 lb V w= 4506.1 lb V1 w= 3529.3 lb V3 w= 976.8 lb ► ► v hdr eq= 72.4 plf ► A H head = n a t W ;$ ` I 1.10 ft v q d?'a� eq. . f8 // /r <f A �� X t ra 61 F2 .-' ' i ''' •f• ��t'',,,xis WALL TYPE H pier= v1 eq 107 8 p/f ,,,,;-)!,,i,',',1,! € ;i r ` ,plf P6TN E.Q. 5.5 vi w= 221.0 ptf 4g', �� A, , �0 p/f P6 WIND feet 6 f H total= � '` ', 8.1 ��r. . Fdrag3 e F4 e. f .:,0 , . •feet A �/„ Fra '' 11 ,��1,7,R i;`. /%% d 1 F N \ N tt^� Q R E f o H sill = RR. ��&F ff 2 // ,or feet 1` iii` sem`: I ;1101'`0 E�'� .1; REFER TO'3)O.T. RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 4 ► i ►4 ► Hpier/L1= 0.34 L total = 30.39 feet Hpier/L3= 1.24 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 Twin Creeks,Elevation A WALL ID: S.2.A V eq 1091.8 Ib V1 eq= 543.7 /b V3 eq= 548.1 lb V w= 212003:71128 237.2 /b V1 w= 1114.0 lb V3 w= 1123.2 lb ► ► v hdr eq= 96.4 p/f ► A H head= �t t�ia � �i� 1.10 ft {f g, r MF; t0"jE: �•, *, " tl WALL TYPE Matit4iiiiie-'''N H pier= E.Q. � � 1plf P6 E 5.5 �� f P4 WIND feet y,„, pl 4, ' A. • H total= a �,-, -* 8.1 ,; a y y =Hdrit . feet A dr a ti 1�ti • _ ,yE ,& n Hsill= p::41.•(!:, 1.5te t,x E • feetlig 1 Y� ' + , f -. f a, REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 ► ,, o•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#: CTI# 14051: Plan 3713 Twin Creeks, Elevation A WALL ID: S.2.B V eq 1107.2 Ib V1 eq = 893.8 Ib V3 eq = 213.4 /b V w= 2268.8 lb Vi w= 1831.5 lb V3 w= 437.3 lb ► P. v hdr eq= 96.4 plf ► A H head = • k i : 1.10ft V : • 4 • i' f € WALL TYPE " b plf P6TN E.Q. H pier= � � � ' �, ffi �,f� � `,� �� ' 50 6� ' r re�e4. 3 : ,`;^ " ,; ; ! Plf P6 WIND feet H total= "G „' r e. k Q��yy 8.1 feet .,, 4 ;'a icy*, E7..... , „, ,ovii,.„.„./.....27,k,,,,...- AR., ',`",,,,,,.”. .,,,i.,'., el,,,,9"...','"1,,,,,'W,";,"',,4 ,� ,„ h N ` 4 H sill = ",„ 4�t' ??i ti�� `i: ,', 1'.V ` r h 2.0 feet ,s. ,,€I= `%,,/ ; a°C a ',4,', ! y 041]f ,j A '€. j P e REFER TO'3)O.T.RESISTANCE'FOR UPLIFT • H/L Ratios: L1= 6.5' LL3= 1.5 2= 3.5 ► Htotal/L= 0.70 ► ► Hpier/L1= 3.25 0.78 Hpier/L3= L total = 11.49 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbi.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 Twin Creeks, 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 -0- I H head= /\ � 1.10 ft` V , F2 WALL TYPE VeLKH pier= I'v,rFtk . 'ivo., aW �'� „ ; «t p If P4 E.Q. 5.0 ; .' ' � pr'`: Vii/ �' : w plf P3 WIND feet ro E ' ,g,-.,,,0.4, ; / . . Htotal= 1-/ k u33l e l, feet fr 3, \ ,E . Y f!.�l paw.: H sill= • , �, ' i, is 4 ,, M, 3.0 ,riq k ., R" , s 3 k,, feet r , Y� '3@ kJ.av ice.' ( 'H:'•r\:' It 4 ,.4v/-0::,'";4.'Z',11,11;Ch x: REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2='13.0 L3= 8.2 Htotal/L= 0.38 1 0 1 ►4 0 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 K h i a� • A PA Technic . Topics TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 AM—The Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ =790#< EQ (ALLOW) = 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable D• -gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearl°M(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 • i. 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fab 1 Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading ' '' (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing Pony ; wall height • • rS �, F I Fasten top t header `with two rows of o.c.t • r..., ,,, �-�,_ _, 6�.„'"<;,4'.7----1: 1;-7Y/i,' / sinker nails at 3"o.c.typ .� Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' •':•• i•: galvanized box nails at 3"grid pattern as shown max ? /panel sheathing total ,y, Header to jack-stud strap per wind design. • 1 wall Min 1000 lbf on both sides of opening opposite height side of sheathing. ' If needed,panel splice edges " y shall occur over and be 10' '^•,• Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with t within middle 24"of portal het ht '. 8d common or galvanized box nails at 3"o.c. • height.One row of 3"o.c. g G in all framing(studs,blocking,and sills)typ. r nailing is required in each panel edge. 4 Min length of panel per table 1 Typical portal frame f" construction Min(2)3500 lb strap-type hold-downs i /' (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar �• I jack studs per IRC tables -- top and bottom of footing Lop bars 15"min. .p l' R502.5(1)&(2). ti ,',0,,- „''..! n' tea_; .. 1 r„ f '. Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 O 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apowood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 Form No.1T-100F APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@opawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Weed Association 180 Nickerson St. CT E N GI NE E RIING Suite 302 Project: -frtIn NC QYAZSv /iiry.- Date: S9e8a1t0tl9e,W WA I-� 2 /� (20O 285-4512 Client: �.✓lw 2,5'JV, (,3,2 ( V J5 C— 2`3Q5',6,..5,1-) PAX: Page Number: (206)285-0618 V&7: 5°-171 CV I i a- o, C&S �b On7-A-j (ci--60 a y 6 (1,6 t, k x l6`` )2:` k l 2`i !31fDti 6n-Qs---43)x-K- fzoi4u 19-a- C'a r� 11,1 . , . . MR ( c.07TvrP rte- NAT /6 M (*o,?, _ � _ .�6 tl►n = 0(0,2)/60) 0.312 (5 t,16 WZ3)61 ) z o,ti 000 — ,5g�� (0e,2)11a6) `e .— _ 6.8 ,9, - ). ,�, _ Aer A2041= ) 5` X ,A)/(2) ., 4 of= 0,;66 mutur /2,r Z d� Qt - 8xU, ep,9vIYds L \A\,)-_ 1 W .4P144- Structural . -Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 Table 2..2A Uplift Connection Loads from Wind • (For Roof-to-Wall,Wail-to-Wali,and Wali-to-Foundation) r 700-yr.Wind Speed 110 115 120 130 140 1.50 160 170 180 195 2 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) I Unit Connection Loads(plf)41'3'4'5'6'7 Design Dead Load - 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf1 36 272 298 324 380 441 506 576 650 729 856 Z m 48 350 383 417 489 567 651 741 836 938 1100 rrt 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 CI 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12, 46 56 68 • 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 ;;`'',19.'''i: 20 psf 36 32 58 84 140 201 266 336 410 489 616 :: 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 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.) I 12 161924 48 Multiplier 1.00 1.33 ( .2 1.60 I 2.00 I 4.00 • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or `• wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) . for each full wall above. s ... 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ,,1 header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ;l.;V I FFor jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length z1 _. includes the overhang length and the jack span. .i C 3 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. r., .1t I':ix. • ; "+ AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING suite 302 (V11/�/ )�1/ 1 Seattle,WA Project: "TY+ IC*_— 5 1 A c. 1 L1 A • Date: 98109 t (206)285-4512 PAX: Client: Page Number: (206)285-0618 1\li) "" ‘1.e_L_I— 77)'14 7S9 6°Or'CD PI \ k� :A-6 lost, 2 2 A- w) 1 l o MQ ( u-L nip. 144,04,,7_:- 3(-. 15P5F--- po 1)2_ Comv1450 -111s 12)1 56 4:1 lizim it€ l/6 X00 , 2` 0,C. (D (0,6) = !-- /ALT 9-7z2)7siOe-TF ,41 .� urs: 1V?, cis 2Y , -70AMO TP1446 { r iV15 - =-6( 2)L--- 12 ( 4)(i) (1,0 0,6) -24, "+YR 15,0 (mak (-19/7-) 4& C -rip s eth4. PLY, -�- st-r, TYR ivll , e f;LaCe -22 ,I,P{L 1 °02- (5Y nA-I) eferAF Dvlud Structural Engineers TRUSS TO WALL CONNECTION '0'1 VAI UI`', / OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'I III F 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5' cm ,c, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `.',!, 111; 1 SDWC15600 - - :t+,, I5..... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" into 7G0 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 10/0 :n 2 (2)SDWC15600 - - ')%ti 7.i0 3 (3)SDWC15600 - - 14. a+S ROOF FRAMING PER PLAN 8d AT 6' O.C. 2X VENTED BLK'G. z tO.i31" X 3 TOENAIL ` ' ` '�' AT 6' O.C. :E3pop., r \H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -il--- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP, RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SIT VAI.U(=`H; OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES iP.11-T Fl PLIES 1 HI (6) 0,131" X 1.5" (4) 0.131" X 2.5' 400 415 1 H2.5A (5) 0.131"X 2.5" (5) 0.131" X 2.5" 535 .1.. no 1 SDWC15600 - - 41;i 11s 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 10/0 Ton 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA, ion "all 2 (2)SDWC15600 - - 970 230 3 (3)SDWC15600 - - 14!:0 .i,is ADD A35 0 48"O.C. ROOF FRAMING PER PLAN ' iiii FOR.H2.5ASTYLE 'AND 8d AT 6" O.C. CONNECTIONS2X VENTED BLK'G. .1111Eilis...1% 1111111.16. likilli, N I H2,5A & SDWC15600 ST11 F iCOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER • TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA /� F r 98109 Project+ L-•�( In) • 1�� ,� Date: (206)285-9512 FAX: Client: Page Number: (206)285-0618 • • C4zrV�� aC . ! oma ~ •Cl..• • •• - Efor .,Kr.isIU1• c{• . • . • : � 1 • 'i .2 ' I r 467 i ' ICii • k I , i1 I 1 . , 1 ! t I 1 , 1 ; •1 �` , , i i • 1 : i '. I 1 I ' I -- i - T " 1 i 1 i I . I C, '! : 5`7� 1 1 t ; S : , i I ' : I : • 1 - ,..I 1I I I I I I 1 I i 1 ,- I- , 1 'i t j I I 1 , I I 1 I I 1 , I .. I I 1 I 1 i I 1 I : I I J , — I �. ' 1. I ( ' ! I t I 1 1 ,,I, i ; 1 .i 1 1 1 1 ! i I I I i • I. i � I - I . ' I c I I I : j : t I I I I I 1 T. • I E I I I : . ; : i1 ; i • 1 I ! H. J,. I Ii I 1 i 1 I I { 1 I I i I i ": I I. 1 . . t I I I ' I 1 ; i; i i I I 1 .. i I i• ' • • - ::: 1 1 ; I I : 1 1 i 1 I I I..1 i .. I..I_. 1 I Al - I i• I • I I :_ • I I I ! i I I . I 1 1 I i 1 I Ii ! 111 , , ; I 1 I ; ? I I 1 I • _ ! I . I1 III I I.I. I * I I i _ • , I • I i I 1 • 11 III 111 1 I I 1- ' ' 1 . li . ; I I I . . 1 111 11 I 1 I I I I i i i Structural Engineers CT18 ENGINEERING Sul Nte 302 rson St. �-�-�' �sy� /�"�`) Seattle,WA INC. 1 e 71 ` ✓ Ze 14 (98109 206) Project fat. O,L l �'tkJ C c • 1 L s...�r Date: �1 (206)285-4512 FAX: Client: Page Number: (206)285-0618 • • ;CIR.kwil...E; ;'° 17":# 0.•,• 1 rl • •1 L L ,©gin v� I � I i CRI�W! QST ' K • • • ;Qd , �,7 Com". I �1 i ! ; I , iQI I ; • • • • • . ! I L \`A ��j /1 I ' .I. i : 1 I I • i , i I I I I-! i I 1--r : • : -1 ' I i I- ; ' I I '.. - I t1UI • I 7 �' � I i j I • Y 1 �i�l 1 I I i I , i 1 1-i I ; ' '. I. 1 : I I 1 I �� . I • • I , I , _, I 4.t;_I O /111 1 ( S Hi ! ; D 1_ 1 ' 1 I i i . 1 ; r -I i �� °j_ � I I11 • ! I i i. , . ._j ; i. I. ;_ 1 ' • ! } '.. 1 - I i ( H II. I • 1 , ' , I I ' I ; j. I .1.I -I. • 1...' 11 I i 1 I KI 'ITT ti‘ L V--,z b tail i t I i 1 l I ! I : ' I : I, I I I SI I • • 1 K I I !� it I I , I I I ! ( I I j bl ; C. • , i . ! ( i .C `, � 1 I 1 i I I i •• I • • • • ! 1. 1'_ i I • • • i . ! � 1 - , I.._I. ; 1 1 ' . i ' I I i ; I - • • 11I . ; ! • II1 , I I ; I I • Structural Engineers 180 Nickerson St. CT ENGINEERING • Suite 302 r N O dSeattle,WA ill .. .. . a �.AL_ 1 sate: 98109 Project: � _ Ve2.42/300./.14. (206)285-4512 FAX: Client: Page Number: (206)285-0618 . I , ' car` Z a ( WO`"`?. I �'N i ii i I • 1 . I i I , • i 1 {1 ' I , I 1 1 .• , � �I .„ ``: : : : Tom. , 11 •: 1. -1 -. .- 10 -. -1. E : .. , .. : : : 1 : . , . , :,;• •, „,, , :1 •: ,: .• i.• ,„• ,, :" :, , , ,.. . 1 i , , , : ,: ; i : : :ii t : , . I • 1' •• •,• , -, .... , . ., _ : : •....., , : , , ,. , _E , ,,, ; •-.. ,,,...,,. .:: , `•, 1 7 i i::: , , , , , i I . i 1 t 1 1 1 I. • • rs'37 'R�ll. i 1 1 111 I 1 I 1 ' .I L I -.._ L. i 1.. - i i 1 ; i ... '.. i : . I 1 1 t ., I tL t 1. , 1. 1_ . t . 1 i I i ' La r: I I I • • I ! I. 1 1 1/ • j 1) : 17z +z .. • 7 2 "' 8:00+1S7Z-V •- , • 3 Z 1 1 I I I i 1 I I , 1 1 .1 _. 523} •�,wZ1 '75° . 50#: •52.- 2p } SPS 5-tiol 1 1 s-1 11 1 1 , , 1 i I I 1 1 , t ' 1 ! 1 ; ! I1 ; 1I L ! 1I i1 i1', 1 Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 �/ M .�-��'�� Nj�'} t /y�q Seattle,WA I i IV * t ""i KI `.c . VNRk) -5,--713 ./�V3 98109 I'ro ect: �� Date: (206)285-9512 FAX: Client: Page Number: (206)285-0618 i } . . iF" I 'T IL0 , oN Q01 Fel, • 1 { . 1 • SSD � �,1� • i I I iI 171' I ' ! : X637 ) ; • ; : I . , • : : i * • 11 11 + I I I I ' • , I I 1 I 1 I I , I 1 !�;, 1• f�� —22 11 I + 11 • I - , . . CgkW'L • , j I i 'f' I ..... ; 1 I 1. .I I 1 - , . . I L 1 .` 1 I ,N1/f`t,�11 ; 1 -.• „ , . , 1 , , H ., ,, , „ ; : , I + 1 1 I i 1 I 1 I I I 1 ! II �!. .- 1�♦I - , i �'°�� ....... 1 .;. .1.1....1. .i...1 .; x 1 , I I I .� I - I I I_ I i ; I -i- I 1 1 1I 1 i I } I : L 1 _ I I I I J I t. 1.. I ._ I , , '.._ ' I.._I .,1 ; I I _.,..I i I i 1 22-. 1 1 i I V 1 1 i I i 1 I i i , I 1 1 _ ` : Tu I , -I• 1•,,.- H.e% --I-' "a I k I I ; I I bI lVt :. . I I iI I I I . 1 I I... I I 1 n 1`1 1 1 , ;_ I I u 1 I I c 41.. I I_._I I 1 I I I I , I I I , • . ' ! F I I I 11 I• i I �t_C-v I 1 -=- �C � �- j ^ ' I N ?I 1 I 1 ; 1..1 1 I 11 ; 1 ' : . _ '- I _.I- _ :i I i 1 1 ' I. . ._ l._1 1 ' ....1 i. ._ ` '• i I I j 1 ' I- I I I / 1 1 I 1 1 I I �,� ., + 1 II I � , . I i I 1 r' j 2 Ii i • • • • r- 1I ' l I I 1 I I I 1 ! I t " I • 1 : j_. 11 i ' i i. • 1 j I_ I I ; 1 _i-.. 1 1 1 11 I I : I . ., 1 ! I i I I I �. I • • • . u i _._. 1 1 i 1 1 1 � I I �_j .� 1 I I I 'h 1 ` 1 I I , i I -I t I. . I I 1 1 i - ' i ' , : I i v 1 J -1----1. .1-1 • II II � _-'-'_ 1 I 1. iI II ! � I iI1 1 � 1 '. I I l i i 1 1 _ i_ 1 ; : ' 1...i i 1 I i I i i 1 1 11 111 , ; 111 I ; ' I1 - 1 , 1.. I I I . ; 1 I - I i I I I I _. I 1 1 I 1 1 1 I � I 11 t i 1 I ! . I I I. I 1 I ; 1 I I . I I ; j I I i I I I i I I It i ; _: , 1 11 i 1 1 , • 1 ! I , I I � ' I I I ' ` I : 1 (. ' I I : ' I 1 - - . . i .il 1I 1 ' I ... . ' I .: 11 ! i 1 I 1 I I 1 1 1 1 1 I I 1 I I I I • • • • i i : I .? "i I I I_ • I I I 1 I I 1 i I i I I i t 1 j i I I I i 1 I I ' I 1 1 ' i I I I I I I I ; I . I 1 Structural Engineers POLYGON 5-5-14 R O $ E B U R G 3ABCD DAYLIGHT 2:57pm J4 MAIN 1 of 1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 T, ,r / O 18 4 0 / / 18 4 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370p1f) 177#(111p1f) 2 591#(370p1f) 177#(111p1f) Design spans 18' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3551.'# 7280.'# 48% 9.17' Total Load D+L Shear 769.# 2840.# 27% 0' Total Load D+L TL Deflection 0.3578" 0.9240" L/619 9.17' Total Load D+L LL Deflection 0.2753" 0.4620" L/805 9.17' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER StrongTie Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined aswhen the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317 , PL14-118 4-14-14 R O S E B U R G Js MAIN9:slarr, 1of1 CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 1 ft 1r / / / 13 8 4 12 11 8 9 26 7O2 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 474# -- 2 13' 8.250" Wall DFL Plate(625psi) 3.500" 3.500" 1364# -- 3 26' 7.750" Wall DFL Plate(625psi) 3.500" 1.750" 448# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(235plf) 99#(62p1f) 2 1049#(656p1f) 315#(197p1f) 3 358#(224plf) 90#(56p1f) Design spans 13' 5.625" 12' 8.875" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1348.'# 2820.'# 47% 5.61' Odd Spans D+L Negative Moment 1790.'# 2820.'# 63% 13.69' Total Load D+L Shear 692.# 1220.# 56% 13.68' Total Load D+L End Reaction 474.# 1151.# 41% 0' Odd Spans D+L Int.Reaction 1364.# 1775.# 76% 13.69' Total Load D+L TL Deflection 0.2062" 0.6734" L/783 6.28' Odd Spans D+L LL Deflection 0.1730" 0.3367" L/934 6.28' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER StaongTie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSWEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317