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Specifications ./14.$ �'. l 34/ 2--- s 1/4 zd f/cr7--- PWU ENGINEERING INC. RECVVE-- ;12'0:57-Emai : pwuengineeringcomcast.net JAN 2 Ph: (503) 810-8309 CITY OF T1GA, b --OPWU Structural Deck Calculations: BUILDING Dirvisi Job # LEN14220 , Date: 11/1/14 Project: Bellevue A, Lot 14 Sequoia Heights, Tigard, OR Deck Engineering Package Garage Left Lennar Homes 19421 PE 2 4 EGON /LIP 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. 4 111 :ff--" PWu!ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@ccmcast.net DeckZ.615 Per-k - 12.51 39c .l: Q= 2.4a N: .773k4 ? 21 ?rr�l= 35O; I 0.35k ds3k 0.8'114 • US' PT 240 G !G Peek Lq- I S4sh+i� �,✓ g (1z�) 14') = 13 -r�`. y= C.25 (-144f,) - 33Gl6-: //owe 1.-44 Jig"l Sg dorliwieb1a 1(0 us 2 Sys/e bac = 32316 > '..Q • 111 PWU ENGINEERING INC. Email: pwuengineerincicomcast.net Ph: (503) 810-8309 /:v*:;''''CP::\i-4-*(90Plb . I > t(1) tut,. GokpopiAtu t2eGt 4 -2430 mi, lir'iii 71;4) 144,... 72.evitt Expires: & 3°-IV— $gc I IMIM .24 g 1.4 ttJ , L tAt,/4 '',.-.. it 714 < I.t /it-Low ii43LE FIN Stitosov Prtz. k I V-.:. g (A,Kescif\.1 0 Tt 2. (a cttPS DTI Z?. / t1P • 4.-c CP-406eR.. \JP To IV poi% 1 )t 0 Of/KY it z-.-3064f1 —2. CATAc--1..hi F-014 St)S VI-110 X2 ' wi I 1/2" wio S Doe- FIAT- Licco', REN C3) ticr 0 xsq aDs; @ te`co,c,. Li I) Iv — 1/1 )(Cit 5p 44) tAticivt-xf R.C.& bELk.1,003- - Pc) bterrisci igeg...t.tiveivr otrroom ft rtritams E T C. ; Railing Post-to-Deck Framing SIMPSON 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 Tiee Solutions walking surfaces. IRC 2006,Section R312.1 o ° HD2A HoIdown: IBC 2006,Section 1013.1 ° ® Horizontal application. c- "' Hot-dip galvanized Height �°O1° ® coating recommended. DTT2Z Guards shall be a minimum of 1 0; to joist layout 36"tall(IRC)or up to 42'tali % ; � for certain occupancies(IBC). ' ,. t 400 p i ' IRC 2006,Section R312.1 a' ;_r. ;1 IBC 2006,Section,1013.2 DTT2Z Deck 2x8(Mm.) I1`` ' deck(joists Tension Tie: DTT2Z blocking Load Resistance Features to blocking _ a ZMAX° layout --"i I r f,),,, Handrail assemblies and galvanized ;E- e: - L guards shall be able to resist coating. ---5--- a single concentrated load of 200 pounds,applied in any direction at any point along _ the top. For more IRC 2006, Table R301.5 information on this - IBC 2006,Section 160771 application,see Simpson Strong-Tie _ technical bulletin ,ea . T-GRDRLPST ® Selection of products based upon i performance and/or suitability for a a specific application should be made by a qualified professional. ' °"i/ timid if Simpson Strong-Tie recommends xt i that deck designs be approved by the local building department before construction begins. ,,r , , 'ry� DAL VAIEIZED' r r f/T ...:ails .rytr7® szrMes can t" 0011•1 11041* These products are available with a IMAX* OOP" 41414•46.— or hot-dip galvanized coating.Staifdess-steel For more information on connecting connectors are also available for 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 I 16 ( DECK FRAMING CONNECTION GUIDE F-DECKCODE09©2009 SIMPSON STRONG-TIE COMPANY INC. I )TT2 Deck Post Connectors Page 2 of 4 • 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 3', r 11 ._- DTT2Z DTT2 installed as Typical Deck-to- c): (DTT2SS similar) a lateral connector House Lateral `•., ?4 tfor a deck Load Connection c2' } guardrail post. s, ' \ Ar 5 5fk•, information on guardrail post A r connections,see 1, technical bulletin ( ii,`" T-GRDRLPST. 1 r;. F Load Table: See code report listings below a top am These products are available with additional corrosion protection.Additional products on this page • may also be available with this option,check with Simpson Strong-Tie for details. • Model Anchor Allowable Tension Load No. Diameter Fasteners Wood Member DF/SP SPF/HF Thickness (100) (160 ' (108) (160)1 0'11'2 ;r r. 1",, 1825 1825 1440 1800 • 8-SDS:i'x1 f r • 3 2000 2145 1440 1835 !'Jr:, 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 an inward force. Code Reports(PDFs): v next a top LEGACY REPORTS IAPMO UES ICC-ES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER DTT2 No code listing.Please contact us for test data. DTT2SS 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://www.strongtie.com/products/connectors/DTT2.asp 11/20/2012 ,trong-Drive® SDS Structural Wood Screw Page 4 of 9 6. Minimum spacing requirements are listed in ICC-ES ESR-2236. Allowable Shear Loads for Wood Side-Plate Applicationss DF/SP Allowable Loads'" Size Madel SizeNo. Wood Side Plate Thickness lie.) % pie I 34 1 1% 1Y• 11/21% 21/2 3 i 31/2 . 4 41/2 '::ti 2 SDS252600 145 v x2y. 50525212 165 i 165 . 170 K 165 • • = 1903 ' • - 1 • i "3:x3 SDS25300 165 165 170 165 195 205 2801 • • x 3 60525312 165 f 165 1 170 185 195 205 340 340' • = • • ';Y 4' SU525412 165 165 1 170 185 195 205 350' 340 230 200 • . >:x5 50525500 165 i 165 _l._ 170 185 195 205 350 340 230 230 = 200 • r:6 SDS25600 165 165 170 165 195 205 350` 340' 340 340` 340' 230 200 x 8 SDS25800 165 € 165. .1. ..170 185 195.._ 205.. 3501 340 F 3401 1 340' 340' 230 230 Size Model ___ _.__. �_. _.... .. .... �. Wood Side Plate Thickness(in.) _. __ __.. SPF/NF Allowable Loads' Size Na. 1/2 Vit '.�'r 1 11 1'/5 1'2 1% i 2>r> 3 3'r: 4 41,, .. - 50525200 105 • . • X 2'... 50525212 130 135 130 120 • • 135' • - • • •':x 3 60625300 130 140 140 150 150 145 2.00' • • ,;x 3,- 50525312 130 140 140 150 155 165 245' 245' • x 1t 50525412 130 140 140 150 155 : 165 250' 245' 100 160 • • . x 5 50525500 130 140 I 140 150 155 165 250' 245' 190 190 160 - _ x 6 50525600 130 140 € 140 150 155 165 250' 245' 245 745 245190 153 '4,1i SDS25800 130 ' 140 140 150 155 165 250' 74.5' i 245 245' 245' 195 195 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 values 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 o= 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.) {In.) No. Side Members __. DF SP SPF , x 3�'l SDS25300 "' r 0€tl Structural 355 325 305 Panel Prated Sheathing x 41-.. 50525412 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 Co = 1.60.The designer shall apply all adjustment factors required per NDS. • http://www.strongtie.com/products/connectors/SDS.asp 11/20/2012