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Home My WebLink About1304 O St Technical - BuildingTECHNICAL Permit 3 7 Address 130{ 0 Sf Project description 1Q4J S FZ Date the permit was finaled t Number of technical pages 2)() 4- PLAT 62893 FOR Suntel Home Design In return for payment of a one -time fee, f Ui%v Designs Engineenng, Inc. grants you a limited license to use the Analysis to construct one single house a the address shown below Site Location Lot 5 Rolling Hills, Port Angelos, Washington Copyright 8851 (please refer to this number when requesting customer support) NOTICE' If the Building Department accepts the Analysis without an engineer's original "wet- stamp" seal signed with red ink or for different site location than shown above, then it is agreed that such Building Department accepts total liability out of or in connection with this Analysis. AND CAN NOT BE USED CALCULATIONS, SHEAR SHEET, L -SHEET VALID ONLY WITH ORIGINAL STAMP HERE AND DIGITAL STAMP ON PLANS AFTER DECEMBER 2006 e7'Lte&P/ D ESIGNS ENGINEERING, INC 12560 N W Welsh Dr Portland, OR 97229 (503) 533-5100 Designs Engineering, Inc Project. Coventry By RF Sheet No I rle #62893- 100D -D2 -WA Date 6/2005 Client: Suritel Home Design Job No 1842 1 /1(.0 IJATERAL ANALYSIS LIABILITY LIMITATIONS OWNERSHIP OF DOCUMENTS ANALYZE BUILDING FOR ONLY WIND SEISMIC FORCES according to the 2003 INTERNATIONAL BUILDING CODE, WIND ANALYSIS FOR EXPOSURE "D" 100 MPH (3 -sec Gust) SEISMIC ANALYSIS FOR ZONE 1)2 e�''t,e Designs Engineering, "FDE was retained in a limited capacity for this project. Design is based upon information provided by the Client, who is.solely responsible for accuracy of same No responsibility and liability is assumed to FDE for items beyond that shown on these sheets No construction observatigns nor soils i nvestigations performed by FDIC' INDEMNIFICATIONS BY BUILDING DEPARTMENT Building Department agrees to defend, indemnify and hold harmless FDE from any loss, costs, damage, expense. including attorney fees upon trial or appeal, for liability arising out of or in connection with FDE's Analysis unless Analysis is used for specific site location shown on cover parse and contains an original enseineer's "wet stamp" seal sinned with red -ink (no photocopy allowed). All documents produced by FDE shall remain the property of FDE and shall not be used unless accompanied by ar original engineer's wet stamp issued from FDE Designs Engineering, Inc OAP- ING;ICATED n!!!!!!!!!!!!!!!!!!!!!' RR; 11 11 1 1 1 1 1 11" 7 EOM MOM E: ism mum I. MliglIMMIHNEHHOI IjU 11.0.0 1111111111111111E1111111 1111 Mai 164 116-4-- Ho IV 1••• .111111IMIII.MMIIIMMIUMMIMMMIMM ili II M..M..11DMMMMMIIIMMMIMMMMMI '"..1!!!!! 11.111011 II 11111 iiiiiiii 1 i n .1 III IlillIllill I vt: 1111 11 n11'11'1)11 II II 1111 owmil om I 11 1 1 l 111.1 I t 111111111 11 '9 III i;• iniimit I I I IIIIIIIII 11 111111111 11 11 III 111 III 1111 A-AB A. IN MMMMM 111111•••11111 MMMMMMMM ION 111•11111•1111111111•111111111 MMMMMMMM .=_LVA CD' SCALE 125 BRICK EDGED CONCRETE STOOP Project Coventry File #62893-100D-D2-WA Client: Suntel Home Design ,..."...1" I 1 ...S, ',IA. rr) ROOFING OVER ONE LA rEtz 15. ASP 1545E <DYER Ill" COX PLY SHEATHING INE 1111111111111 MUM By RF Date 6/2005 Job No 1842 12 16` P lb/0 X 7/0 OA GARAGE DOOR Sheet No TYPICAL ALL Designs Engineering, Inc Project. Coventry File #62893-100D-D2-WA Client. Suntel Home Design SCALE VS' l'-0' SCALE VS LVAO 11•111 1111111111111 11111111111111 1111111111111 1E1111111111111 111 1 1111111imlo nmone "--21111•11111111111 m a mt man By RF Date 6/2005 Job No 1842 Sheet No 3/ I 1,e) 2ND FLOC212 1S1 FLOOR L. I Designs Engineering, Inc a 11P,F MMIIMIIII WM1I OR 1 1,1 11 1 111 1 1 1 1 1 1 6 1 1 1 1 1 1 1 1 11 1 1 1 1 1 �f 1 f 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 I I I I i I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I 1 I I I 1__- 4 I I I I I I I I I I I I I I I I I I I i l l l l l l l l T► I I I I I I I I J 1 1 1 1 1 1 1 1 J L 1 1 J I L 1 1 1 Project Coventry By RF Sheet No File 462893 100D -02 WA Date 6/2005 Client Suntel Home Design Job No 1842 4 i 1 SPACE ROOF SHTHG FASTENERS AT 6 O.G. AT ALL INTERMEDIATE FRAMING MEMBERS EACH SIDE OF EACH RIDGE, HIP AND WITHIN A 5 -0' WIDE NAILING ZONE AROUND THE ENTIRE PERIMETER OF HE HOUSE (NAILING ZONE WIDTH STARTS AT EDGE OF ROOF) 1 1 1 1 FASTEN EA. TRUSS TO TOP WALL PLATE W/ SIMP 1H6 1 1 1 1 .i 4 EA. STUD TO TOP WALL WI SIMP 5P2 1 1 1 1 Project. Coventry By RF Sheet No File #62893 100D -I)2 WA Date 6/2005 Designs Engineering, Inc Client Suntel Home Design Job No 1842 30' (MIN) WIDTHS 4), 47‘ Y (7 0 0, r !VIII 10'fl.`.. wr H) =ApER SEE DETAIL "9 EXTEND HEADER OvER ENDWALLS MA' CDC r egate/d. Designs Engineering, Inc SEE S gONCRETE STEMIUALL w /I6 X S CONT FIG. r1 T. -1 L �42' x 24 x12 FTC w/ (3)'4 Project Coventry Pile 462893 100D-D2 WA Client Some! Home Design By RF Date 6/2005 Job No 1842 Sheet No 4 l co SEE DETAIL '9 EXTEND HEADER OVER ENDWALLS Data. Designs Engineering, Inc WIND ANALYSIS USING 2003 IBC SIMPLIFIED WIND METHOD W Total Wind Force Y x lx P x A Y =161 I• =10 FRONT REAR WALLS SIDE WALLS Project. Coventry File #62893- 100D -D2 -WA Client. Suntel Home Design Zone Horizontal Pressure A Pa 17 8 psf B Pb 12.2 psf C Pc 14.2 psf D Pd 9 8 psf By RF Date 6/2005 Job No 1842 Reference 2003 IBC Figure 1609 6.2 1 Projected Area Aa 85 Ab 0 Ac 390 Ad 0 sq ft. sq ft. sq ft. sq ft. Sheet No W Y I (Pa Aa Pb Ab Pc Ac Pd Ad) W 1 14 x 10 pounds Distribute. wind force to roof and second floor level FRw1 Y I (0 7 Pa Aa 1 0 Pb Ab 0 7 Pc Ac 1 0 Pd Ad) FRw1 7 95 x 10 lbs F2w1 Y I (0 3 Pa Aa 1 0 Pb•Ab 0 3 Pc Ac 1 0 Pd Ad) F2w1 3 41 x 10 lbs Zone Horizontal Pressure Projected Area A Pa 17 8 psf Aa 85 sq ft. B Pb 12.2 psf Ab 50 sq ft. C Pc 14 2 psf Ac 450 sq ft. D Pd 9 8 psf Ad 380 sq ft. W Y I (Pa Aa Pb•Ab Pc Ac Pd Ad) W 1 97 x 10 pounds I Distribute wind force to roof and second -floor level FRw2 Y I (0 3 Pa Aa 0 7 Pb•Ab 0 3 Pc Ac 0 7 Pd Ad) FRw2 8 7 x 10 lbs F2w2 Y I (0 7 Pa Aa 0 3 Pb•Ab 0 7 Pc Ac 0 3 Pd Ad) F2w2 1 1 x 10 lbs Designs Engineering, Inc SEISMIC ANALYSIS USING 2003 IBC SIMPLIFIED ANALYSIS PROCEDURE Data. 1 =1 0 Sd 1 30 R 6 5 r 0 45 (worst case) E Earthquake Base Shear 1 2 p Qe 1 4 1.2 p (Sd W/ 1 4R) Weights Mass Calculations Roof Dead Load 15 psf (Composition Roof Covering) Floor Dead Load 10 psf Partitions 10 psf Exterior Walls -I- Windows 10 psf (Average) Aroof 1100 tt ^2 A2ndFloor 900 ft^2 A l stFloor 1800 11^2 h2• =21 ft Mroof 20 Aroof 10•Aroofwall M2 20 A2ndFloor 10 A2wall p• =2— 20 r.V A2ndFloor E 1.2 p 1 Sd 4 R (Mroof M2) E 1 05 x 10 pounds Distribute Seismic Shears D Mroof h2 M2 hl FRe Mroof h2 E FRe 6 86 x 10 pounds D M2 hl F2e D Project Coventry File #62893- 100D -D2 WA Client. Suntel Home Design By RF Sheet No Date 6/2005 Job No 1842 (p Aroofwall 7006 1 \2 A2wall 1400 ft^2 A 1 wall 0 ft ^2 hi 10ft Mroof 2 9 x 10 pounds M2 3.2 x 10 pounds p =if(p< l,1,p)p= 1 D= 9.29x10 F2e 3 6 x 10 pounds Designs Engineering, Inc Project Coventry File #62893 100.D -D2 WA Client Suntel Home Design By RF Date 6 /2005 Job No 1842 INVESTIGATE SHEARWALLS USING PERFORATED SHEARWALL DESIGN APPROACH Analyze entire brace wall line as a series of perforated shearwall panels using worst -case "maximum o ening height ratio Individual perforated shearwall panels extend between plan discontinuity Overturning fbr such panel is calculated by rational analysis Reference Section 2305 3 7.2 2003IBC Unadjusted in -plane shear force for brace wall line, FRe 2950# Percent full height sheathing 8 ft. 16 ft 50% Maximum opening height ratio 4ft 8 ft 0 50 Shear resistance adjustment factor, Co 0 8 (Ref Shear resistance adjustment factor table) Amplified in plane shear, V Unadiusted shear force for brace wall line Shear resistance adjustment factor x Total length of full height walls FRe (Co x L) 2950# (0 8 x 8 ft) 460 plf Uplift at perforated shearwall ends calculated based on rational analysis (use only 50% of weight of first individual full height wall segment for dead load) 2/3 average weight of full height wall segments and portion of roof framing, Wd 110 plf 2/3 dead -load reaction at end of shearwall or corner restraint, R1 400# Uplift at end of perforated shearwalls, Pu Vf x hl Wd x (0 5 L1) R1 460 plf x 8 ft 110 plf x (0 5 x 4 ft) Rl 3100# Uplift between wall ends, t V- Wd 460 plf 110 plf 350 plf Wall bottom plate (1 1/2" thickness) to rim joist. Use 16d common nails (0 162 by 3 1/2 inches) Lateral resistance 1 33 x 141# 187# per nail Withdrawal resistance 1 33 x 40 ph x 2.5" 133# per nail. Nails for shear transfer 460 plf 187# per nail 2 4 nails per foot Nails for uplift transfer (460 -110 plf) 133# per nail 2 6 nails per foot Net spacing for shear and uplift 2 4" o c Sheet No ko Rim foist to wall top plate Use 16d common nail (0 162 by 3 1/2 m.) toe nailed to provide shear transfer Lateral resistance 0 83 x 187# per nail x 1 5 nails per ft. 230 plf (150# per nail default maximur for seismic loads) plus Simpson "LTP5" framing clip capacity 630# Net spacing for shear using LTP5 clip and 16d toenails at 8" o c 630# (460- 150 24" o c Transfer of uplift, t, from second floor in this example is accomplished through attachment of second floor wall to the continuous rim joist which has been designed to provide sufficient strength to resist the induced moments and shears Continuity of load path is provided by holdowns at ends of the perforated shear wall. Use Tvne "C" shearwall w/ HTT22 holdowns. 16d at 2 1/2" o c. sole plate nailine and LTP5 clips at 24" o.c Designs Engineering, Inc. RI 400" FRe 2950" I- IOLDOWN Pu 3100" ELEv4 s 4 -0' P.S.W. Segment WALL HEIGHT EAR IR Project. Coventry file #62893- 100D- D2 -WA. Cl lent Simnel Home ]:Design ESISTA 5, -OY Perforated Shear Illall \CE ADJUST ION OF FEIR 5 By RF Sheet No Date 6/2005 Job No 1842 4 -0' P.S.W. Segment E RLU4LL MAXIMUM OPENING HEIGHT RATIO AND HEIGHT 1-1/3 1-1/2 I 2H/3 I 21-1/5 H 8' -0' I 2' -5' 4/ -0' I 5 -4 I 6 -5' 8 -0' Percent Full Height 5heathln91 Shear Resistance Adjustment Factor 10% 1.0 0.59 053 043 0.36 20% 10 011 0.55 045 0.38 30% 1.0 014 059 049 042 40' 1.0 011 063 053 045 50% 1.0 0.50 061 0.51 0.50 60% 1.0 0.53 011 0.63 0.56 109' 1.0 0.51 011 069 I 0.53 809 1.0 0.91 0.53 011 011 NT FACTOR Project. Coventry By RF Sheet No File #62893 100D -D2 -WA Date 6/2005 J j Designs Engineering, Inc Client. Suntel Home Design Job No 1842 INVESTIGATE UPPER 1 LOOR SHLARWALLS. Line "A" Rear Walls Line "C" Front Walls Summation of full height walls lengths L 23 ft. Total length of brace wall line TL 31 ft. full. height sheathing S L 100 S 74 19 percent TL I:)iagluagm stress v 0 5 T v 128 17 plf Shearwall stress v 0 5 FR v 191 94 plf 09L Weight Wd 160 pl.f Uplift for shearwall length L1 8 ft. R1 400 (worst case) Pu v 8 5 Wd Ll R1 Pu 495 55 pounds Use Tyne "B" Shearwall w/ no holdowns Summation of full height walls lengths Total length of brace wall line full- height sheathing S L 100 S 51 61 percent TL Diaghragm stress v 0 5 FR v 128 17 plf TL Shearwall stress v 1 75 0.5 FRe v 374 89 plf (Seismic) Uplift for shearwall. length L1 2 ft. (worst case) Pu =v8— 5 Wd L1 R1 Use Type "C" Shearwall w/ MSTC52 holdowns L 16 ft. TL• =31 ft. Weight Wd 160 plf R1 400 Pu 2.44 x 10 pounds Designs Engineering, Inc INVESTIGATE UPPER FLOOR SHEARWALLS. Line 1 Walls Line 2 Walls Project. Coventry By RF Sheet No File #62893 100D -D2 -WA Date 6/2005 Zl Client. Suntel Home Design Job No 1842 (p Summation of full height walls lengths L 19 ft. Total length of brace wall line TL 27 ft. full height sheathing S =L 100 S 70.37 percent Diaghragm stress v 0 5 FR v 161 14 plf TL Shearwall stress v 0 5 FR L Uplift for shearwall length L1 18 ft. (worst case) Pu =v8— 5 WdLl —R1 Use T vne "B" Shearwall w/ no holdowns Summation of full- height walls lengths L 20 ft. Total length of brace wall hne TL 27 ft. full height sheathing S L 100 S 74 07 percent TL Diaghragm stress v 0 5 F v 161 14 plf TL Shearwall. stress v 0 5 FR L Uplift for sh.earwall length L1 19 ft. (worst case) Pu =v8— 5 WdLl —R1 Use Tvne "B" Shearwall w/ no holdowns v 228 99 plf Weight Wd 110 plf R1 400 Pu 441 91 pounds v 217 54 plf Weight Wd 110 plf Rl 400 Pu 295 31 pounds Designs Engineering, Inc Rear Walls Line A Front Walls Lane l3 Project. Coventry File #62893 100D-D2-WA Client: Suntel Home Design INVESTIGATE LOWER -FLOOR SHEARWALLS. Summation of full height walls lengths L 8 ft. Total length of brace wall line TL 30 ft. full height sheathing S 100 S 26 67 percent TL F2w1 Diaghragm stress v 0.2 v 22 7 plf TL 0 5 FRw1 0.25 F2w1 Rim/blocking stress v v 160 82 plf TL Seismic Shearwall 1 75 (0 5 FRe 0.25 F2e) v 946 76 plf stress w/ wall aspect L ratio penalty 0 5 FRe 0.25 F2e Shearwall stress v v 541 01 plf Uplift for shearwall length L1 2 ft. (worst case) Pu v 9 5 Wd L1 R1 Type "D" Shearwall ANI) I vpe "F" Shearwall at narrow width walls w/ PHD8 holdown5 Summation of full height walls lengths L 9 ft. Total length of brace wall line TL 15 ft. full height sheathing S L 100 TL F2w1 Diaghragm stress v 0 3 TL Rim /blocking stress v 0 5 F2w1 TL Seismic Shearwall 0 5 F2e stress w/ wall aspect v L ratio penalty By RF Date 6 /2005 Job No 1842 Weight Wd 110 plf R1 400 Pu 4 36 x 10 pounds S 60 percent v 68 11 plf' v 11352 plf v 200 11 1 of 0 5 F2e Shearwall stress v v 200 11 pit L Uplift for shearwall length L1 8 ft. (worst case) Pu =v9— 5 WdLl —R1 Use Type "B" Shearwall w/ HTT22 holdowns Weight Wd 110 plf Rl 400 Pu 961 01 pounds Sheet No 13 rico Designs Engineering, Inc. INVLSTIGATE LOWER -FLOOR SI3EARWALLS.. Front Walls Line C Uplift for shearwall length Ll 2 ft. (worst case) Pu• =v9— 5 WdLl —R1 I vie "D" Shearwall w/ IITT22 holdowns Project. Coventiy By RF Sheet No File #62893- 100D -D2 -WA Date 6/2005 14/ Client: Suntel Horne Design Job No 1842 1 Summation of full- height walls lengths L 13 ft. Total length of brace wall line TL 30 ft. full height sheathing S L 100 S 43 33 percent TL F2w1 Diaghragm. stress v 0.25 v 28 38 plf TL 0 5 FRw1 0.25 F2w1 Rim /blocking stress v v 160' 82 plf TL Seismic Shearwall 1 75 (0 5 FRe 0 25 F2e), v 582 62 plf stress w/ wall aspect L ratio penalty 0 5 FRe 0.25 F2e Shearwall stress v L v 332.93 plf Weight Wd 110 plf R1 400 Pu 2 49 x 10 pounds Designs Engineering, Inc. Line 1 Project. Coventry File #62893 100D -D2 WA Client: Suntel I-lonie Design INVESTIGATE LOWER -FLOOR SHEARWALLS., Summation of full height walls lengths L i 19 ft. Total :length of brace wall line TL 27 ft. full- height sheathing S L 100 S 70 37 percent TL F2w2 Diaghragm stress v 0 35 TL v 142.59 plf 0.5 FRw2 0 35 F2w2 Rim/blocking stress v TL v 303 73 plf Shcarwall stress v 0 5 FRw2 0 35 F2w2 v 431 62 plf L Weight Wd 110 pif Uplift for shearwall length Ll 3 ft. R1 400 (worst case) Pu v 9 5 Wd L1— Rl Pu 3 32 x 10 pounds Type "C" Shearwalls w/ HTT22 holdowns Lune 2 Sununation of full- height walls lengths L 32 ft. Total length of brace wall line TL 35 ft. full height sheathing S 100 S 91 43 percent TL F2w2 Diaghragm stress v 0.25 v 78 57 pif TL 0 5 FRw2 0 5 F2w2 Rim /blocking stress v v 281 45 plf TL 0 5 FRw2 0 5 F2w2 Shearwall stress v L v 307 84 plf Weight Wd 110 plf Uplift for shearwall length Ll 8 ft. R1 400 (worst case) Pu v 9 5 Wd L1 R1 Pu 1 93 x 10 pounds Type "B" Shearwalls w/ HTT22 holdowns By RF Date 6 /2005 Job No 1842 Sheet No 1 ry /i1 Co Designs Engineering, Inc Project. Coventry File #62893- 100D -D2 -WA Client Suntel Home Design INVESTIGATE LOWER FLOOR SHEARWALLS. Line 3 Summation of full- height walls lengths Total length of brace wall line full height sheathing S TL 100 S 100 percent F2w2 Draghragm stress v 0.35 v 154 plf TL 0.2 F2w2 Rim /blocking stress v v 88 plf TL Shearwall stress v 0.2 F2w2 L Uplift for shearwall length L1 24 ft. R1 400 (worst case) Pu v 9 5 Wd L1 R1 Pu —928 pounds Tyne "B" Shearwalls w/ no holdowns By RF Date 6/2005 Job No 1842 L 25 ft. TL 25 ft. Sheet No I v 88 plf Weight Wd 110 plf L EGEN DESIGNATES GRID LINE 1 DESIGNATES DETAIL MARK DESIGNATES SINEARWALL TYPE DESIGNATES HOLDOWN TYPE (SEE SHEAR SCHEDULE) DESIGNATES DRAWING NOTE DESIGNATES H.D LOCATION (APPROXIMATE) Designs Engineering, Inc 51-4EARW4LL SCI-IEDULE MARK WALL COVER FASTENERS PANEL INTERN. EDGES STUDS 6d WALLED A 5/8" G.W,B. NAIL OR 1 4" O.C. 4" O.C. 16c1 8 "oc 'W" "6 SCREW 1/16" A.P.A.- 16GA STAPLE RATED SHT'G 0.131 "4 x 2 0 x 21/4" NOLDOWN SCHEDULE NO HOLDOWN REQUIRED "MSTC40" "MSTC66" 10 "MSTC52 "STHDI4" "147722" -OR- "I-0U 5" "PHD6" "1DU -8" -OR "HDQ -8" (15)(16) "HDU II" or "H?- IDQfl" (151(16) "HHDQ14" 4" O.C. 6" O.0 /C 1/16" A.P.A. 0.131"4; x 2�� 3 O.G. 12" r2ATED 5NT'G 01484x2 4 4 O.C. F RH. P -NAIL 1/16" A.P.A. 0.148 "4 x 2 3" O.C. RATED SHT'G FULL ROUND- STAGRD 12" ,HEAD P NAIL, 1/16" A.P.A. 0.148 "4 x 2 RATED S14T'G FULL ROUND- 4" O.C. EACH SIDE ,MEAD P NAIL, 1/I6" A.P.A. 0.148 "4 x 21/4" 2" O.C. RATED 5HT'G FULL ROUND- STAGRD 12" EACH SIDE HEAD P NAIL DESIGNATES SIMPSON PRODUCT MARK4HOLDOUIN 1 FASTENERS (18) I6d SINKER NAILS AT EACH END (24) 16d SINKER NAILS AT EACH END (34) 16d SINKER NAILS AT EACH END 'CMSTI2" (43) 16d SINKER U 9' -0 "LONG NAILS AT EACH END (38) 16d SINKER NAILS SIMPSON "SSTB24" SIMPSON "SSTB28" SIMPSON "SSTB28 SIMPSON "SSTB28" W/ 9/64" rUT WASHER 4 HEAVY HEX NUT 1" DIA. (A36) GALV ROD EMBED 8" INTO 12" THK. x 21" WIDE I0 -0" LONG FTG. DESIGNATES SHEAR PANEL AND HOLDOWN TYPE. DESIGNATES APPROXIMATE HOLDOWN LOCATION Project. SIIEARWALI. SCHEDULE By FDE Location Pacific Northwest Date 3/2006 Client FDE Job No 0000 3" O.G. 6" O.C _II6de 31/2 "oc 12" O.C. STAGRD O.C. 16d* 2 "oc STAGRD O.C. 12" O.C. 16de 21'2 oc STAGRD O.C. NOTES SOLE (9) PLATE 16d* 3 "oc STAGRD 16dm I "oc STAGIRD BLOCKING/ (9) IM JOIST 16cl TOENAILS AT 5" O.C. %s" 4 x 1" EMB. ABe Sheet No ALL PANEL EDGES MUST BE BLOCKED REMARKS 1 1/2" LONG x 1/16" WIDE STAPLES W/ CROWNS PARALLEL WI FRAM'G. DBL. STUDS/BLKG. AT (5 ADJOINING PANEL EDGES W/ 16d AT 4" O.G. DBL. STUDSBLKG. AT l 5) ADJOINING PANEL EDGES W/ 1601 AT 4" O.C. DBL. STUDSBLKG. (8)(I1) e ADJOIN'G PANEL EDGES W/ 16d AT 4" 4 3X MUDSILL 3X. MUDSILL AND (8)(11) "LTP5 "e 3?<. STUDS /BLKG. AT ADJOINING PANEL EDGES PER NEW CODE, ALL ANCHOR BOLTS MUST HAVE 2" SQUARE X 3/16" HDG PLATE WASHERS (3) "LTP5 "0 48" oc (3) "LTP5 "0 24" oc (3) "LTP5 "e 16" oc 10" O.C. "LTP5 "0 45" O.G. 48" O.C. 16" O.C. (3) 10" oc 15" O.C. (3) 6" oc 12" O.C. 1. ALL FASTENERS USED AT THE COAST AND IN CONTACT WITH PRESSURE TREATED MATERIAL MUST BE HOT DIPPED GALVANIZED (HDG). 2. "F RH. P- NAIL" DESIGNATES A FULL -ROUND HEAD PNEUMATIC- DRIVEN NAIL (10d GALV BOX NAILS MAY SUBSTITUTE FOR 0.1484 P- NAILS) 3. SIMPSON "RBC" BOUNDARY CLIPS TO SUBSTITUTE FOR "LTP5" AT ROOF 4 514EATHING ON SHEARWALLS MUST EXTEND DOWN TO SOLE 4 MUDSILL PLATES AND SHALL NOT BE INTERRUPTED BY ANY WALL BUTTING INTO THE SHEARWALL. 5 PROVIDE DOUBLE STUDSBLKG, W/ 16d AT 4" O.C. AT ADJOINING PANEL EDGES TO AVOID SPLITTING, NAIL EACH PANEL EDGE TO ONLY ONE 2X. 6 SIMPSON" PRODUCTS SHALL BE INSTALLED AS PER MFG. SPECS 1. HOLDOWNS OCCUR AT ENDS OF SHEAR -WALLS AND SHALL FASTEN TO A MINIMUM OF (2) STUDS (MIN.) LAMINATED TOGETHER W/ 16cl AT 6 "o.c. 5. USE LONGER FDN. BOLTS WITH 3X MUDSILL AND SET BOLTS HIGHER. DO NOT INSTALL FDN. VENT WITHIN 12 CLR OF A HOLDOWN ANCHOR BOLT 9. FASTENERS SPACING APPLIES ONLY AT FULL HEIGHT WALL SEGEMENTS, OTHERWISE USE MINIMUM CONSTRUCTION STANDARDS. 10 USE SIMPSON 'STI- 1D14RJ" INSTEAD OF "STHD14" WITH JOIST FLOOR SYSTEM. II. WALLS WITH PLYWOOD ON EACH SIDE SHALL OFFSET PLYWOOD EDGE .JOINTS ON ONE SIDE OF THE 51- IEARWALL FROM THOSE ON THE OTHER. EXTEND PLYWOOD THROUGH CORNER AS SHOWN IN DETAIL 14 TO ACHIEVE MINIMUM 51HEARWALL WIDTH SHOWN ON PLANS. 12 514EARWALLS WITH OVERDRIVEN NAILS PENETRATING SURFACE BY MORE THAN 1/8" WILL BE REQUIRED TO BE RENAILED USE A RUBBER GROMMET IN HEAD OF NAIL -GUN AND ADJUST AIR PRESSURE 50 NAIL HEADS ARE FLUSH WITH OR SLIGHTLY RECESSED INTO SHEATHING. 13 ALL STUD WALLS MUST HAVE DOUBLE TOP PLATES W/ I601 AT 8" O.C. AND STUDS 16" o.c. PLATES SHALL LAP A MINIMUM 4 0" AT SPLICES WITH AT LEAST EIGHT 16cl NAILS EACH SIDE OF SPLICE 14 HOLDOWN TYPES W/ GREATER NUMERICAL DESIGNATION MAY SUBSTITUTE FOR 14OLD0WNS WITH LESSER. SEE CHART 70 THE LEFT 15 USE 3000 P51 CONCRETE IN STEMWALL. PROVIDE (2) "4 CONT 7 4 B IN STEMWALLS WITH THESE HOLDOWNS. EXTEND 10' -0" PAST HOLDOUJNB. 16 FASTEN TO (3) 2x6 FULL -HGT STUDS. FASTEN EACH STUD TOGETHER/W/ (2) ROWS I6d AT 6" O.C. STAGGERED. EDGE NAIL WALL PLY TO EA. STUD IN SHADED AREAS FASTEN SHTI -IG. AT 4" O.C. AT BOUNDARIES OF SHAPED AREA AND PANEL EDGES. BLOCK PANEL EDGES W/ 2" NOMINAL FLAT BLOCKING. USE 8c1 COMMON NAILS FOR ROOF /CLGS. AND I0d AT FLOORS USE 1/16" 055 OR PLY 51-ITHG. AT CEILINGS. REFERENCES TO SEE NOTES ABOVE 341 -06 galet. Designs Engineering, Inc. t/ APA -RATED ROOF SHEATHING BOUNDARY NAIL (BN.) 2 X SOLID FRIEZE P. 2 X STUD WALL_ ROOF PERIMETER I0d a 4" O.C. SIMPSON 'LTP4' SEE SCHEDULE FOR SPACING SHEARWALL EXTEND WALL 54111G DOWN TO TOP WALL PLACE 1 EN. EDGE NAIL (EN) PLY. SPLICE Pt EDGE NAILING SIMPSON "LTP4' o- TI-118 DETAIL Y8 APPLIES. TH18 DETAIL ALWAYS APPLIES. r CLG. JST SIMPSON '41" TIE AT EACH RAFTER ALONG ENTIRE PERIMETER NOTE: '410 -2' MAY SUBSTITUTE FOR "41" 1 APA -RATED SHEATHING 10d *4 O.C. PLYWOOD DECK SHEATHING X -f- JOIST 1 -2 X BLOCK'G EA. SIDE a 48" SIMPSON "LS50' MAY SUBSTITUTE FOR 'LTP4' APA -RATED SHEATHING 301ST /5I- 1EARUJALL SOLE PLATE NAILING SEE SCHDE FOR INFO (4) I0d EA. BLK FLOOR JOISTS 2 X BLOCKING AT 6 -0' OPW /(3)10d TOENAILS TO PLATE 2 X STUD WALL 15 APA -RATED SHEATHING 0 PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. Project: Structural Details Location. Pacific Northwest Client. FDE NOTE: SIMP "42.5" MAY SUBSTITUTE FOR '41' AS LONG AS "RBC" CLIPS AT 48" o.c. ARE USED TO CONNECT THE FRIEZE D. TO TOP WALL PLATE. y APA -RATED ROOF SHEATHING ade4 O.C. 2 X 6 FLAT SLK'G W /16de4 O.C. INTO WALL IE 8I- IEARWALL PLYWOOD SHEATHING SI MPSON "LTP4" SEE SCHEDULE FOR SPACING 10d a 4' O.G.—\ 16d a 8 "o.c.- SOL ID BLK WALL END OF 2x4 DRAG STRUT By RF Date: 3/2006 Job No 0000 STRUCTURAL CEIL INCA I0d a 6' O.G. AT FLOOR AT DSCR, PROVIDE 2x4 x 5 -0' LONG NAILED TO BOTTOM CHORD W/ 16d AT 4" O.C. STAGGERRED PREDRILL HOLES FOR CONNECTOR SCREWS DRAG STRUT Sheet No 2 X SOLID BLO KING W/ EIMPSON 'LS50' STRUCTURAL CEILING IN CROSS -HATCH AREA —SEE 5I- 1111ALL SCHEDULE FOR ADDITIONAL INFO. 2 X STUD Ext. WALL TYPE "C' 51- IEARWALL SOLID ELK'G. SIMPSON 'LS50' MAY SUBSTITUTE FOR 'LTP4' JOIST SHEAR/ALL FULL HEIGHT 1, 3 APA -RATED SHEATHING JO IST /SI- 4EARUJALL 1 SOLID BLKG EA. SIDE 5' -0' AWAY FROM END OF DRAG STRUT CONNECTOR SEE PLAN FOR SIZE. INSTALL W/ EQUAL LENGTH TO DRAG STRUT AND WALL. Designs Engineeting, Inc 3 F' )N WALL E POND 49 OF REINF 1, SOLE PLATE NAILING SEE SCHEDULE PLYWOOD SHEATHING r `4 FL FRAMING u 0 4 CONT HORIZ. A7 TOP 4 BOTTOM CONC. STEM WALL 4 -0' L NORMAL JOISTS THIS DETAIL ALWAYS APPLIES. EDGE NAIL SIDE WALL 8H7H TO 4x6 STUD 7 I MIN. PLY WIDTH 1 d EA. SIDE I' 10' f T• —.I 4 -0' SIMPSON '1 EA SIPE (4- TOTAL) 1 e-. W/ STUD EA. ENP W/ App'L 2X NAILER s CORNER W/ 1601 6 SIMPSON 'PHD6 4x6 PLATES W/ (2) 6/8'4X12' J -SOLTS AT 6 oc. W/ SIMP '5 S' WASHERS (2) ROWS OF NAILS AT 11/2' STAGGERED TO MUDSILL lit APA RATED SHEATHING FASTENED TO MUDSILL PLATE Project: Structural Details Location. Pacific Northwest Client. FDE EDGE NAIL. (EN) SIMPSON 'L860' ANCHOR (NOT REQ'D IF SHTH'G EXTENDS CONT TO MUDSILL W /OUT ANY JOINTS) EDGE NAIL (EN) x10'ABbW/ 2 X 2 X 3/16 PLATE WASHERS OR SIMP 'SP6/8 -2' 0 4 DOWELS m 48' O.C. 1. NAIL. SHEATHING 70 HEADER W/ 0.148'4 x 2 F RH. P -NAILS 3 O.C. 501H WAYS �a APA -RATED SHTH'G FROM A SINGLE SHEET BOTH SIDES W/ 0.148'4 F R14. P -NAILS INTO 4x6 W/ (2) ROWS AT 2' oc. EXTEND PLYWD THRU CORNER SEE PET 14 6x SOLID BLOCKING AT SHEATHING SPLICE 1 -4 0 4 x I I 2 3 HAIRPIN DAR 1 1 1.. {I 1 -rr 8' CONCRETE WALL W/ (2) DOWELS EA. END {.1 UNDER SHEARWALL NOTE EXTEND GARAGE DOOR HEADER OVER ENPWALL. HEADER WIDTH TO MATCH WALL WIDTH 12' DEEP x B' 0 4 X -6 CONT FTG. W/ 8-0 /„4 CONT T 4 13 24' x 48' X 12' FTC. W/ (3) M CENTERED G RAGE -F RAME DETA1LDELOW RAISED STEMWALL (4) 1001 0 3 0.C.— PLYWOOD DECK SHEATHING By' RF Date 2/2006 Job No 0000 II 111111111111/1/1111111/1111111111 II 1111111111111111111111 11Y I..1 a J L IF FLOOR JOIST SYSTEM, PROVIDE 2 X BLOCKING m 12' o.G. W/ (3) 1001 TOENAILS TO PLATE CONC. STEM i WALL Ie PARALLEL JOISTS THIS DETAIL ALWAYS APPLIES. PONYWALLS 4 -0' AND TALLER MUST DE APPROVE BY ENGINEER. OTHERWISE OK :I iPON'I'IUiki:I. to +I I 'TTi- 1tBNEA 1 •i OJIR �IENT3 L, si is 1 l I I Y 11 't CONCRETE FOUNDATION 0 4 DOWELS 0 48' O.G. Sheet No —1- APA RATED SHEATHING. SOLE PLATE NAIL ING EDGE NAIL (EN) SIMPSON 1L880' AT SAME SPACING AS 'LTP4 EDGE NAIL (EN) 0 4 CONT HORIZ T 4 B 0 4'4 x 10' AB's W/ 2 X 2 X 3/16 PLATE WASHERS OR SIMP '5P8/6 -2' i *4 DOWELS 48' O.C. MIN. (2) 2X6 STUDS AT HOLPOWNS EDGE NAIL PLY TO STUDS HOLD 436 THREADED ROD WITH SAME PIA TER AS ANCI -OR BOLT SIMPSON 'CNW' COUPLET 1 '•.111L4-- p '81U1F*SON 'BT46 BOLT !4COt'T I n i1 •i NOLDOWN PONYWAL t- h Q Designs Engineering, Inc. 1 i RATEP— WALL BNEATHIIVG EDGE NAIL..— SHEATHING EDGE NAIL PLY 7O HOLDOUN STUDS (2) -2 X 6 BLOCKG SIMPSON "LTP4 1 SEE SCHEDULE FOR SPACING 2 X STUD WALL 1 'i RATED WALL SHEATHING RIM JOIST JOIST SIMPSON "L850" MAY SUBSTITUTE FOR "LTt'4' CANTILEVER JST LAM. STUDS TOGETHER W/ I6d AT 6 O.C, GRADE A36" THREADED ROD 8EE SIMPSON CATOLOG FOR DIAMETER I I II II TA.A6) THREADED' ROLE U P }I• 1p UU. SII" IPSPN. "SET" ADHESIVE. AU. •81tlP 'HDIOA' 1 .1_10) USE 1QJ" EMBEDT1ENT •DEPTH u d tg0IIRES 15' r II EXCEPT 4 -ID10A (SPECIAL EMBEDMENT ii INBPEtSTiON'IS'.RECIUIRED) DEPTH tl CONCRET.E FOUNDATION' 13 MISSING NOLDOUJN ANCHOR 8EE PLAN IF PLYWOOD CEILING I8 REQUIRED. FASTEN RAFTER TO WALL PLATE W/ SIMPSON "HI" 8EE PET 1 FOR ADD'L INFO. SOLE PLATE NAILING BOUNDARY NAIL 1: BLKG. HOLDCU 1 BOUND. NAIL ROOF PLYWD. TO 2 X 10 LEDGER W/ BEVELED TOP TO MATCH ROOF SLOPE. NAIL LEDGER W/ (2) -I6d EA WALL STUD 4 EA 2 X 6 BLKG, FOR THIS SECTION OP ROOF, BLOCK PANEL EDGES W/ 2 X 4 FLAT NAIL ed 4 O.C. EDGES AND BOUNDARIES, 12' O.C. IN FIELD. ROOF LEDGER DETAIL Project DETAILS Location Pacific Northwest Client FDE SHEARWALL PLYWD MUST EXTEND DOWN TO BOTTOM WALL PLATE lTY\ VI RATED WALL 8HEATHING (2) -2x OR--- 4x (REF TO PLANS) I- IOLDOU.N STRAP WRAP AROUND DBL. JOISTS UPSIDE DOWN SIMPSON "THAC222 -2' FASTEN TO DBL JOISTS 4x6 OR (2) 2X STUDS 12 1- IOLDOUJN TO RIM J5T Sd AT 6 o.c. AT ALL FRAMING MEMBERS WITHIN 5' -0' OF EDGE IF THIS 1S A 61-1'WALL W/ A HOLDOWN, THEN EXTEND BHTH'G THRU t EDGE NAIL NOTE; T14I6 DETAIL IS REC"YD. ONLY WHEN TWO 1. SHEARWALLS SHARE CNE HOLDOUN. 8HTHG. GABLE END TRUSS i EITHER NO JOINT IN PLYWOOD OR FASTEN 8H'WALL TO ENDWALL TRUSS W/ BLOCKING/RIM FASTENERS SHOLLN IN 814'WALL SCHD'L. 6H'WALL SEE SHWALL SCHEDULE FOR NAIL'G REQMT8. By RF Late 1/2005 Job No 0000 A SOLE PLATE NAILING BOUNDARY NAIL c SOLID BLKG. RIM 1� L SIMPSON "L550" KG, OR S MAY SUBSTITUTE RIM JST •1 FOR 'LTP4" GOVT 2X BL JOIS —1 --DBL. JOIST AT EACH END OF WALL OVER DBL. STUDS FASTEN TO RIM JOIST W/ SIMPSON 'L'30" Sheet No 16c1 AT6 00. HOLDOJN I6d.AT 6" O.G. INTO EA STUD EDGE NAIL FRAMING AT CORNER 2x4 FLAT AT 24' O.C. IN END -WALL TRUSS 2X VERTICAL BRACE (2) 10d AT 8" OC, 2x4 BLKG, AT 6' -0' O.G. W/ 8d AT 3' O.C. TRUSS BOTTOM CHORD OR CEILING JOISTS (2) 16d EA. TRUSS 2x4 x 8' -0' LATERAL NAILS BASED rl BRACE AT 6' -0' o.c. ON 8HEARWALL I (6) 16d NAIL REO,MTS. BELOW DBL. 2xSOLID BLOCK W/ (2) GIMP "L8SO' TO WALL PLATE 2x6 PLATE W/ I6d AT 12" o.c. TO WALL GYPSUM BOARD DIAPHRAGM WITH Sd COOLER NAILS AT 1" 0.O. AT FIRST (4) CEILING MEMBERS AND 2x6 PLATE GABLED ENDUJALL 11" "H" EXCEEDS 6 -0" THEN INSTALL 2x4 ON EDGE BEHIND 2x4 FLAT M END -WALL TRUSS. IP "H" EXCEEDS I2' -0' USE 2x6 ON EDGE. SEE ABOVE. Designs Engineering, Inc. INTRFLOOR SHEAFUALL? CUT Lci x 4" SLOT N SHTHG. ROOF TRUSS 1 C7 I 8d AT 3" 0.C. INTO 2x4 BLKG. FOR TRUSS FRAMED ROOFS I..-- (2) -2x OR 4x (REF TO PLANS) WOLDOU.N STRAP 2x SOLE IE I (INSTALL STRAP W/ SEE SCI-ID\ EQUAL LENGTH TO FOR INI O L 1 BEAM 1 STUDS. I T I 7 4 f 1--- DBL. JOIST OR BEAM \-2x SOLID BLKG EACH SIDE NEXT TO STRAP I- 10L DOWN DETAIL NOLDOWN (2) 16d INTO TRUSS T &B CHORDS 2x KG. 4 AROUND BL PANEL PERIMETER Project DETAILS Location Pacific Northwest Client. FDE 2x4 FLAT EDGE FRAMING NAILED TO TRUSS VERTICAL W/ 16d AT 6" O.C. 1/2" PLY SHTH'G. W/ 10d AT 4" 0.C. EDGES E-- WALL TOP PLATES 16d AT 8" 0.C. FROM BLKG. PANEL. TO WALL PLATES C SI- IEAI2UJALL EXTENSION 2X SOLE 12 SEE SCHEDULE FOR INFO APA -RATED .ROOF SHEATHING BOUNDARY NAIL (BN.) 2XSOLID FRIEZE BD. 2 X STUD WALL (2) -2x OR 4x (8EE PLAN) -4OLPQWN DETAIL 20 51— IE4RUJALL EXTENSION FOR STICK- FRAMED ROOFS TNAIL 8d AT 3" OC. INTO EACH SHEAR TRUS By RF Date 1/2005 Job No 0000 BN. DBL. JST. OR BEAK( L 2 X SOLID BLKG BELOW ENTIRE LENGTH OF 844EARWALL. HOLDOU.N STRAP (INSTALL WITH EQUAL LENGTH TO BEAM AND 8TUD8, SHEARWALL NAILING SAME AS BELOW SOLID BLKG. SIMPBON 'L680" MAY SUBSTITUTE FOR "LTP4" CLG. JST ty APA -RATED SHEATHING EITHER SHEAR TRANSFER SYSTEM MAY BE USED. SHEAR TRUSSES EACH DESIGNED FOR DIAPHRAGM SHEAR LOAD SHOWN ON PLANS TRUSS TO TRANSFER SHEAR FROM TOP TO BOTTOM CHORD) (4) 16d NAILS 2x8 AT 16" 0.C. W/ (3) 16d EA. END Sheet No FASTEN TRUSS TO WALL SEE "SSHE" CUPS W/ SEE SCHEDULE FOR SPACING. 1 SHEARWALL SHEAR TRUSS MAY BE ELIMINATED IF SHEARWALL EXTENDS UP TO ROOF SHEATHING NAIL ROOF TO SHEARWALL W/ 8d AT 3" 0.0. Si-IEAF LUALL EXTENSION I t Designs Engineering, Inc SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE SEE SCHEDULE FOR NUMBER OF NAILS EA. SIDE BEAM 2X STUD WALL STRAP SEE FLOOR PLAN 4 X 8 POST 8R1P. 'M&TC40" EA END CP HEADER FASTEN TO DBL. STUDS BOLT DECK LEDGER TO RIM JOIST W/ 5 43"4 AT 16 O.C. AND 2) ROWS 16d AT 8 O.C. (USE 2 5/8 BOLTS IF JOIST SPAN GREATER THAN IO' -ID' FLOOR JOIST I 5' SO X 3/8" BRG PLATE PEEN THREADS AFTER TIGHTENED SH 11 1- IOLDOWN ABOVE BEAM THIS DETAIL ALWAYS APPLIES. fl FILL CAVITY UV SOLID I WOOD AT I•IOLDOLLNS _i I -DRILL HOLE V8' GREATER M DIA N CENTER OF BEAM FOR BOLT DECK LEDGER HANDRAIL CONN. THIS DETAIL ALUTATB APPLIES. 16d O 6" MULTIPULE HOLDOWN STUDS SEE SCHEDULE 11 CUT 1" X 4" SLOT IN PLY FLOOR SHTHG FOR STRAP SIMPSON "H2.5 g EA. SIDE NOTCH 4X8 FOR 3" BEAM BEARING EXTERIOR WALL 4 X 12 BEAM SIMPSON "PH02" W/ 5/8" X 8" EXP BOLT CONCRETE FTC. 81MP8ON "MTV WRAP STRAP AROUND HEADER IF NECESSARY O SHEARWALL POST CONN. 26 Project Structural Details Location. Pacific Northwest Client: FDE HOLDOUN W/ 436 GRADE THREADED ROD THEADED ROD 2X LEDGER SIMPSON ABU• POST BABE OR ELEVATED ERB IP SLAB THIS DETAIL ALWAYS APPLIES. DBL. 2X MEMBER OR 4X MEMBER RIM JOIST 1 4 X 3" X 6 X 9' STEEL ANGLE II II 7 n n 2X BLKG. AT STRAP DOUBLE 2X JOIST 15ZI -2X6 DIA. BRACE W/ (2) I6d EA. JOIST SEAM PERPENDICULAR WALL PLYWOOD SHEATHING OVER WALL STUDS 2X SPACED CEDAR (6) 16d 2 NAILS AT THE TOP MIDDLE, 4 BOTTOM CONNECT WALLS TOGETHER BY FIRE NAILING END 2x4 TO CHANNEL W/ (S) I6d THEN INSTALL ADDITIONAL 2x4 AGAINST IT AND NAIL W/ (6) 16d EDGE NAIL (E)4) TO END 2x4 By RI Date 2 /2005 Job No 0000 PORCH /DECK POST CONN. TOENAIL UNLESS NOTED OTHERWISE, USE SIMPSON" PC POST CAP (USE EPC' AT ENDS CP BEAM) PRESSURE TREATED WOOD POST /CONCRETE SLAB CONC. FTG. BEAM 4 1/2" 4" ST6224 STRAP WRAP AROUND BACK OF LEDGER 5/8 THROUGH BOLTS W/ NUTS 4 NAIL TO DIAL. BRACE AND I DIA. X 3/16 WASHERS. EA. SIDE. 4X6 CEDAR NEWELL TO RIM JOIST SHEARUJALL- WALL CONN. Sheet No 1 e EDGE NAIL 7r e B E A 3� ��,*�=,*"��*»�w,www~v**w�w�m�w��w***,rr��*v^*p`www,n�ww"`v��"`�w`^wvww*/vvw"=v,IOvxwm"n"= lOH PREPARED BY Client Project Location Date Calculation By Comment sii!i: v. Suntel Design Tigard, Oregon SUNTEL DESIGN COVENTRY PLAN GARAGE DR HDR LM R1 BEAM AND LOAD DIAGRAM 000��0��0�0��00��0� m�mm�m�mwmwmm�m��m�m�mm��m�mwm�m R2 Reaction R1 5,000 0 lbs Reaction R2 5,000 0 lbs Total load 10,000 0 lbs Dimensions: Clear span 16 0 feet, no overhang No point loads No triangular loads Uniform beam weight= 25 lbs/lf 400 lbs total) Uniform loads U1 600 0 lbsylf at 0 0 feet to 16 0 feet Deflection limit (live load plus dead load) 1/240 BEAM TYPE LAM 24 F GLULAM COMPUTED STRESS/STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL Shear (lbs) 5,00V 0 FV 165 0 Area (Sq In Moment (ft-lbs) 20,000 0 FB 2,400 0 Sect Modulus Deflection {in) 0 80 E 1 80E6 Mom Inertia i .1' i' Actual Maximum Deflection 0 80 inches Maximum Deflection occurs at 8 0 feet Maximum Moment occurs at 8 0 feet MINIMUM BEAM SIZE (W x H) H: i i NM MINIMUM BEAM AREA (Sci In 58 62 45 100 639 .��:a� 59 112 639* BEAM ANALYSIS ��u��' r��u�*�� y'��o�*�wowvw�� www�ww�m»woo«w�xn°wr^w PREPARED BY Suntel Design Tigard, Oregon SUNTEL DESIGN COVENTRY PLAN PORCH ROOF BM Client Project Location Date Calculation By Comment LM BEAM AND LOAD DIAGRAM 0 00N 0 0�� 0 �0� 0 ��0 00� m mmm m mmm m mmm m m�m m mm� m mw R1 R2 Reaction R1 935 0 lbs Reaction R2 Total load 1,870 0 lbs Dimensions Clear span 11 0 feet, no overhang 935 0 lbs No point loads No triangular loads Uniform beam weight= 20 lbs/lf 220 lbs total) Uniform loads U1 150 0 lbs/lf at 0 0 feet to 11 0 feet Deflection limit (live load plus dead load) 1/240 �s. i. th BEAM TYPE WOOD FIR/LARCH 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL Shear (lbs) 935 0 FV Moment (ft-lbs) 2,571 3 FB Deflection (in) 0 55 E :i. Actual Maximum Deflection 0 25 inches Maximum Deflection occurs at 5 5 feet Maximum Moment occurs at 5 5 feet MINIMUM BEAM SIZE (W x H) 95 0 Area (Sq In 875 0 Sect Modulus 1 60E6 Mom Inertia MINIMUM BEAM AREA (Sq In 27 21 15 63 27 35* 137 .�i i 1, N �i' :I: Vi lVH PREPARED BY Client Prcject Location Date CalculatiDn By Comment Suntel Design Tigard, Oregon SUNTEL DESIGN COVENTRY PLAN BEAM AT NOOK i BEAM ANAL YSI BEAM AND LOAD DIAGRAM 00��0�00��N0�� mmmmm�mmmmmmmmmmm R1 R:2 Reaction R1 9,600 0 lbs Reartipn R2 Total 1/ad 7,200 0 lbs Dimensizns Clear span 8 0 feet, no overhang 0,600 0 lbs l ed= M triangular lDads Unifno. 15 lbs/If 120 lbs tctal) Unif.)rm loads U1 985 0 lbs/lf at U 0 feet to 8 0 feet Deflecti n limit (live lrad plus dead load) 1/360 BEAM TYPE LAM 24 F GLULAM COMPUTED STRESS/STRAIN DESIGN VAL PROPERTIES REQUIRED ALTUAL Shear (lbs) 3,60o o FV 165 Area (Sq In Moment (ft-lbs) 7,i00 0 FB :,400 Sect M�dulus Deflectirn (in) 0 7 E 1 80E6 Mom Inertia Actual Ma imum Deflection 0 27 inches Ma imum Deflection cccurs at 4 0 feet Maximum Moment occurs at 4 0 feet MINIMUM BEAM SIZE (W x H) MINIMUM BEAM AREA (Sq In 37 83 33 17 38 47 17'* 1 l0H P lrads P1 No triangular loads Uniform beam weight= Uniform loads U1 Deflection limit (live BEAM ANALYSIS PREPARED BY Suntel Design Tigard, Oregon Client SUNTFL DESICN pr COVENTRY pLANX- Location BEAM BTWN NOOP AND kITCH Date Calculati/n By L M Comment Reacti R1 2,961 7 lbs Tctal load 4,350 V lbs Dimensions Clear span BEAM AND LOAD DIAGRAM ��0�� 0� 00N�0�� mm mmmmmmmm mm mmmmmmm m R1 P1 mw Actual Ma imum Deflection o '10 inches Maximum Deflection /ccur at 1 0 feet Maximum Moment occurs at 5 feet MINIMUM BEAM SIZE (W x H) UV )111111 R2 Reacti/n R 1,388 3 lbs 9 0 feet, no cverhang 3,540 0 at 2 5 feet MINIMUM BEAM AREA (Sq In 36 50 15 lbs/if 135 lbs total) 75 0 lbs/lf at 0 0 feet to 9 load plus dead load) 1/360 o feet BEAM TYPE LAM `4 F GLULAM COMPUTED STRESS/STRAIN DFSIGN VAL PROPERTIES REQUIRED ACTUAL Shear (lbs) 2,961 7 FV 165 0 Area (qq In 7 36 Moment (ft lbs) 7,1~. 9 FE{ 2,4oU o Sect Modulus 06 43 DeflectiDn (in) 0 30 E 1 8»E6 Mom Inertia 154 151* ft��pe 7' 1 .2 111:1112C II 1 0H BEAM ANALYSIS IIINIIIINIIININIONIVIIIIIININIINNIVINNIIIIIIINIIIIIVIIVINVIIIIIINI PREPARED BY Suntel Design Tigard, Oregon Client SUNTEL DESIGN Project COVENTRY PLAN Location: PORCH/DECK BM K1 Date Calculation By L M Comment BEAM AND LOAD DIAGRAM 111111111111111111111111M Hi 111•1111111•11.111■111111110111111111111•11 R1 1 R2 Reaction R1 1,210 0 lbs Reaction R2 1,210 0 lbs Total load 2,420 0 lbs Dimensions Clear span 11 0 feet, nO overhang No point loads No triangular loads Uniform beam weight= 20 lbs/lf 220 lbs total) Uniform loads U1 200 0 lbs/lf at 0 0 feet to 11 0 feet Deflection limit (live load plus dead load) 1/240 iiiiiiiilliiiiiliiiiill BEAM TYPE WOOD FIR/LARCH 4X #2 COMPUTED STRESS/STRAIN DESIGN VAL PROPERTIES REQUIRED ACTUAL Shear (lbs) 1,210 0 FV 95 0 Area (Sq In 19 31 Moment (ft-lbs) 3,327 5 FB 875 0 Sect Modulus 46 46* Deflection (in) 0 55 E 1 60E6 Mom Inertia 92 202 !PIM: 1' 'hi' t:: 21 322: 222.22 22: ti:11:22:12S, tit :it: :it Actual Maximum Deflection 0 22 inches Maximum Deflection occurs at 5 5 feet Maximum Moment occurs at 5 5 feet I Hriii; P :illilln: P 11;:i: i i MINIMUM BEAM SIZE (W x H) 17m."'" nCC km 'ye B. B1- MINIMUM BEAM AREA (Sq In 30 96