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Report (25) 1.)-()'2 01 y- ooaq Sherman Engineering, Inc. 14 I 0 NW Kearney#5 17, Portland, OR 97209 (503) 230-8876 Ph (503) 226-4745 Fax SiT20/1(— 000 2460 S141 Ajtot'r) s7- 1 2460 SW Main St. Exterior Addition 0.0 PROF�C�� Tigard, OR t,GlAt Jt- 7 16 September 25, 2013 41 ON Mr. Todd Sloan, Architect Opve,YtU �g96 800 NW 6', Ste. 203 �'O SHE�MP Portland, OR 97209 EXPIRES: 6/30/ * (503) 568-3962 • Subject: Sheet No. Framing: Walls Studs W5 I Joists RJ I Roof Beams h I -h2 Lateral: Loading LL I -LL2 Diaph./Wind Line Loads LL3-LL4 Shearwalls LL5-LLG Overturning LL7 Details D I -D I 0 1wi1 BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#79.92-66413 TIGARD ADD TYPICAL STUD W5 I Prepared by: JDM Date: 9/25/13 Combined Axial and Bending on Wind Loaded Solid Sawn Dimensional Wood Stud Wall Selection - 2x 6 DF-L#2 (0 16 in. o.c. Status:Adequate Conditions NDS 2005, Repetitive Use, Wind Duration of Load = I.6, Axial Duration of Load = 1 .0 Assumed full lateral bracing of narrow dimension (breadth) by sheathing or blocking. Data Loads Load per Stud Factors Stud wall lit ---- 15.5 ft Axial Load: Uniform 420 PLF 560 Lbs ` I .000 Unbraced D = 186 In. Axial Load: Point 0 LDS 0 Lbs c =0.800 Eff. Length Le = 186 In. Distance upward: Beg End R= 560 Lbs Rb = 2 I .32 Kce =0.300 Stud Area = 8.25 In 2 Wind A Unif 17 PSF 0 15.5 A= 22.7 NI Kbe = WA Sec Modulus = 7.56 In 3 Wind B Unif -- PSF -- -- B= – PLF Fce =420 Wind Moment = 681 ft/1125 Wind C Unif -- PSF -- -- C= -- PLF Fbe = 1 543 Attributes Le/d Axial psi Bend psi Interaction Values Fb psi Fc II psi E psi x and Actual 34 68 1 080 0.63 Base Values 900 1350 I .6 Critical 50 392 1 543 I .00 Base Adjusted 2 153 392 I .6 Status Ok Ok Ok Ok Size Factor CF I.3 I .I -- Ratio 68 % 17% 70% 63 % Duration Cd I.60 1 .00 -- Stability CL, Cp I.0 0.264 -- Repetitive Cr I .15 -- -- Axial(gravity)load: R Wind Loads Stud Height End C-> Beg End — B-> — Beg End — A-> Beg 0 Loads B and C are optional. e-J1FORTE ' MEMBER REPORT Level,Roof:Joist PASSED All 1 piece(s) 11 7/8" TJI® 110 @ 24" OC - Overall Sloped Length: 15' 1 5/8" 1Z-J 1 + + 0 0 • - 1r-- r t 1s 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual i Location ;Rllowed , .k a 'LOS.,.: Wad:'Cembirteliea Patbem) i - System:Roof Member Reaction(lbs) 650 @ 14'9 1/2" 1047(1.75") Passed(62%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 650 @ 14'9 1/2" 1794 Passed(36%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 2342 @ 7'7" 3634 Passed(64%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Dell.(in) 0.207 @ 7'7" 0.482 Passed(L/840) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Dell.(In) 0.372 @ 7'7" 0.723 Passed(L/466) -- 1.0 D+1.0 S(All Spans) Member Pitch:1/12 • Deflection criteria:LL(L/360)and TL(11240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2 9/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports Ohs) Supports Roof Total Available Required, :Dead Ultra Snow Total Accessories i a, , 1-Beveled Plate-HF 5.50" 5.50" 1.75" 304 152 379 835 Blocking 2-Hanger on 11 7/8"HF ledger 2.50" Hanger' 1.75" 298 148 371 817 See note - •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. • — — Connector:Simpson Strong-Tie Connectors 1 Support Model Seat Length, Top Nails face Nails Member Nails Ao des 2-Top Mount Hanger LBV1.81/11.88X D5 3.00" 6-10d x 1.-1,'2 I 4-10d x 1-1/2 2-10d x 1-1/2 i Web Stiffeners - Dead Roof Live Snow Loads Location • Spacing (0.90) (non-snow:1.55) (1.151 Comments, 1-Uniform(PSF) 0 to 15' 24" 20.0 10.0 i 25.0 Roof I Weyerhaeuser Notes — w. . . .. . >- - 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its product will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator ,cob Notes 09124/13 5:08:53 PM ? James Meese Forte v4.0,Design Engine:V5.6.2.222 i Sherman Engineers i (503)230-8875 'james@shermanengineers.com Page 1 of 1 jJ ' BeamChek v2O07 licensed to:Sherman Engineering, Inc. Reg#7992-664/3 TIGARD ADD FRAMING H I Prepared by: JDM Date: 9/24/13 Selection Gx 12 11F#I Lu = 0.0 Ft • Conditions ND5 2005 Mm Beanng Area RI = 8.8 in2R2= 8.8 in2 (1.5) DL Defl= 0.18 in Data Beam Span 9.5 ft Reaction 1 LL 89 I # Reaction 2 LL 89 I # Beam Wt per ft 1 5.37# Reaction I TL 3576 # Reaction 2 TL 3576# Dm Wt Included 146# Maximum V 3576# Max Moment 8493'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/527 LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 121.23 63.25 0.22 0.04 Critical 84.4 I 33.32 0.48 0.32 Status OK OK OK OK Ratio 70% 53% 46% 12% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 1 050 140 I .3 405 Adjusted Values 1208 161 I.3 405 Adjustments CF Size Factor I.000 Cd Duration 1.15 1.I5 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 I .00 1 .00 I .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft r Loads Uniform LL: 188 Uniform TL: 338 = A Par Unif IL Start End h = 400 0 9.5 11 I Uniform Load A l I ! \ RI 3576 R2 = 3576 SPAN = 9.5 FT Uniform and partial uniform loads are lbs per lineal ft. 141, • . BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-664/3 TIGARD ADD FRAMING 112 Prepared by: JDM Date: 9/24/l 3 Selection 6x 8 11F#1 Lu = 0.0 Ft • Conditions NDS 2005 Min Beanng Area RI= 5.8 m2 R2= 5.8 in2 (1.5) DL Defl= 0.12 in Data Beam Span 6.25 ft Reaction I LL 586# Reaction 2 LL 586 # Beam Wt per ft 1 0.02# Reaction 1 TL 2336 # Reaction 2 TL 2336 # Bm Wt Included 63# Maximum V 2336# Max Moment 3650'# Max V(Reduced) N/A TL Max Defl L/ 240 TL Actual Defl L/518 LL Max Defl L/360 LL Actual Defl L/ >1 000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 51 .56 41.25 0.14 0.03 Critical 39.06 21.76 0.31 0.2 I Status OK OK OK OK Ratio 76% 53% 46% 12% - Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Values Reference Values 975 140 I .3 405 Adjusted Values 1121 16I I.3 405 Adjustments CF Size Factor I.000 Cd Duration 1.15 I.15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1.00 I.00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 188 Uniform TL: 338 = A Par Unif TL Start End h = 400 0 6.25 . h IUniform Load A R 1 336 R2 = 2336 SPAN = 6.25 FT Uniform and partial uniform loads are lbs per lineal ft. 1 2460 5E Main St. Addition Lateral Load LL I 9/23/13 1 . Loading • I-= rods Per ASCE 7-05 100 mph FXP B ROOF PITCH: Vertical horiz. Degrees I 12 4.8 Mean Roof ht (ft) lit Factor Method I Wind Resisting System 'A' B. 'C' 'D' 0<h<30 I .00 15.9 -8.2 10.5 -4.9 35 I.05 .16.7 -8.6 I1 .0 -5.I 40 .09 18.2 -9.4 12.0 -5.6 45 I .12 20.4 -10.5 13.5 -6.3 • End Zone Distance: Eave lit (ft) 16 x 40% = 6.4 ft Bldg Width (ft) 46.5 x 10% = 4.7 ft Width x4% = I .9 ft Bldg Length (ft) 15 x 10% = I.5 ft Length x4%= 0.6 ft Minimum = I.5 ft Edge Strip =3.0 ft (End Zone = 2x Edge Strip) End Zone = 6.0 ft 1 ��+SJ�tt1 'Per IBC 2009 Use Group = I Number of Stories = 1 < 3 ---• - Simplified analysis per IBC S, = 0.72 R = 6.5 Roof W = 15 psf 695 ft2 10.4 kips Walls W= 46 psf 18 1/2 ft I07 ft2 = 44.3 kips Partitions W= 6 psf 18 U2 ft I ft2 = 0.I kips Total W 54.8 kips 1 .2 5d5 7.28 V = W = 0.133 W = = 5.2 kips I.4 Vo 4tt x 12; Z.o 1.44- Tigard Add-LL-(ASCE7 100mph)Exp B ir 1L, It,Z USGS Design Maps Summary Report User-Specified Input Report Title 12460 se main street tigard Mon September 23, 2013 23:47:00 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43026°N, 122.77209°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 2mi �_ t�t a Y� 1 soon►�� ". eaverton t .t i`=, tt. ..,...v.,,,,-;:titiq 'z''.)-4,..;,');;::- .. , --,--7.- , ,,,,,- i49. Milwaukee ,. ._„ 0 (7( ‘ �n I r tnn s 4:iiird I ro , ;.. Lake Oswego..,=,i T ,z� { ,. cc Y "`_ - } � , A fit F R 1 C A r ` r L, laiatin `' _ ,,,,..„.. .NiapQnist USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g S1 = 0.423 g SM1 = 0.667 g Sol = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP'building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 °Am 0.56 D.77 0.66 ., 0.42 OI Ell 0.55 , A 0.40 it 0.44 H 0.32 0.33 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 Period,T(sec) Period, T(sec) For PGA,„ T1, C,s, and CR, values, please view the detailed report. SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 IWIND LOAD PER IBC 2009 JOB: TIGARD BLDG ADDITION (Loading: FRONT BACK I V9 V2 V3 V4 Roof Wall End Zone= 12.2 psf 17.9 psf Interior= 9.8'psf 14.2 psf End Zone y Interior , y End Zone End Zone Length = 6 ft Roof Ht. 2.5 ft Diaph 1 width 46.5 ft Wall Ht. 15 ft Qn Qn Qn Diaph 2 width 46.5 ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left 12.2 6 2.5 46.5 9.8 40.5 2.5 46.5 0.6 2 End Right 9.8 40.5 2.5 46.5 12.2 6 2:5':;:. 46.5 0.6 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left 17.9 6 7.5 46.5 14.2 40.5 7.5 46.5 2.6 2 End Right 14.2 40.5 7.5 46.5 17.9 6 7.5 46.5 2.6 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL 1 0.6 2.6 3.2 2 0.6 2.6 3.2 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2009 JOB: TIGARD BLDG ADDITION Loading: SIDE/SIDE V1 V2 V3 V4 Roof Wall End Zone = 12.2 psf 17.9 psf Interior= 9.8 psf 14.2 psf End Zone . 1 Interior 1 y End Zone End Zone Length =. 6 ft Roof Ht. 2.5 ft Diaph 1 width 15 ft Wall Ht. 15 ft Qn Qrt Qn Diaph 2 width 15 ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 12.2 6 2.5 15 9.8 9 : 2,5 15 0.2 B End Right 9.8 9 2.5 15 12.2 6 2.5 15 0.2 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR width height width width height width width height width width height width psf ft ft _ ft psf ft ft ft psf ft ft ft psf _ ft ft ft kips A End Left 17.9 6 I 7.5 15 14.2 9 7.5 15 0.9 B End Right 1 14.2 9 7.5 15 17.9 6 7.5 15 0.9 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL A 0.2 0.9 1.1 B 0.2 0.9 1.1 2.3 Sherman Engineering, Inc. Lt. 5 3151 NE Sandy Blvd. Portland, OR 97232 P OJC1-; 09/24/13 (503) 230-8876 Phone (503)226-4745 Fax -16A 7 PLI261 AV1211110N JnM • FiONT/PACK LOVING WIND(k) 5F15MICC k) VI 3,2 8.5 V2 5.2 2.6 1 t;OOF IIAFH, f 5ftAt;WALL5 © UPPP FLP VI 5 8.5 k . I5 LF - ( 563 14/') w 3.2 k : 15 LF = 213 #/' Perf Wall 563 + Co 1,00 - 563 *I/' V2 5 2.6 k 6 LF ffi ( 325 #/') W 5.2k : 6 L s 400 #/' Perf Wall: 400 + Co 1.00 - 400 #/' /4c I _. .._—._ 3d_— e.:0 i tin n,I 1 1xF--P, ' -46c). 4.2s fr/ i r' � / 12"r' X \_„,...._\, � r� x 23.Z5- 73.16 Z3. I ?S, f �5' 17 5' & ' °F. nl 0 0 I—— s r _ = - . 18,(x) . 41 fl �s, fi-1 f tip`? , -== ' =I -_- Fora- g SCUM/EAST ELEVATiCN '19/Pr rri w.r.� "1_ ri.-r6 11-416 VII 1-716 V fi/ fier of Sherman Engineering, Inc. 3151 NE Sandy Blvd. Portland, OR 97232 PrOJCI., 09/24/I5 . • (503) 230-8876 Phone (503)226-4745 Fax 11GAM7 PL17G A12171TION J19M 512 /51M LOADING W1NP(k) 5E15M1C(k) VA 1.1 8.5 VP 1.1 2h Iroor P1APH, I 51-EARWAI-L5 VA 5 8b k ÷ 18 LF - ( 485 4/') (P4151-WALL) w LI k ÷ 18 LF -- 65 #/ Pee Wall: 483 ÷ Co 1.00 - 483 *t/' • VP 5 2.6 k ÷ 41,1-F - ( WA it/') w 1.1 k ÷ 14.1,1,F - 77 #/,„„' Perf Wall: 143 ÷ Co 1.00 -• ' 1 , •-•••••&mow*, ,....a,a, \k' \ 1 . . > ,,i-Mler 1.-t-r.z..- •- 1*., ';;;;)-i 43 i p ..,...= . 4....t:t. _____ _ ... 11 7 sr , .,... 111 • \ _ 1,1 .„....• E) -- t . , t INIAMMILAREMIIIM.M.171=MIIIM=1411. ... :t4:3 I I it::: klit:732:611:::27.42 PI WIZE En ra 21: k NORMIME5T MgvATION er.".11.Ine•/41/ A OVERTURNING - FRONT BACK TIGARD MAIN ST. ADDITION LL ' 09/24/13 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT MB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE 2 V-1 4 0.4 15 4 15 1.44 WIND 24.0 0.00 5.78 I Use HDUB LINE B V-1 3 0.183 15 7.5 15 1.05 WIND 8.2 0.00 2.54 I Use STHD 14 II Tigard Add-0 4'-0^ 55'-7 7/g, 1fl fNlf llllanrnaurnugrrwrrunmuurrnnunnouununururu r #r4rrhgrr rgrrrprgrqtlrHNbprrqrnq4phrnrrphunruuaennuqu orurerrrpnunnunrnruurnnnprununur FENCE ON TOP 3 HT. CMU WALL Co E. CD 8 FEET HIGH CMU WALL TOP -\ .., E \-- El N = SLOE SO CORNER J 1) yj/ (7► / VL} a? `� I o� bl I�i�"' / io - Vle6 f i.eW F. 46'-4" s n 5.-7., , 9,-6" <3'-0" 9'-6" 5'-7" t 6.-0" T-2" p O RE-USE _ �� (E) wIx- NDOW �� _ = x� _ � 6 I 6�IV / r�$ 510 x 10/4 - �.w� N lir X 6 WOOD FRAME 041 (NI) �_ `� , (N) CON AB �� o_ U ALL n x rn . F1'" R•T� WALL 1(� ` 11 V _- ❑ �� Ni 3' "'ET. WALL. MIN. �� /deli (P° iN N1� •. ' WW � N - - A REMOVE WIND r CLEAR GLASS CUT CONCRETE WALL CLEAR GLASS PEPLACE WINDOW CREATE DOORWAY REPLACE WINDOW v � . .. 1,1 a> MIMI 7I Da REMOVE (E) D04 R. 6,00 fd Lir - �G _'E 11 8'-0" i G Ei (E) BUILDING br F 8'-4 1/2" A �. L v � '(1 IviAINI i .n rii6N _ ' -z+- 1 4'-0" 55'_7 7/8" =1II II►IlNlluunnrnrrurarornuuuurnxnaanrurnnuunua "E-7... g4aaarrarrara4gOtlpqUUOrra rpOrgar auunnuger°uuuununuuunonnxuunnxnrnunannm FENCE ON TOP 3' HT. CMU WALL rrrrrra"'rrrar iP r\\\\._ 8 FEET HIGH CMU WALL \-- BLACK TOP o = ❑ b' cv _ SO CORNER = SLOP 43 140) Pi/ 46-4" 5, 711 i 3 y y co I` I RE—USE _ {OR (E) WINDO --USE (E) WINDOW (E) W7NDOW - ° 1�� 9/6X10/8 9/6 X 10/8 N2 5/0 X 1O/4 'l^ ` N (N) DBL DR. V T a, N Pq /4" b)\--2X6WO0DFRAME (N) CON CRETE SLAB ✓ f-IA vt4e. OW . 0 o 14/f // o FIRE RATED WALL W W �, V+1 rr' \ co `r ❑ to 3' RET. WALL. MIN. N� � S}�V` fit-ti o OFL REMOVE WINDOW A r CLEAR GLASS CUT CONCRETE WALL ' CLEAR GLASS - REPLACE WINDOW CREATE DOORWAY REPLACE WINDOW E. P. v ON by • i — - REMOVE (E) DOOR. ❑ V� N \\--(E) CMU r 0 (E) BUILDING —\ 8'-4 1/2" t(milJV il1rV`f 4 '1 ' L • ?--24- I ., 64 GA-600-2006 FIRE RESISTANCE DESIGN MANUAL - (WALLS AND INTERIOR PARTITIONS, WOOD FRAMED GA FILE NO.WP 4136 GENERIC I 2 HOUR 40 to 44 STC GYPSUM WALLBOARD,WOOD STUDS FIRE SOUND Base layer 5/e type X gypsum wallboard or veneer base applied parallel or at right angles . .. -- . to each side of 2 x 4 wood studs 16'o.c.with lite Type W drywall screws 12 o.c.Face - layer 5/e type X gypsum wallboard or veneer base applied parallel or at right angles to each side with 17/s'Type W drywall screws 12'o.c.and offset 6'from screws in base layer. Joints staggered 16'each layer and side. (LOAD-BEARING) Thickness: 6'/e• Approx.Weight: 12 psf Fire Test: SWRI 01.5920-614,12-5-94 Sound Test See WP 4135 (NGC 2363.4-1-70) GA FILE NO.WP 423D I GENERIC I 2 HOUR GYPSUM WALLBOARD,WOOD STUDS, FIRE MINERAL FIBER INSULATION Base toyer 5W type X gypsum wallboard applied at right angles to each side of 2 x 6 wood it 'studs 24'o.c.wtth 2r/i Type S or W drywall screws 24"o.c. Face layer 5/s' type X gypsum wallboard applied at right angles to each side with 2V/i Type S drywall screws ki 8'o.c. 5i/2'mineral fiber insulation, nominal 3 pd,friction fit in stud space. Joints staggered 24-each layer and side. Tested at 5,506 lbs per stud or 100 percent of design load.(LOAD-BEARING) �Eli: Thickness: 8' Approx.Weight: 13 psf Fre Test: ITS J20-06170.3.12-00 This Space Left Blank