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Specifications (12) /1/1STA U(S 0( 02_ s— , l �) US'' i 2._r PWU ENGINEERING INC. Email: pwuengineerinq(a comcast.net RECEIVED Ph: (503) 810-8309 FEB 2 3 2015 Structural Deck Calculations: Job # LEN14253 CITY OF TIGARD Date: 2/23/15 BUILDING DIVISION Project: Bellevue A 3-Car, Lot 11 Sequoia Heights, Tigard, OR Deck Engineering Package Garage Right Lennar Homes oc, IN ' s 4c. 19421 PE . 4 EOON Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings, are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. PWU Engineering Inc. shall have no obligation of liability,whether arising in contract(including warranty), Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. Deck Joists _—K4PWU ENGINEERING INC. ' Loads and criteria Left Cantilever: 0.00 ft = 0 in Fully Braced? Yes Middle Span: 8.50 ft = 102 in Right Cantilever: 1.00 ft = 12 in Point Loads Load Location Pressure Treated? Yes DL LL TL 1 0 lb Repetitive Use? Yes 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T x 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.10 1 -20 plf -53 pff -73 plf 0.00 ft 9.75 ft 9.75 ft 2 0 plf 0.00 ft Deflection Criteria 3 0 plf 0.00 ft Left Cant. 4 0 plf 0.00 ft TL L/240 0.00 in 5 0 plf 0.00 ft LL L/480 0.00 in Triangular Loads Midspan Max Load Extent TL L/240 0.43 in DL LL TL Zero End Max End Total LL L/480 0.21 in 1 0 plf 0.00 ft 2 0 plf 0.00 ft Right Cant. 3 0 plf 0.00 ft TL L/240 0.05 in 4 0 plf 0.00 ft LL L/480 0.03 in 5 0 plf 0.00 ft -100 -80 -60 1I —40 = tlh� p OU� w —20 I UI�� i�S i ,�� 1,1,111 it 1,011,1' iih� �i ,11,010 �� �1 iii�oU 01, iii 'IU „di CO 20 8.50 ft 1.00 ft — 40 60 R1 0.30 k 80 -- R2 100 0.41 k PWU Engineering Inc.©2013,Software v1.01,3/06/14 • Deck Joists '---- PWU ENGINEERING INC. Results -100 -80 -60 ,111'' 11111' 9': 'III���WI h�i� -40 11I1'I� ,.1,'',..'4-- .11111''''i - N!' ,I','r,.'_ i�(I hil �I 1ppil 1 Ihih1 I7P 1 IlIQ9W -20 - �.�" �mUI hilI 01 ('h� 1 A '.1:10111i, 2 20 8.50 ft 1.00 ft - 40 60 -.- R1 0.30 k 80 R2 100 0.41 k Type: Hem-Fir#2 Reactions (k) DL LL TL TL R1 83 lb 222 lb 305 lb 0.30 k Size: R2 112 lb 298 lb 410 lb 0.41 k (1) 2x10 HF#2 400 300 A 13.88 in2 S 21.39 in3 200 1 98.93 in4 E'x 1 O 1.04 a100 Fv 120 psi VAliowable 1.11 k 0 Fb' (+) 860 psi MAuow(+) 1.53 k-ft ct -100 Fb' (-) 860 psi MAuow(-) -1.53 k-ft -200 Design values are based off NDS 2005 Edition,published by American Wood Council. 300 -400 800 Shear Positive Moment Negative Moment VMAX 0.32 k MMAX 0.64 k-ft MMAx -0.06 k-It . 600 VAllowable 1.11 k MAllowable 1.53 k-ft MAllowable -1.53 k-ft r4 400 Ratio 0.29 Ratio 0.41 Ratio 0.04 E 200 OK OK OK r Deflection 200 TL LL 0.04 Actual 0.00 in 0.00 in 0.02 Left End Criteria 0.00 in 0.00 in = 0.00 Ratio #DIV/0! #DIV/0! #DIV/0! `o -0.02 Actual -0.08 in -0.06 in d -0.04 . Midspan Criteria 0.43 in 0.21 in o -0.06 Ratio 0.19 0.27 OK -0.08 Actual 0.03 in 0.02 in 0.10 - Right End Criteria 0.05 in 0.03 in Ratio 0.57 0.83 OK PWU Engineering Inc.©2013,Software v1.01,3/06/14 Deck BM -�PWU ENGINEERING INC. - Loads and criteria Total Span: 12.50 ft 1 = 150 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T 5100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.00 1 -71 plf -190 plf -261 plf 0.00 ft 12.50 ft 12.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.63 in 5 0 plf 0.00 ft LL L/480 0.31 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft —300 SII1Il ,,„4„=,101,11,== VIMiIIi i, �l���' —200 = °11, l 1 p 0.0 ,1, 1,11„1 1,111 Ir1 u 61) 011111111h —100 = =G� w 0. "d� 9111111 glll' CO 0 12.50 ft 100 200 mi Ri R2 1.63 k 1.63 k 300 PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Deck BM —,PWU ENGINEERING INC. Results -300 p -200 ,'�°'65i ',,,P1,''1, �ibl�, �,� I -100 .,',�u,P10', _ Q 'i�i 1 glIll! _., 1,11e,,,_ i N ill) ro 12.50 ft 100 200 — R1 R2 1.63 k 1.63k 300 Type: Reactions (k) Hem-Fir#2 DL LL TL TL R1 445 lb 1188 lb 1633 lb 1.63 k R2 445 lb 1188 lb 1633 lb 1.63 k Size: 2000 (1) 6x12 HF#2 loon „ , A 63.25 int -- „' S 121.23 in3 o co 697.07 in4 F,; 112 psi -.moo \ Fb' 540 psi E'x 106 0.88 2000 VAllowable 4.72 k 6000 MAllowable 5.46 k-ft 5000 Design values are based off NDS 2005 Edition,published by American a ��'��ilii �, Wood Council. 3000 �h��li 9�Jp 3000 ::� ''iihl'�r�' 0 2000 Shear Moment ////,' �� �ii,VMAx 1.63 k MmAx 5.10 k-ft1000 11 �i�;' 0 110111 m = VAllowable 4.72 k MAllowable 5.46 k-ft Ratio 0.35 Ratio 0.94 0.00 tOK OK ”h i ,ihi -0.05 . ,f1,1, hl�h"Ic -0.10 ,ti ���, ; -;, n6� � ,�Deflection rTL LL Actual 0.23 in 0.17 in o -0.20 �' Criteria 0.63 in 0.31 in 4.-, -----__----,,,o_ Ratio 0.37 0.54 -0.25 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 ipwu ENGINEERING INC Ph: 503 810-8309, Email: pwuengineering@comcast.net Deck Lateral Seismic: W= 8psf( ct,S' ) * ( (GI )= ((Ng ib v=0.25 * ( Mai 1b )= 361 Ib ( 2 ) Knee Braces Load per Knee Brace= (gi ly 1/4"Dia. SDS Allowable Shear= 1601b (2) SDS per Knee Brace Knee Brace allowable load= 129 G 1st (l, Qk. • JPWU ENGINEERING INC. Email: pwuengineeringAcomcast.net Ph: (503) 810-8309 . PRuric- / /1://i:t' ,a - �'„-' 11/z6/12. . -`f p t cot, 6e v r- ala ��'i►. 10--Ar� rbc M= 7249* Expires: &.-3 41-141.-- IES=�iLt iv)�'�N . T; 7 2.no ./ .0 `t- 11 7 k C 1.t'C-0114.-Ow�a-8CE SI ipso,i Cr/2. ea OTT Z Z 'i C'. S ps DIT 2 or DZZ.. c.t,tP S 1 P . bcctcC ,t Q9 To tL' sfk?J; ‘Ah---" 4 o?sf% t2`,�vod#71 2 C AIACkt1 FckQ. S bS '/ ''q X2''2" W/ t j22' uu to S t c. P us ,- t-t L'MJ C t/c "o .1R+v `ii V J @ 4,"0r0.. Li (' -t tv — 11,1 D.fcc k 5p/$J tJ f uxc,( 12 g& be.r,JL c. S' P° 11°7-rig 5, Agoti-tigiogAiT o v Qom itr7'oftad grG SIMPSON Railing Post-to-Deck Framing 1 Code Requirements The railing connection is one of the more crucial connections pertaining to safety,and it is often inadequately constructed. In order to provide the required load resistance When required at the hand rail,the post must not only be fastened to the rim joist, but also tied Guards shall be located along back into the joist framing. Machine bolts through the post and rim joist alone do many surfaces more than 30' not typically meet the performance requirements of the code.The details below have above the floor or grade below been shown through testing to resist the forces called out by the codes. including porches,balconies, raised floor areas,stairways, landings and open-sided Simpson Strong Tie® Solutions walking surfaces. IRC 2006,Section R312.1 ° HD2A Holdown: IBC 2006,Section 1013.1 0 ® Horizontal application. Hot-dip galvanized ° coating recommended. DTT2Z Height o ® to joist layout Guards shall be a minimum of 36"tall(IRC)or up to 42"tall \ ,---. for certain occupancies(IBC). I _� IRC 2006,Section R312.1 �Q� 01 , IBC 2006,Section 1013.2 DTT2Z Deck 2x8(Mina i' 2x8(Mina Tension Tie: DTT2Z blocking ` deck joists Load Resistance Features to blocking layout Handrail assemblies and g ZMAX / • guards shall be able to resist galvanized r ____ _- / -- 9 a single concentrated load of —u — 200 pounds,applied in any direction at any point along I the top. For more . IRC 2006, Table R301.5 information on this IBC 2006,Section 1607.7.1 application, see Simpson Strong-Tie technical bulletin AI p . '- T-GRDRLPST t�� Selection of products based upon I performance and/or suitability for �j a specific application should be l ifi . `wr► i II1P l A. made by a qualified professional. - �rji�t _ ,w� �( �� Simpson Strong-Tie recommends �i that deck designs be approved �,,�" by the local building department t �. ill before construction begins. = . " ,4 11 Wm GALVANIZED' _�? These products are available with a ZMAX' or hot-dip galvanized coating.Stainless-steel e For more information on connecting connectors are also available tor higher posts inside the rim joist,see exposure environments or applications using certain preservative-treated woods. Simpson Strong-Tie technical See page 6 for more details. bulletin T-GRDRLPST 16 I DECK FRAMING CONNECTION GUIDE F•DEGKcooE0902009SIMPSON STRONG-PE COMPANY INC. >TT2 Deck Post Connectors Page 2 of ' • Simpson Strong-Tie SDS screws install best with a low speed high torque drill with a 3/8" hex head driver. For Shearwall Installation,see HDU/DTT2. Gallery: top • roll over images below to see larger image o .t 7:* "� (."-*""'', I : its`^ i'�, DTT2Z DTT2 installed as Typical Deck-to- 5 (DTT2SS similar) a lateral connector House Lateral U for a deck Load Connection guardrail post. \ For more h \ s,�r information on t'j t guardrail post f f connections,see �:� technical bulletin �-• _ T-GRDRLPST. y--' ',,' /' M r 'Load Table: See code report listings below A top These products are available with additional corrosion protection.Additional products on this page ow may also be available with this option,check with Simpson Strong-Tie for details. Model Anchor Minimum Allowable Tension Load No. Diameter Fasteners Wood Member DF/SP SPF/HF Thickness (100) (160)1; (100) (160)t DTT2 -1,C8-Sf?S �'.x1?t:' • l',6 1825 1825 1440 1800 3 2000 2145 1440 1835 1. The allowable loads have been increased 60%for wind or earthquake loading with no further increase allowed. 2. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 3. The guardrail post illustration above addresses an outward force on the guardrail.An additional DTT2 can be added at the lower bolt to address s inward force. Code Reports (PDFs): •next .top LEGACY REPORTS IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES E: ER DTT2 No code listing.Please contact us for test data. ISTT2SS No code listing.Please contact us for test data. DTT2Z ESR-2330/ESR-2523* RR25720 FL10441 DTT2Z-SDS2.5 No code listing.Please contact us for test data. http://w•ww.strongtie.com/products/connectors/DTT2.asp 11/20/20 ;trong-Drive® SDS Structural Wood Screw rage 4 or 6. Minimum spacing requirements are listed in ICC-ES ESR-2236. \Ilowable Shear Loads for Wood Side-Plate Applicationss DF/SP Allowable Leads" Sire Model ' lin.) Nb. Wood Side Plate Thickness lin.) 1/4 % M 1 114 11% 1114 1% i 2 x 3 3% 4 41 ::: 2 50525200 145 • • • 2•- S D525212 165 : . 165 170 165 • • 190E • • • • Y, 4 S0S25300165 165 s 170 185 195 205 280 • • • • • A r 50 525312 165 165 1_44i 170 185 195 205 340 _�.. 40 € * 0 * • • • v4" S0S2,412_... 165 165170 185 195 205 3511 340 239 200 • • • r .5 S0S25500 165 i 165 ,.. 170 185 195 205 350' 340' I 230.._.: 230 200 , • x R SDS25600 165165 170 185 195 205 350' 340 340' 340 340' 230 200 •'.x 8 SDS25800 165 ; 155 170 185. ... 195 205 ' 350$ 34O ! 340 t 340' 340' 230 230 SPF/HF Allowable Loads4 Size Model (in. No. Wood Side Plate Thickness(in) 112 % i i 1 1 114 114 1% 21/ 3 31/2 4 411: 2520. if • '. • • • • + • • .,. 2",", 50525212 130 135 130 120 • • 135` • • x.3 SC1S45.� 30tl 130 140 140 1507 150 145 200 • 0 • • x 3',Fr SOS25312 130 140 140 150 155 165 245' 245 • • _ • • • • x 4 •, S11S25412 130 140 140 150 155 165 2507 245 100 160 • • • 5 20225500 130 140 140 150 155 165 2501 245' s190 190 160 • • x h SDS25100 130 140 140 150 155 165 250 2,45 245 245 245. 190 11W x f3 SDS25800 130 140 i 140 ._. 150 155 165 250 245 245 245' _ 145 111,E 19's 1. Noted loads are based on ICC-ES Code Report ESR-2236 and/or testing per ICC AC233 and assume a minimum main member thickness of the screw length minus the side member thickness.All other allowable loads are based on the 2005 National Design Specification(NDS)and a minimum penetration of 6D= 1.45"into the main member. 2. Values are valid for a connection involving only two members.Where the side and main members have different specific gravities, the lower value shall be used. 3. Allowable loads are also applicable to structural composite lumber(e.g., LVL, PSL,and LSL)having an equivalent specific gravity of 0.50 or greater. 4. Allowable loads are shown at the wood load duration factor of Co= 1.00. Loads may be increased for load duration by the building code up to a D 1.60.The Designer shall apply all adjustment factors required per NDS. 5. Loads are based on installation into the side grain of the wood members with the screw axis perpendicular to the wood fibers. 6. Loads apply to appropriate stainless-steel models. Allowable Double-Shear Loads Size Model Allowable Loads(lbs) Side Members fin.) No OF SP SPF • '�1 x 1': SF7S253�30 cod Structural 355 325 305 Panel Rated Sheathing r 1', SDS25412 2x Solid Sawn 395 475 ; 335 1. Allowable loads are based on Simpson Strong-Tie®laboratory testing with a safety factor of 5 applied to the average ultimate test load. 2. Allowable loads are based on 1 1/2"thick main members and assume no gap between side and main members. 3. Allowable loads are shown at the wood load duration factor of Co=1.00. Loads may be increased for load duration by the building code up to a C = 1.60.The designer shall apply all adjustment factors required per NDS. http://www.strongtie.com/products/connectors/SDS.asp 11/20/20